gene r. klatt · gene r. klatt consultant engineer – contract staff city of rialto...
TRANSCRIPT
![Page 1: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/1.jpg)
From Gene KlattTo Kay Hsu PE TESubject RE Submittal Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac (Revised)Date Wednesday August 02 2017 44023 PM
Kay We have received the updated TIA One minor issue on page 23 the incorrect speeds for SanBernardino and Willow are still listed as 35 when San Bernardino is 40 and Willow is 45 Howeverthis does not impact the results of the study The report will be forwarded to the TransportationCommission to begin their review and they will be able to act on the report at the September 62017 meeting Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov From Kay Hsu PE TE [mailtokhsuk2trafficcom] Sent Wednesday August 02 2017 310 PMTo Gene KlattCc Ken LandisSubject Submittal Focused TIA review for Warehouse on San Bernardino Ave between Willow andLilac (Revised) Gene Attached please find the revised study report per your review comments Please letme know if there is any question
Thanks Kay Hsu PE TEK2 Traffic Engineering Inc714-832-2116
From Kay Hsu PE TE ltkhsuk2trafficcomgtTo Gene Klatt ltgklattrialtocagovgt Sent Tuesday July 25 2017 457 PMSubject Re Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Gene 1 I will apply the truck traffic distribution to passenger cars (100 via Willow)
2 Our study has included traffic from new retail stores that replaces old Wal-Mart inaddition to new Wal-Mart traffic All data can be found in the report3 Explanations will be added to clarify that OPENING YEAR traffic is derived basedon ambient growth only and full Wal-Mart traffic will be added in the OTHERDEVELOPMENTS4 New aerial maps will be used as suggested I will work on revision of the study and resubmit soon Thanks Kay Hsu PE TEK2 Traffic Engineering Inc714-832-2116
From Gene Klatt ltgklattrialtocagovgtTo Kay Hsu PE TE ltkhsuk2trafficcomgt Sent Tuesday July 25 2017 436 PMSubject RE Focused TIA review for Warehouse on San Bernardino Ave betweenWillow and Lilac Kay 1 Most drivers that know the City will turn left onto Valley and north onto Willow toaccess anywhere in town unless it is along Riverside Ave Riverside is the bus route hasmore signals and higher overall volume than Willow I personally believe the employeescoming from the south will find Willow quickly and with the new signal that is likely howthey will exit as well Even if they want Wal-Mart they will use the back driveway offWillow to avoid traffic2 It just seems odd that using counts and adding Wal-Mart project traffic they obtainedprojections of well over 100 vehicles in the peak hour While there is no fault in yourcounts it is very likely they were taken before Wal-Mart and the associated stores wereopen whereas the Wal-Mart study included full occupancy and use Subtracting Wal-Martfrom the counts is incorrect as the existing building will be used for some form of retail use To merely subtract it implies the land is not used for anything The fast food services arestill there and new retail will replace the main Wal-Mart building so there is no reason tosubtract anything3 I agree that it is unlikely any changes would change the overall outcome but wedonrsquot want to leave open any chance for the Commission or public to cry foul or implymistakes were made The reason Wal-Mart took as long as it did was because it wascontested at every opportunity even though it had City support4 Google Earth and Google Earth Pro both with an imagery Date of 10212016 showthe improvements on San Bernardino and on Willow What they do not show is thechange in striping on Valley (the trap right for Willow is gone) While Google Maps issupposed to use the same aerials it clearly does not in this case I have attached theplans although they are not the as-built nor are they signed
Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov From Kay Hsu PE TE [mailtokhsuk2trafficcom] Sent Tuesday July 25 2017 333 PMTo Gene KlattSubject Re Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Hi Gene In response to your review comments please see the following discussions
1 Item 6 such 40 passenger cars include trips via Wal-Mart as well as otherattractions along Riverside Ave The volumes are so low that it wont make muchdifference even whether we apply 100 via Willow Ave instead of Riverside AvePlease advise if you recommend using the same ratio as trucks (100 via Willow) ora new percentage via Riverside Ave 2 Items 8 and 9 it appears that the projected traffic in Wal-Marts report were derivedfrom traffic count conducted 7 years ago with a 612 ambient growth factor inaddition to higher cumulative developments traffic Also I noticed that the trafficpreviously generated by the old Wal-Mart were not deducted from its 2013 forecastAll these factors may contribute to the difference Nonetheless traffic volumes shownin this report represent the most current conditions and its prepared according tothe guidelines and approved scope agreement New Wal-Mart begins operation after traffic counts were conducted for this report onMarch 21 2017 Technically speaking new Wal-Mart trips could be shown in theOPENING YEAR volumes However this report currently puts that in the OTHERDEVELOPMENTS along with new retails at the vacated old Wal-Mart site I can addmore explanation to clarify the current format unless you prefer us to move Wal-Marttraffic into OPENING YEAR traffic Please advise 3 Items 11 could you possibly provide an approved plansketch or any updatedaerial photo if available of the widened San Bernardino Ave at Willow Ave I canuse a signing and striping or street improvement plan to replace the outdated aerialphoto in Exhibit 13 Thanks Kay Hsu PE TEK2 Traffic Engineering Inc714-832-2116
From Gene Klatt ltgklattrialtocagovgtTo Kay Hsu PE TE (khsuk2trafficcom) ltkhsuk2trafficcomgt Cc Robert Eisenbeisz ltreisenbeiszrialtocagovgt Azzam Jabsheh ltajabshehrialtocagovgt GinaGibson ltggibsonrialtocagovgt Daniel Casey ltdcaseyrialtocagovgtSent Monday July 24 2017 449 PMSubject Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Kay Attached is the review comments for the focused TIA on the above referencedproject As I recall you had the full report of the Wal-Mart TIA but I have attachedcopies of Exhibit 5-7 and 5-8 from that report for your consideration They seem toshow much higher traffic volumes at the intersections than are contained in yourreport An increase in traffic has already been noted at the intersections and itcontinues to grow Also note that street and signal improvements have beencompleted which are not reflected in your TIA It is unlikely that the changes willhave any major impact on the current development but we should consider thelocation of the driveway for the trucks as the easterly driveway will require crossingover two eastbound lanes to enter (no room for turn pocket) and the westerlydriveway appears close to the stop control at Lilac Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov
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July 24 2017
K2 Traffic Engineering Inc
1442 Irvine Blvd Suite 210
Tustin CA 92780
Attn Kay Hsu
RE Rialto Warehouse Developmentndash Southeast corner of San Bernardino Ave at Lilac Ave ndash
Proposed Traffic Impact Analysis Comments and Observations on Report Date May 2017
Mr Hsu
We have made a review of your firms TIA received July 20 2017 It has now been reviewed and we
make the following observations and comments for your consideration
1 Page 2 in the executive summary third paragraph reference is made to Los Angeles
Countyrsquos ldquoTraffic Impact Analysis report Guidelinesrdquo We assume this is meant to say City
of Rialtorsquos report guidelines
2 Page 6 Existing Conditions first paragraph states San Bernardino is two lanes San
Bernardino is four lanes with two lanes in each direction across the frontage of this property
3 Page 6 first paragraph also states the speed limit is 35 mph In actuality the speed limit is 40
MPH from Cactus to Willow (the area of your study) and 35 MPH from Willow easterly to
Sycamore It is noted that Google Earth street view shows 35 MPH signs but the photo was
taken in 2012 and speed limits changed later that year
4 Page 6 the speed limits on both Lilac and Willow south of San Bernardino Ave are 45 MPH
again due to a change in 2012
5 Page 6 Table 1 incorrectly lists the intersection of Valley Blvd at Willow as a two way stop
controlled intersection It indeed was a two way stop during your investigation but has been a
traffic signal controlled intersection since April of 2017 It was listed as such as part of the
Wal-Mart conditions and the report should be modified It is likely an advantage to the
development of your site It may also be worth noting that the trap right turn from westbound
Valley is also removed with simply a very wide number two westbound lane Exhibit 3
should also change
6 Page 11 Exhibit 5 for passenger cars shows 40 in and out bound cars from the south using
Riverside Ave to San Bernardino Ave It is far more likely that the in and outbound cars will
use Willow Riverside Ave has 5 traffic signals counting Valley and San Bernardino Ave as
well as a stop sign at Willow Willow has a signalized left at Valley a signal at
GatewayValley a signal at WillowValley and a stop at WillowSan Bernardino as well as far
less traffic
7 Page 13 Opening Year Conditions first paragraph the signal at ValleyWillow is installed
and operational
8 Page 14 Exhibit 7 seems to be quite different from 2013 projected volumes with the Wal-
Mart Center open (see attached counts from Urban Crossroads) Did your projections include
full development of the Wal-Mart Center Were they based on the March 21 2017 counts
collected for this study (this would have been prior to the opening of Wal-Mart Center) which
may not have included the new center traffic
9 Page 18 Exhibit 10 shows similar differences from projected traffic as mentioned above
10 Page 24 first paragraph San Bernardino is a 4-lane and is 40 MPH Willow is a 45 MPH
street
11 Page 26 Exhibit 13 is incorrect San Bernardino Ave is widened the curb return constructed
and a bus stop in place There are two eastbound lanes and there is 40 feet curb to curb on
Willow Overall this should help your project but the exhibit and conclusion is now
incorrect
If the above items can be addressed quickly the report can be submitted to begin the review by the
Transportation Commission and be considered at the September 6 2017 meeting It appears the Wal-
Mart project accomplished a fair number of improvements that benefit this project and overall it
appears that the changes will not affect the outcome for this development
Should you have questions or wish to discuss any of the above comments further please feel free to
contact the undersigned directly
Cordially
Gene R Klatt
Consultant Engineer ndash Contract Staff
City of Rialto
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 2
EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 3
INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 6
EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 8
TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 2: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/2.jpg)
2 Our study has included traffic from new retail stores that replaces old Wal-Mart inaddition to new Wal-Mart traffic All data can be found in the report3 Explanations will be added to clarify that OPENING YEAR traffic is derived basedon ambient growth only and full Wal-Mart traffic will be added in the OTHERDEVELOPMENTS4 New aerial maps will be used as suggested I will work on revision of the study and resubmit soon Thanks Kay Hsu PE TEK2 Traffic Engineering Inc714-832-2116
From Gene Klatt ltgklattrialtocagovgtTo Kay Hsu PE TE ltkhsuk2trafficcomgt Sent Tuesday July 25 2017 436 PMSubject RE Focused TIA review for Warehouse on San Bernardino Ave betweenWillow and Lilac Kay 1 Most drivers that know the City will turn left onto Valley and north onto Willow toaccess anywhere in town unless it is along Riverside Ave Riverside is the bus route hasmore signals and higher overall volume than Willow I personally believe the employeescoming from the south will find Willow quickly and with the new signal that is likely howthey will exit as well Even if they want Wal-Mart they will use the back driveway offWillow to avoid traffic2 It just seems odd that using counts and adding Wal-Mart project traffic they obtainedprojections of well over 100 vehicles in the peak hour While there is no fault in yourcounts it is very likely they were taken before Wal-Mart and the associated stores wereopen whereas the Wal-Mart study included full occupancy and use Subtracting Wal-Martfrom the counts is incorrect as the existing building will be used for some form of retail use To merely subtract it implies the land is not used for anything The fast food services arestill there and new retail will replace the main Wal-Mart building so there is no reason tosubtract anything3 I agree that it is unlikely any changes would change the overall outcome but wedonrsquot want to leave open any chance for the Commission or public to cry foul or implymistakes were made The reason Wal-Mart took as long as it did was because it wascontested at every opportunity even though it had City support4 Google Earth and Google Earth Pro both with an imagery Date of 10212016 showthe improvements on San Bernardino and on Willow What they do not show is thechange in striping on Valley (the trap right for Willow is gone) While Google Maps issupposed to use the same aerials it clearly does not in this case I have attached theplans although they are not the as-built nor are they signed
Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov From Kay Hsu PE TE [mailtokhsuk2trafficcom] Sent Tuesday July 25 2017 333 PMTo Gene KlattSubject Re Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Hi Gene In response to your review comments please see the following discussions
1 Item 6 such 40 passenger cars include trips via Wal-Mart as well as otherattractions along Riverside Ave The volumes are so low that it wont make muchdifference even whether we apply 100 via Willow Ave instead of Riverside AvePlease advise if you recommend using the same ratio as trucks (100 via Willow) ora new percentage via Riverside Ave 2 Items 8 and 9 it appears that the projected traffic in Wal-Marts report were derivedfrom traffic count conducted 7 years ago with a 612 ambient growth factor inaddition to higher cumulative developments traffic Also I noticed that the trafficpreviously generated by the old Wal-Mart were not deducted from its 2013 forecastAll these factors may contribute to the difference Nonetheless traffic volumes shownin this report represent the most current conditions and its prepared according tothe guidelines and approved scope agreement New Wal-Mart begins operation after traffic counts were conducted for this report onMarch 21 2017 Technically speaking new Wal-Mart trips could be shown in theOPENING YEAR volumes However this report currently puts that in the OTHERDEVELOPMENTS along with new retails at the vacated old Wal-Mart site I can addmore explanation to clarify the current format unless you prefer us to move Wal-Marttraffic into OPENING YEAR traffic Please advise 3 Items 11 could you possibly provide an approved plansketch or any updatedaerial photo if available of the widened San Bernardino Ave at Willow Ave I canuse a signing and striping or street improvement plan to replace the outdated aerialphoto in Exhibit 13 Thanks Kay Hsu PE TEK2 Traffic Engineering Inc714-832-2116
From Gene Klatt ltgklattrialtocagovgtTo Kay Hsu PE TE (khsuk2trafficcom) ltkhsuk2trafficcomgt Cc Robert Eisenbeisz ltreisenbeiszrialtocagovgt Azzam Jabsheh ltajabshehrialtocagovgt GinaGibson ltggibsonrialtocagovgt Daniel Casey ltdcaseyrialtocagovgtSent Monday July 24 2017 449 PMSubject Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Kay Attached is the review comments for the focused TIA on the above referencedproject As I recall you had the full report of the Wal-Mart TIA but I have attachedcopies of Exhibit 5-7 and 5-8 from that report for your consideration They seem toshow much higher traffic volumes at the intersections than are contained in yourreport An increase in traffic has already been noted at the intersections and itcontinues to grow Also note that street and signal improvements have beencompleted which are not reflected in your TIA It is unlikely that the changes willhave any major impact on the current development but we should consider thelocation of the driveway for the trucks as the easterly driveway will require crossingover two eastbound lanes to enter (no room for turn pocket) and the westerlydriveway appears close to the stop control at Lilac Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov
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July 24 2017
K2 Traffic Engineering Inc
1442 Irvine Blvd Suite 210
Tustin CA 92780
Attn Kay Hsu
RE Rialto Warehouse Developmentndash Southeast corner of San Bernardino Ave at Lilac Ave ndash
Proposed Traffic Impact Analysis Comments and Observations on Report Date May 2017
Mr Hsu
We have made a review of your firms TIA received July 20 2017 It has now been reviewed and we
make the following observations and comments for your consideration
1 Page 2 in the executive summary third paragraph reference is made to Los Angeles
Countyrsquos ldquoTraffic Impact Analysis report Guidelinesrdquo We assume this is meant to say City
of Rialtorsquos report guidelines
2 Page 6 Existing Conditions first paragraph states San Bernardino is two lanes San
Bernardino is four lanes with two lanes in each direction across the frontage of this property
3 Page 6 first paragraph also states the speed limit is 35 mph In actuality the speed limit is 40
MPH from Cactus to Willow (the area of your study) and 35 MPH from Willow easterly to
Sycamore It is noted that Google Earth street view shows 35 MPH signs but the photo was
taken in 2012 and speed limits changed later that year
4 Page 6 the speed limits on both Lilac and Willow south of San Bernardino Ave are 45 MPH
again due to a change in 2012
5 Page 6 Table 1 incorrectly lists the intersection of Valley Blvd at Willow as a two way stop
controlled intersection It indeed was a two way stop during your investigation but has been a
traffic signal controlled intersection since April of 2017 It was listed as such as part of the
Wal-Mart conditions and the report should be modified It is likely an advantage to the
development of your site It may also be worth noting that the trap right turn from westbound
Valley is also removed with simply a very wide number two westbound lane Exhibit 3
should also change
6 Page 11 Exhibit 5 for passenger cars shows 40 in and out bound cars from the south using
Riverside Ave to San Bernardino Ave It is far more likely that the in and outbound cars will
use Willow Riverside Ave has 5 traffic signals counting Valley and San Bernardino Ave as
well as a stop sign at Willow Willow has a signalized left at Valley a signal at
GatewayValley a signal at WillowValley and a stop at WillowSan Bernardino as well as far
less traffic
7 Page 13 Opening Year Conditions first paragraph the signal at ValleyWillow is installed
and operational
8 Page 14 Exhibit 7 seems to be quite different from 2013 projected volumes with the Wal-
Mart Center open (see attached counts from Urban Crossroads) Did your projections include
full development of the Wal-Mart Center Were they based on the March 21 2017 counts
collected for this study (this would have been prior to the opening of Wal-Mart Center) which
may not have included the new center traffic
9 Page 18 Exhibit 10 shows similar differences from projected traffic as mentioned above
10 Page 24 first paragraph San Bernardino is a 4-lane and is 40 MPH Willow is a 45 MPH
street
11 Page 26 Exhibit 13 is incorrect San Bernardino Ave is widened the curb return constructed
and a bus stop in place There are two eastbound lanes and there is 40 feet curb to curb on
Willow Overall this should help your project but the exhibit and conclusion is now
incorrect
If the above items can be addressed quickly the report can be submitted to begin the review by the
Transportation Commission and be considered at the September 6 2017 meeting It appears the Wal-
Mart project accomplished a fair number of improvements that benefit this project and overall it
appears that the changes will not affect the outcome for this development
Should you have questions or wish to discuss any of the above comments further please feel free to
contact the undersigned directly
Cordially
Gene R Klatt
Consultant Engineer ndash Contract Staff
City of Rialto
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 2
EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 3
INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 3: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/3.jpg)
Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov From Kay Hsu PE TE [mailtokhsuk2trafficcom] Sent Tuesday July 25 2017 333 PMTo Gene KlattSubject Re Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Hi Gene In response to your review comments please see the following discussions
1 Item 6 such 40 passenger cars include trips via Wal-Mart as well as otherattractions along Riverside Ave The volumes are so low that it wont make muchdifference even whether we apply 100 via Willow Ave instead of Riverside AvePlease advise if you recommend using the same ratio as trucks (100 via Willow) ora new percentage via Riverside Ave 2 Items 8 and 9 it appears that the projected traffic in Wal-Marts report were derivedfrom traffic count conducted 7 years ago with a 612 ambient growth factor inaddition to higher cumulative developments traffic Also I noticed that the trafficpreviously generated by the old Wal-Mart were not deducted from its 2013 forecastAll these factors may contribute to the difference Nonetheless traffic volumes shownin this report represent the most current conditions and its prepared according tothe guidelines and approved scope agreement New Wal-Mart begins operation after traffic counts were conducted for this report onMarch 21 2017 Technically speaking new Wal-Mart trips could be shown in theOPENING YEAR volumes However this report currently puts that in the OTHERDEVELOPMENTS along with new retails at the vacated old Wal-Mart site I can addmore explanation to clarify the current format unless you prefer us to move Wal-Marttraffic into OPENING YEAR traffic Please advise 3 Items 11 could you possibly provide an approved plansketch or any updatedaerial photo if available of the widened San Bernardino Ave at Willow Ave I canuse a signing and striping or street improvement plan to replace the outdated aerialphoto in Exhibit 13 Thanks Kay Hsu PE TEK2 Traffic Engineering Inc714-832-2116
From Gene Klatt ltgklattrialtocagovgtTo Kay Hsu PE TE (khsuk2trafficcom) ltkhsuk2trafficcomgt Cc Robert Eisenbeisz ltreisenbeiszrialtocagovgt Azzam Jabsheh ltajabshehrialtocagovgt GinaGibson ltggibsonrialtocagovgt Daniel Casey ltdcaseyrialtocagovgtSent Monday July 24 2017 449 PMSubject Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Kay Attached is the review comments for the focused TIA on the above referencedproject As I recall you had the full report of the Wal-Mart TIA but I have attachedcopies of Exhibit 5-7 and 5-8 from that report for your consideration They seem toshow much higher traffic volumes at the intersections than are contained in yourreport An increase in traffic has already been noted at the intersections and itcontinues to grow Also note that street and signal improvements have beencompleted which are not reflected in your TIA It is unlikely that the changes willhave any major impact on the current development but we should consider thelocation of the driveway for the trucks as the easterly driveway will require crossingover two eastbound lanes to enter (no room for turn pocket) and the westerlydriveway appears close to the stop control at Lilac Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov
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July 24 2017
K2 Traffic Engineering Inc
1442 Irvine Blvd Suite 210
Tustin CA 92780
Attn Kay Hsu
RE Rialto Warehouse Developmentndash Southeast corner of San Bernardino Ave at Lilac Ave ndash
Proposed Traffic Impact Analysis Comments and Observations on Report Date May 2017
Mr Hsu
We have made a review of your firms TIA received July 20 2017 It has now been reviewed and we
make the following observations and comments for your consideration
1 Page 2 in the executive summary third paragraph reference is made to Los Angeles
Countyrsquos ldquoTraffic Impact Analysis report Guidelinesrdquo We assume this is meant to say City
of Rialtorsquos report guidelines
2 Page 6 Existing Conditions first paragraph states San Bernardino is two lanes San
Bernardino is four lanes with two lanes in each direction across the frontage of this property
3 Page 6 first paragraph also states the speed limit is 35 mph In actuality the speed limit is 40
MPH from Cactus to Willow (the area of your study) and 35 MPH from Willow easterly to
Sycamore It is noted that Google Earth street view shows 35 MPH signs but the photo was
taken in 2012 and speed limits changed later that year
4 Page 6 the speed limits on both Lilac and Willow south of San Bernardino Ave are 45 MPH
again due to a change in 2012
5 Page 6 Table 1 incorrectly lists the intersection of Valley Blvd at Willow as a two way stop
controlled intersection It indeed was a two way stop during your investigation but has been a
traffic signal controlled intersection since April of 2017 It was listed as such as part of the
Wal-Mart conditions and the report should be modified It is likely an advantage to the
development of your site It may also be worth noting that the trap right turn from westbound
Valley is also removed with simply a very wide number two westbound lane Exhibit 3
should also change
6 Page 11 Exhibit 5 for passenger cars shows 40 in and out bound cars from the south using
Riverside Ave to San Bernardino Ave It is far more likely that the in and outbound cars will
use Willow Riverside Ave has 5 traffic signals counting Valley and San Bernardino Ave as
well as a stop sign at Willow Willow has a signalized left at Valley a signal at
GatewayValley a signal at WillowValley and a stop at WillowSan Bernardino as well as far
less traffic
7 Page 13 Opening Year Conditions first paragraph the signal at ValleyWillow is installed
and operational
8 Page 14 Exhibit 7 seems to be quite different from 2013 projected volumes with the Wal-
Mart Center open (see attached counts from Urban Crossroads) Did your projections include
full development of the Wal-Mart Center Were they based on the March 21 2017 counts
collected for this study (this would have been prior to the opening of Wal-Mart Center) which
may not have included the new center traffic
9 Page 18 Exhibit 10 shows similar differences from projected traffic as mentioned above
10 Page 24 first paragraph San Bernardino is a 4-lane and is 40 MPH Willow is a 45 MPH
street
11 Page 26 Exhibit 13 is incorrect San Bernardino Ave is widened the curb return constructed
and a bus stop in place There are two eastbound lanes and there is 40 feet curb to curb on
Willow Overall this should help your project but the exhibit and conclusion is now
incorrect
If the above items can be addressed quickly the report can be submitted to begin the review by the
Transportation Commission and be considered at the September 6 2017 meeting It appears the Wal-
Mart project accomplished a fair number of improvements that benefit this project and overall it
appears that the changes will not affect the outcome for this development
Should you have questions or wish to discuss any of the above comments further please feel free to
contact the undersigned directly
Cordially
Gene R Klatt
Consultant Engineer ndash Contract Staff
City of Rialto
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 2
EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 3
INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 6
EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 8
TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 4: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/4.jpg)
From Gene Klatt ltgklattrialtocagovgtTo Kay Hsu PE TE (khsuk2trafficcom) ltkhsuk2trafficcomgt Cc Robert Eisenbeisz ltreisenbeiszrialtocagovgt Azzam Jabsheh ltajabshehrialtocagovgt GinaGibson ltggibsonrialtocagovgt Daniel Casey ltdcaseyrialtocagovgtSent Monday July 24 2017 449 PMSubject Focused TIA review for Warehouse on San Bernardino Ave between Willow and Lilac Kay Attached is the review comments for the focused TIA on the above referencedproject As I recall you had the full report of the Wal-Mart TIA but I have attachedcopies of Exhibit 5-7 and 5-8 from that report for your consideration They seem toshow much higher traffic volumes at the intersections than are contained in yourreport An increase in traffic has already been noted at the intersections and itcontinues to grow Also note that street and signal improvements have beencompleted which are not reflected in your TIA It is unlikely that the changes willhave any major impact on the current development but we should consider thelocation of the driveway for the trucks as the easterly driveway will require crossingover two eastbound lanes to enter (no room for turn pocket) and the westerlydriveway appears close to the stop control at Lilac Gene R KlattConsultant Engineer ndash Contract StaffCity of Rialtogklattrialtocagov
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Please consider the environment before printing this e-mail
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July 24 2017
K2 Traffic Engineering Inc
1442 Irvine Blvd Suite 210
Tustin CA 92780
Attn Kay Hsu
RE Rialto Warehouse Developmentndash Southeast corner of San Bernardino Ave at Lilac Ave ndash
Proposed Traffic Impact Analysis Comments and Observations on Report Date May 2017
Mr Hsu
We have made a review of your firms TIA received July 20 2017 It has now been reviewed and we
make the following observations and comments for your consideration
1 Page 2 in the executive summary third paragraph reference is made to Los Angeles
Countyrsquos ldquoTraffic Impact Analysis report Guidelinesrdquo We assume this is meant to say City
of Rialtorsquos report guidelines
2 Page 6 Existing Conditions first paragraph states San Bernardino is two lanes San
Bernardino is four lanes with two lanes in each direction across the frontage of this property
3 Page 6 first paragraph also states the speed limit is 35 mph In actuality the speed limit is 40
MPH from Cactus to Willow (the area of your study) and 35 MPH from Willow easterly to
Sycamore It is noted that Google Earth street view shows 35 MPH signs but the photo was
taken in 2012 and speed limits changed later that year
4 Page 6 the speed limits on both Lilac and Willow south of San Bernardino Ave are 45 MPH
again due to a change in 2012
5 Page 6 Table 1 incorrectly lists the intersection of Valley Blvd at Willow as a two way stop
controlled intersection It indeed was a two way stop during your investigation but has been a
traffic signal controlled intersection since April of 2017 It was listed as such as part of the
Wal-Mart conditions and the report should be modified It is likely an advantage to the
development of your site It may also be worth noting that the trap right turn from westbound
Valley is also removed with simply a very wide number two westbound lane Exhibit 3
should also change
6 Page 11 Exhibit 5 for passenger cars shows 40 in and out bound cars from the south using
Riverside Ave to San Bernardino Ave It is far more likely that the in and outbound cars will
use Willow Riverside Ave has 5 traffic signals counting Valley and San Bernardino Ave as
well as a stop sign at Willow Willow has a signalized left at Valley a signal at
GatewayValley a signal at WillowValley and a stop at WillowSan Bernardino as well as far
less traffic
7 Page 13 Opening Year Conditions first paragraph the signal at ValleyWillow is installed
and operational
8 Page 14 Exhibit 7 seems to be quite different from 2013 projected volumes with the Wal-
Mart Center open (see attached counts from Urban Crossroads) Did your projections include
full development of the Wal-Mart Center Were they based on the March 21 2017 counts
collected for this study (this would have been prior to the opening of Wal-Mart Center) which
may not have included the new center traffic
9 Page 18 Exhibit 10 shows similar differences from projected traffic as mentioned above
10 Page 24 first paragraph San Bernardino is a 4-lane and is 40 MPH Willow is a 45 MPH
street
11 Page 26 Exhibit 13 is incorrect San Bernardino Ave is widened the curb return constructed
and a bus stop in place There are two eastbound lanes and there is 40 feet curb to curb on
Willow Overall this should help your project but the exhibit and conclusion is now
incorrect
If the above items can be addressed quickly the report can be submitted to begin the review by the
Transportation Commission and be considered at the September 6 2017 meeting It appears the Wal-
Mart project accomplished a fair number of improvements that benefit this project and overall it
appears that the changes will not affect the outcome for this development
Should you have questions or wish to discuss any of the above comments further please feel free to
contact the undersigned directly
Cordially
Gene R Klatt
Consultant Engineer ndash Contract Staff
City of Rialto
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 2
EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 3
INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 6
EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 8
TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 5: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/5.jpg)
July 24 2017
K2 Traffic Engineering Inc
1442 Irvine Blvd Suite 210
Tustin CA 92780
Attn Kay Hsu
RE Rialto Warehouse Developmentndash Southeast corner of San Bernardino Ave at Lilac Ave ndash
Proposed Traffic Impact Analysis Comments and Observations on Report Date May 2017
Mr Hsu
We have made a review of your firms TIA received July 20 2017 It has now been reviewed and we
make the following observations and comments for your consideration
1 Page 2 in the executive summary third paragraph reference is made to Los Angeles
Countyrsquos ldquoTraffic Impact Analysis report Guidelinesrdquo We assume this is meant to say City
of Rialtorsquos report guidelines
2 Page 6 Existing Conditions first paragraph states San Bernardino is two lanes San
Bernardino is four lanes with two lanes in each direction across the frontage of this property
3 Page 6 first paragraph also states the speed limit is 35 mph In actuality the speed limit is 40
MPH from Cactus to Willow (the area of your study) and 35 MPH from Willow easterly to
Sycamore It is noted that Google Earth street view shows 35 MPH signs but the photo was
taken in 2012 and speed limits changed later that year
4 Page 6 the speed limits on both Lilac and Willow south of San Bernardino Ave are 45 MPH
again due to a change in 2012
5 Page 6 Table 1 incorrectly lists the intersection of Valley Blvd at Willow as a two way stop
controlled intersection It indeed was a two way stop during your investigation but has been a
traffic signal controlled intersection since April of 2017 It was listed as such as part of the
Wal-Mart conditions and the report should be modified It is likely an advantage to the
development of your site It may also be worth noting that the trap right turn from westbound
Valley is also removed with simply a very wide number two westbound lane Exhibit 3
should also change
6 Page 11 Exhibit 5 for passenger cars shows 40 in and out bound cars from the south using
Riverside Ave to San Bernardino Ave It is far more likely that the in and outbound cars will
use Willow Riverside Ave has 5 traffic signals counting Valley and San Bernardino Ave as
well as a stop sign at Willow Willow has a signalized left at Valley a signal at
GatewayValley a signal at WillowValley and a stop at WillowSan Bernardino as well as far
less traffic
7 Page 13 Opening Year Conditions first paragraph the signal at ValleyWillow is installed
and operational
8 Page 14 Exhibit 7 seems to be quite different from 2013 projected volumes with the Wal-
Mart Center open (see attached counts from Urban Crossroads) Did your projections include
full development of the Wal-Mart Center Were they based on the March 21 2017 counts
collected for this study (this would have been prior to the opening of Wal-Mart Center) which
may not have included the new center traffic
9 Page 18 Exhibit 10 shows similar differences from projected traffic as mentioned above
10 Page 24 first paragraph San Bernardino is a 4-lane and is 40 MPH Willow is a 45 MPH
street
11 Page 26 Exhibit 13 is incorrect San Bernardino Ave is widened the curb return constructed
and a bus stop in place There are two eastbound lanes and there is 40 feet curb to curb on
Willow Overall this should help your project but the exhibit and conclusion is now
incorrect
If the above items can be addressed quickly the report can be submitted to begin the review by the
Transportation Commission and be considered at the September 6 2017 meeting It appears the Wal-
Mart project accomplished a fair number of improvements that benefit this project and overall it
appears that the changes will not affect the outcome for this development
Should you have questions or wish to discuss any of the above comments further please feel free to
contact the undersigned directly
Cordially
Gene R Klatt
Consultant Engineer ndash Contract Staff
City of Rialto
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 6: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/6.jpg)
full development of the Wal-Mart Center Were they based on the March 21 2017 counts
collected for this study (this would have been prior to the opening of Wal-Mart Center) which
may not have included the new center traffic
9 Page 18 Exhibit 10 shows similar differences from projected traffic as mentioned above
10 Page 24 first paragraph San Bernardino is a 4-lane and is 40 MPH Willow is a 45 MPH
street
11 Page 26 Exhibit 13 is incorrect San Bernardino Ave is widened the curb return constructed
and a bus stop in place There are two eastbound lanes and there is 40 feet curb to curb on
Willow Overall this should help your project but the exhibit and conclusion is now
incorrect
If the above items can be addressed quickly the report can be submitted to begin the review by the
Transportation Commission and be considered at the September 6 2017 meeting It appears the Wal-
Mart project accomplished a fair number of improvements that benefit this project and overall it
appears that the changes will not affect the outcome for this development
Should you have questions or wish to discuss any of the above comments further please feel free to
contact the undersigned directly
Cordially
Gene R Klatt
Consultant Engineer ndash Contract Staff
City of Rialto
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 7: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/7.jpg)
FOCUSED TRAFFIC IMPACT STUDY
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Date August 2 2017
Prepared For
Monte Vista Assets 8628 Hillside Rd
Alta Loma CA 91701
Prepared By
K2 Traffic Engineering Inc 1442 Irvine Blvd Suite 210
Tustin CA 92780
(714) 832-2116
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 8: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/8.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 1
Focused Traffic Impact Study
For
New Rialto Warehouse
San Bernardino Ave between Lilac Ave and Willow Ave
Prepared under the supervision of
Jende Kay Hsu PE T E
Lic T2285
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 2
EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 3
INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 6
EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 8
TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 9: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/9.jpg)
K2 Traffic Engineering Inc
TABLE OF CONTENTS
EXECUTIVE SUMMARY 2
INTRODUCTION 3
STUDY SCENARIO 3
EXISTING CONDITION 6
TRIP GENERATION 8
TRIP DISTRIBUTION 9
TRAFFIC ASSIGNMENT 9
OPENING YEAR CONDITIONS 12
OTHER DEVELOPMENTS 14
OPENING YEAR WITH OTHER DEVELOPMENTS 18
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT 20
SIGNIFICANT IMPACT THRESHOLD 21
SIGNAL WARRANT ANALYSIS 23
TRUCK TURNING TEMPLATES 23
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 2
EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
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APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 10: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/10.jpg)
K2 Traffic Engineering Inc
LIST OF EXHIBITS
Exhibit 1 Location Map 4
Exhibit 2 Site Plan 5
Exhibit 3 Existing Lane Configuration and Traffic Volumes 7
Exhibit 4 Trip Distribution - Truck 10
Exhibit 5 Traffic Assignment 11
Exhibit 6 Project Opening Year Traffic Volumes 13
Exhibit 7 Location of Other Developments 15
Exhibit 8 Other Development Traffic 16
Exhibit 19 Opening Year + Other Developments Traffic Volumes 17
Exhibit 10 Opening Year + Other Developments + Project Traffic Volumes 19
Exhibit 11 Signal Warrant 24
Exhibit 12 Truck Turning Template 1 25
Exhibit 13 Truck Turning Template 2 26
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LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
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New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
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APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 11: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/11.jpg)
K2 Traffic Engineering Inc
LIST OF TABLES
Table 1 Existing Traffic Conditions 7
Table 2 Trip Generation Rate 8
Table 3 Truck PCE Conversion 8
Table 4 Project Trip Generation 9
Table 5 Traffic Analysis- Project Opening Year 12
Table 6 Other Development Trips 14
Table 7 Analysis- Opening Year with Other Developments 18
Table 8 Analysis- Opening Year with Other Developments + Project 20
Table 9 Significant Impact Threshold 21
Table 10 Significant Impact Evaluation- AM Peak 21
Table 11 Significant Impact Evaluation- PM Peak 22
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 12: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/12.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXECUTIVE SUMMARY
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use With conversion of trucks passenger car
equivalent (PCE) the project will generate 444 daily trips 30 inbound and 8 outbound
trips in the AM peak hour 10 inbound and 30 outbound trips in the PM peak hour
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
In compliance with City of Rialtos Traffic Impact Analysis Report Guidelines and
Requirements the study examines four scenarios to evaluate potential traffic impact
For each scenario each of the study intersections performs at level of service D or
better in the AM and PM peak hours The project has no significant traffic impact to any
study intersection Mitigation measure is not required for the project
The intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes at the project opening year with
other developments plus project traffic
The study reviewed truck turning templates along projects truck route at three study
intersections and confirmed that adequate truck turning radius is provided at each
intersection
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 6
EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 13: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/13.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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INTRODUCTION
The proposed development (APN 0254-021-34-0000) is located on San Bernardino Ave
east of the flood channel between Lilac Ave and Willow Ave in the City of Rialto The
proposed development includes constructing a new warehouse building (74366 sq ft)
on a vacant land with 2400 sq ft office use The purpose of this focused traffic impact
study is to evaluate traffic impact of the proposed development Location map is shown
in Exhibit 1 Site plan is shown in Exhibit 2
STUDY SCENARIO
In compliance with the Traffic Impact Analysis Report Guidelines and Requirements
established by the City of Rialto Public Works Department the study performed level-of-
service analysis using SYNCHRO software and methodologies recommended by
Highway Capacity Manual (HCM) to evaluate traffic impacts before and after the
projects generated traffic The following scenarios are included in this analysis
(a) Existing Conditions
(b) Project Opening Year
(c) Project Opening Year with Other Developments
(d) Project Opening Year with Other Developments plus Project
(e) Project Opening Year with Other Developments plus Project and Mitigation if
necessary
According to the City-approved scope of study this study includes traffic counts and
level of service (LOS) analysis for the following intersections
1 San Bernardino Ave and Willow Ave
2 Valley Blvd and Willow Ave
3 Valley Blvd and Riverside Ave
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
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SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 14: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/14.jpg)
Exhibit 1 Vicinity MapNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 15: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/15.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 16: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/16.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 6
EXISTING CONDITION
The project site is a vacant land situated in an industrial area on San Bernardino
Avenue between Lilac Avenue and Willow Avenue San Bernardino Avenue is an east-
west undivided roadway with two lanes in each direction across the frontage of the
project San Bernardino Avenue is designated as a secondary arterial on General Plan
of the City of Rialto The posted speed limit is 40 mph between Cactus Avenue and
Willow Avenue and 35 mph between Willow Avenue and Sycamore Avenue
Lilac Avenue and Willow Avenue are north-south undivided roadway with two lanes in
the project vicinity and designated as collector streets on General Plan of the City of
Rialto The posted speed limits for Lilac Avenue and Willow Avenue south of San
Bernardino Avenue are 45 mph
New turning movement counts for AM and PM peak hours were conducted on March 21
2017 Traffic data can be found in Appendix A The intersection of Valley Boulevard
and Willow Avenue has been upgraded recently to traffic signal control in April 2017
Existing lane configuration and existing traffic volumes are illustrated in Exhibit 3
Existing traffic conditions of study intersections are shown in Table 1 Each of the study
intersections performs at level of service D or better in the AM and PM peak hours The
analysis worksheets can be found in Appendix B
Table 1 Existing Traffic Conditions
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 93
2 Valley Blvd and Willow Ave Signal A 84 A 61
3 Valley Blvd and Riverside Ave Signal D 471 D 372
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 8
TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 17: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/17.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 8
TRIP GENERATION
Trip generation represents the amount of traffic attracted and produced by the project
development Based upon the recommendations from Trip Generation 9th Edition
published by the Institute of Transportation Engineers (ITE) the trip generation rates
are shown in Table 2 Table 2 Trip Generation Rate
ITE AM Peak Hour PM Peak Hour
LAND USE CODE UNIT Daily Rate In Out Rate In Out
Warehouse 150 1000 SQ FT 356 030 79 21 032 25 75
Trips generated by a warehouse normally consist of both passenger cars and heavy
trucks According to the guideline this study uses passenger car equivalent (PCE)
conversion rates for trucks and passenger cars as shown in Table 3
Table 3 Truck PCE Conversion
TRUCK PCE Conversion Percentage PCE
4-axel and above 70 3
3-axel 28 2
2-axel 2 15
Truck Overall 269
The PCE factor of 269 is applied to 40 of all projects trips to represent truck trips
generated by the project The project will generate an equivalent of 444 daily trips 30
inbound and 8 outbound trips in the AM peak hour 10 inbound and 30 outbound trips in
the PM peak hour The project trips are provided in Table 4
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 18: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/18.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 9
Table 4 Project Trip Generation
Unit Quantity AM Peak Hour PM Peak Hour
Land Use Percentage PCE Daily Total In Out Total In Out
Warehouse 1000 SQ FT 744 265 22 17 5 24 6 18
- Truck 40 269 2848 240 190 50 256 64 192
- Passenger Car 60 1 1588 134 106 28 143 36 107
Trip Generation with PCE Conversion 444 38 30 8 40 10 30
TRIP DISTRIBUTION
Trip distribution represents the directional orientation of traffic to and from the proposed
project Directional orientation is largely influenced by the geographical location of the
site among many other factors The trip distribution pattern are illustrated on Exhibit 4
TRAFFIC ASSIGNMENT
The traffic assignment to and from the Site has been based upon the results of trip
generation trip distribution and access layouts Exhibit 5 illustrates project traffic
assignment with PCE conversions of trucks and passenger cars
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 12
OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 19: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/19.jpg)
EXHIBIT 4 TRIP DISTRIBUTION
100
San Bernardino Ave100
100 100
Project Site
Lila
c A
ve
Will
ow A
ve
vers
ide
Ave
NORTH
W
Riv
Not to Scale 100100
Valley Blvd(Truck Route) 100
100
I-10 FwyLegend (Truck Route)
Outbound TripsInbound TripspTruck Route
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 20: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/20.jpg)
New Rialto Warehouse August 2 2017
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OPENING YEAR CONDITIONS
For project opening year 2019 the ambient growth of two percent per year is applied to
the existing data This factor covers background traffic increases resulting from traffic
growth of regional developments Traffic volumes generated by other developments
such as the new Wal-Mart project will be discussed and included in the next chapter
titled other developments Lane configuration and traffic conditions of studied
intersections at project opening year are illustrated in Exhibit 6
Table 5 shows traffic conditions of study intersections for the project opening year
Analysis worksheets are shown in Appendix B
Table 5 Traffic Analysis - Project Opening Year
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 83 A 95
2 Valley Blvd and Willow Ave Signal B 105 B 111
3 Valley Blvd and Riverside Ave Signal D 514 D 507
AWS = All-Way Stop
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OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
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OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
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OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
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San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 21: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/21.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 14
OTHER DEVELOPMENTS
Based on information provided by the Citys Planning Department other approved and
related developments within one-mile radius are shown in Table 6 Exhibit 7 illustrates
the locations of these other developments Exhibit 8 illustrates the traffic generated by
these other developments at study intersections
TABLE 6 OTHER DEVELOPMENT TRIPS
AM Peak PM Peak
Related Project Total IN OUT Total IN OUT Daily New Wal-Mart
Free-standing Discount Superstore Shopping Center Restaurant Fast Food with Drive-Through and Gas Station 350 301 651 606 596 1201 14187
Conversion of Previous Wal-Mart
Conversion to Shopping Center 107 66 41 413 198 215 4756
Existing Use Credit (Wal-Mart) -206 -115 -91 -485 -237 -247 -5653
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 22: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/22.jpg)
Exhibit 7 Other Development LocationNot to Scale
K2 Traffic Engineering Inc
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 23: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/23.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 18
OPENING YEAR WITH OTHER DEVELOPMENTS
Exhibit 9 illustrates lane configurations and traffic conditions at the opening year with
other developments Table 7 shows the level of services and intersection delays at
study intersections Analysis worksheets are shown in Appendix B
Table 7 Traffic Analysis - Project Opening Year with Other Developments
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 96 B 136
2 Valley Blvd and Willow Ave Signal A 85 A 93
3 Valley Blvd and Riverside Ave Signal D 514 D 457
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 24: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/24.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 20
OPENING YEAR WITH OTHER DEVELOPMENTS PLUS PROJECT
Exhibit 10 illustrates lane configurations and traffic conditions at the opening year with
other developments plus project trips Table 8 shows the level of services and
intersection delays at study intersections The projected traffic and analysis worksheets
are shown in Appendix B
Table 8 Traffic Analysis - Project Opening Year with Other Developments plus Project
Intersection Control
AM
LOS
Delay
(second)
PM
LOS
Delay
(second)
1 San Bernardino Ave and Willow Ave AWS A 99 B 142
2 Valley Blvd and Willow Ave Signal B 110 B 123
3 Valley Blvd and Riverside Ave Signal D 548 D 497
AWS = All-Way Stop
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 25: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/25.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 21
SIGNIFICANT IMPACT THRESHOLD
According to the Traffic Impact Analysis Report Guidelines and Requirements
significant impacts are deemed to occur at any intersection in which the project causes
the LOS to fall below level D or the peak hour delay increases equals or exceeds the
threshold shown below
Table 9 Significant Impact Threshold
PREPROJECT LOS PEAK HOUR
DELAY INCREASE
A B 100 seconds
C 80 seconds
D 50 seconds
E 20 seconds
F 10 seconds
The projects level of significance of traffic impact for the opening year are shown in
Table 10 and 11 for the AM and PM peak hour respectively There is no significant
impact at any of the study intersections for the project opening year plus project
Table 10 Significant Impact Evaluation - AM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave A 96 A 99 03 sec (lt 100) No
2 Valley Blvd and Willow Ave A 85 B 110 25 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 514 D 548 34 sec (lt 50)
No
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 26: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/26.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 22
Table 11 Significant Impact Evaluation - PM Peak
Without Project With Project
Intersection AM LOS Delay
AM LOS Delay
Delay Increase
Significant Impact
1 San Bernardino Ave and Willow Ave B 136 B 142 06 sec (lt 50) No
2 Valley Blvd and Willow Ave A 93 B 123 30 sec (lt 100) No
3 Valley Blvd and Riverside Ave D 457 D 497 40 sec (lt 50)
No
This study concluded that the project does not generate significant traffic impacts to
study intersections Mitigation measure is not required for the project
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 27: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/27.jpg)
New Rialto Warehouse August 2 2017
San Bernardino Ave between Lilac Ave and Willow Ave Focused Traffic Impact Study
K2 Traffic Engineering Inc 23
SIGNAL WARRANT ANALYSIS
The study conducted a signal warrant analysis for the intersection of San Bernardino
Avenue and Willow Avenue San Bernardino Avenue and Willow Avenue have one lane
in each direction currently controlled by stop signs at the intersection The posted speed
limit is 35 mph for both San Bernardino Avenue and Willow Avenue
The signal warrant is prepared based on AM and PM peak hour traffic volumes at the
project opening year with other developments plus project traffic As shown in Exhibit 11 the intersection of San Bernardino Avenue and Willow Avenue is not warranted for a
traffic control signal based on peak hour traffic volumes
TRUCK TURNING TEMPLATES
The study conducted a review of truck turning templates along projects truck route at
three study intersections as shown in Exhibit 12 and 13 It is confirmed that each
intersection provides adequate truck turning radius
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 28: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/28.jpg)
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 29: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/29.jpg)
K2 Traffic Engineering Inc
APPENDIX A TURNING MOVEMENT COUNT
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 30: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/30.jpg)
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 1
TUESDAY EAST amp WEST San Bernardino Ave CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave San Bernardino Ave San Bernardino Ave
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 1 2 0 1 2 0
700 AM 0 11 1 13 32 1 1 25 1 1 16 4 106715 AM 0 6 0 16 35 1 0 31 2 0 14 6 111730 AM 0 12 0 17 37 2 1 27 1 4 13 5 119745 AM 2 6 1 7 26 0 2 37 4 2 25 3 115800 AM 1 15 0 9 28 1 1 17 1 1 18 2 94815 AM 2 7 1 1 22 3 0 26 3 9 21 4 99830 AM 0 11 2 7 25 1 1 20 2 0 21 2 92845 AM 1 8 0 11 19 1 1 39 2 3 11 5 101
VOLUMES 6 76 5 81 224 10 7 222 16 20 139 31 837APPROACH 7 87 6 26 71 3 3 91 7 11 73 16APPDEPART 87 114 315 260 245 308 190 155 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 2 35 2 53 130 4 4 120 8 7 68 18 451APPROACH 5 90 5 28 70 2 3 91 6 8 73 19PEAK HR FACTOR 0813 0835 0767 0775 0947APPDEPART 39 57 187 145 132 175 93 74 0
400 PM 1 29 2 8 28 4 6 39 1 1 42 10 171415 PM 4 39 3 16 21 5 4 35 1 2 48 14 192430 PM 2 30 1 10 21 5 5 40 5 1 39 14 173445 PM 3 38 4 10 20 4 7 50 1 2 39 10 188500 PM 4 31 2 15 27 3 6 49 1 1 38 9 186515 PM 1 29 1 11 17 3 3 54 2 0 49 24 194530 PM 1 40 1 10 15 4 1 61 0 1 43 15 192545 PM 0 29 2 10 20 3 5 53 2 2 45 5 176
VOLUMES 16 265 16 90 169 31 37 381 13 10 343 101 1472APPROACH 5 89 5 31 58 11 9 88 3 2 76 22APPDEPART 297 403 290 192 431 487 454 390 0BEGIN PEAK HRVOLUMES 9 138 8 46 79 14 17 214 4 4 169 58 760APPROACH 6 89 5 33 57 10 7 91 2 2 73 25PEAK HR FACTOR 0861 0772 0948 0791 0979APPDEPART 155 213 139 87 235 268 231 192 0
Willow Ave
NORTH SIDE
San Bernardino Ave WEST SIDE EAST SIDE San Bernardino Ave
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 31: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/31.jpg)
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Willow Ave LOCATION 2
TUESDAY EAST amp WEST Valley Blvd CONTROL 2 Way Stop NS
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Willow Ave Willow Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 0 1 0 0 1 0 0 2 0 0 2 1
700 AM 0 0 0 34 0 4 6 105 0 0 68 23 240715 AM 0 0 0 41 1 2 1 96 0 0 59 23 223730 AM 0 0 1 38 0 9 0 115 0 3 83 20 269745 AM 0 0 0 26 0 6 0 105 0 1 78 11 227800 AM 0 0 1 25 0 4 1 111 2 1 69 18 232815 AM 0 0 4 24 0 5 1 107 0 2 70 13 226830 AM 0 0 0 26 0 2 1 98 0 1 72 19 219845 AM 0 0 0 19 0 4 1 107 1 1 84 9 226
VOLUMES 0 0 6 233 1 36 11 844 3 9 583 136 1862APPROACH 0 0 100 86 0 13 1 98 0 1 80 19APPDEPART 6 147 270 13 858 1083 728 619 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 0 0 1 139 1 21 7 421 0 4 288 77 959APPROACH 0 0 100 86 1 13 2 98 0 1 78 21PEAK HR FACTOR 0250 0856 0930 0870 0891APPDEPART 1 84 161 5 428 561 369 309 0
400 PM 0 0 2 26 0 3 5 142 0 1 149 27 355415 PM 1 0 1 41 0 7 5 148 1 1 147 40 392430 PM 0 0 1 27 0 6 5 176 0 1 127 28 371445 PM 0 0 0 22 0 8 8 146 0 1 155 33 373500 PM 0 0 2 38 0 9 9 165 0 0 161 20 404515 PM 0 0 2 16 0 4 10 199 0 1 149 28 409530 PM 0 0 3 21 0 7 8 185 1 0 132 27 384545 PM 0 0 0 20 0 3 5 145 0 0 135 27 335
VOLUMES 1 0 11 211 0 47 55 1306 2 5 1155 230 3023APPROACH 8 0 92 82 0 18 4 96 0 0 83 17APPDEPART 12 285 258 7 1363 1528 1390 1203 0BEGIN PEAK HRVOLUMES 0 0 7 97 0 28 35 695 1 2 597 108 1570APPROACH 0 0 100 78 0 22 5 95 0 0 84 15PEAK HR FACTOR 0583 0665 0874 0935 0960APPDEPART 7 143 125 3 731 799 707 625 0
Willow Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Willow Ave
700 AM
445 PM
PM
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 32: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/32.jpg)
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY PACIFIC TRAFFIC DATA SERVICES
DATE LOCATION RIALTO PROJECT 32117 NORTH amp SOUTH Riverside Ave LOCATION 3
TUESDAY EAST amp WEST Valley Blvd CONTROL Signal
NOTES AM PM NMD W E
OTHER SOTHER
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Riverside Ave Riverside Ave Valley Blvd Valley Blvd
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES 2 25 05 1 25 05 1 2 1 1 2 1
700 AM 54 91 54 12 170 6 7 26 102 67 32 3 624715 AM 61 116 37 10 234 4 11 29 97 56 27 6 688730 AM 59 119 49 13 263 5 5 23 130 48 38 3 755745 AM 56 125 49 8 168 3 9 38 95 51 27 5 634800 AM 55 97 33 14 138 8 7 25 97 36 27 7 544815 AM 60 103 40 9 141 3 12 21 101 46 30 4 570830 AM 63 139 26 14 136 5 8 27 80 43 30 3 574845 AM 55 155 42 3 134 5 15 25 77 31 31 6 579
VOLUMES 463 945 330 83 1384 39 74 214 779 378 242 37 4968APPROACH 27 54 19 6 92 3 7 20 73 58 37 6APPDEPART 1738 1056 1506 2541 1067 627 657 744 0BEGIN PEAK HR 700 AM
AM
BEGIN PEAK HRVOLUMES 230 451 189 43 835 18 32 116 424 222 124 17 2701APPROACH 26 52 22 5 93 2 6 20 74 61 34 5PEAK HR FACTOR 0946 0797 0905 0890 0894APPDEPART 870 500 896 1481 572 348 363 372 0
400 PM 106 285 55 15 161 12 18 51 103 42 66 9 923415 PM 106 283 80 19 158 7 11 56 107 40 60 17 944430 PM 103 230 62 15 146 8 18 65 112 47 51 15 872445 PM 107 212 56 12 131 5 27 69 75 45 71 19 829500 PM 93 245 48 8 159 7 18 78 99 47 66 12 880515 PM 114 259 62 15 198 8 19 81 108 38 47 8 957530 PM 104 244 57 17 157 9 23 76 98 45 50 11 891545 PM 102 231 64 12 138 16 19 70 76 37 45 13 823
VOLUMES 835 1989 484 113 1248 72 153 546 778 341 456 104 7119APPROACH 25 60 15 8 87 5 10 37 53 38 51 12APPDEPART 3308 2246 1433 2367 1477 1143 901 1363 0BEGIN PEAK HRVOLUMES 422 1010 253 61 596 32 74 241 397 174 248 60 3568APPROACH 25 60 15 9 87 5 10 34 56 36 51 12PEAK HR FACTOR 0898 0916 0913 0893 0945APPDEPART 1685 1144 689 1167 712 555 482 702 0
Riverside Ave
NORTH SIDE
Valley Blvd WEST SIDE EAST SIDE Valley Blvd
SOUTH SIDE
Riverside Ave
700 AM
400 PM
PM
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 33: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/33.jpg)
K2 Traffic Engineering Inc
APPENDIX B LEVEL OF SERVICE ANALYSIS
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 34: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/34.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 120 8 7 68 18 2 35 2 53 130 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 130 9 8 74 20 2 38 2 58 141 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 143 101 42 203Volume Left (vph) 4 8 2 58Volume Right (vph) 9 20 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 018 013 006 026Capacity (vehh) 739 740 717 746Control Delay (s) 86 82 80 92Approach Delay (s) 86 82 80 92Approach LOS A A A A
Intersection SummaryDelay 87HCM Level of Service AIntersection Capacity Utilization 322 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 35: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/35.jpg)
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 7 421 0 4 288 77 0 0 1 139 1 21Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 8 458 0 4 313 84 0 0 1 151 1 23PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 397 458 661 878 229 567 795 157vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 99 100 100 100 100 62 100 97cM capacity (vehh) 1158 1100 335 282 774 403 316 861
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 160 305 109 209 84 1 175Volume Left 8 0 4 0 0 0 151Volume Right 0 0 0 0 84 1 23cSH 1158 1700 1100 1700 1700 774 432Volume to Capacity 001 018 000 012 005 000 041Queue Length (ft) 0 0 0 0 0 0 48Control Delay (s) 04 00 04 00 00 97 189Lane LOS A A A CApproach Delay (s) 02 01 97 189Approach LOS A C
Intersection SummaryAverage Delay 33Intersection Capacity Utilization 367 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 36: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/36.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 32 116 424 222 124 17 230 451 189 43 835 18Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 35 126 461 241 135 18 250 490 205 47 908 20Lane Group Flow (vph) 35 126 461 241 135 18 250 695 0 47 928 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 16 160 160 116 260 260 56 204 37 185Effective Green g (s) 31 175 175 131 275 275 71 219 52 200Actuated gC Ratio 004 024 024 018 037 037 010 030 007 027Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 74 840 376 315 1321 591 331 1444 125 1376vs Ratio Prot 002 004 c014 004 c007 014 003 c018vs Ratio Perm c029 001vc Ratio 047 015 123 077 010 003 076 048 038 067Uniform Delay d1 345 222 281 288 151 146 325 212 327 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 47 01 1232 106 00 00 94 03 19 13Delay (s) 392 223 1513 394 151 147 419 215 346 253Level of Service D C F D B B D C C CApproach Delay (s) 1188 299 269 257Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 464 HCM Level of Service DHCM Volume to Capacity ratio 087Actuated Cycle Length (s) 737 Sum of lost time (s) 160Intersection Capacity Utilization 699 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 37: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/37.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 17 214 4 4 169 58 9 138 8 46 79 14Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 18 233 4 4 184 63 10 150 9 50 86 15
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 255 251 168 151Volume Left (vph) 18 4 10 50Volume Right (vph) 4 63 9 15Hadj (s) 00 -01 00 00Departure Headway (s) 51 50 54 54Degree Utilization x 036 035 025 023Capacity (vehh) 663 681 615 605Control Delay (s) 110 106 102 100Approach Delay (s) 110 106 102 100Approach LOS B B B B
Intersection SummaryDelay 105HCM Level of Service BIntersection Capacity Utilization 452 ICU Level of Service A
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 38: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/38.jpg)
HCM Unsignalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0 0 0 0Volume (vehh) 35 695 1 2 597 108 0 0 7 97 0 28Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 38 755 1 2 649 117 0 0 8 105 0 30PedestriansLane Width (ft)Walking Speed (fts)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)vC conflicting volume 766 757 1191 1603 378 1115 1486 324vC1 stage 1 conf volvC2 stage 2 conf voltC single (s) 41 41 75 65 69 75 65 69tC 2 stage (s)tF (s) 22 22 35 40 33 35 40 33p0 queue free 95 100 100 100 99 32 100 95cM capacity (vehh) 843 850 131 100 619 155 118 671
Direction Lane EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 416 379 218 433 117 8 136Volume Left 38 0 2 0 0 0 105Volume Right 0 1 0 0 117 8 30cSH 843 1700 850 1700 1700 619 187Volume to Capacity 005 022 000 025 007 001 073Queue Length (ft) 4 0 0 0 0 1 116Control Delay (s) 14 00 01 00 00 109 631Lane LOS A A B FApproach Delay (s) 07 00 109 631Approach LOS B F
Intersection SummaryAverage Delay 54Intersection Capacity Utilization 517 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 39: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/39.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Existing PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5046Volume (vph) 74 241 397 174 248 60 422 1010 253 61 596 32Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 80 262 432 189 270 65 459 1098 275 66 648 35Lane Group Flow (vph) 80 262 432 189 270 65 459 1373 0 66 683 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 123 123 91 157 157 111 250 25 164Effective Green g (s) 72 138 138 106 172 172 126 265 40 179Actuated gC Ratio 010 019 019 015 024 024 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 180 689 308 265 859 384 610 1844 100 1274vs Ratio Prot 005 007 c011 c008 013 c028 004 c014vs Ratio Perm c027 004vc Ratio 044 038 140 071 031 017 075 074 066 054Uniform Delay d1 300 248 286 287 220 212 277 193 328 229Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 17 04 1996 88 02 02 52 17 151 04Delay (s) 317 252 2282 375 222 214 329 209 479 233Level of Service C C F D C C C C D CApproach Delay (s) 1392 276 239 255Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 477 HCM Level of Service DHCM Volume to Capacity ratio 089Actuated Cycle Length (s) 709 Sum of lost time (s) 160Intersection Capacity Utilization 621 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 40: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/40.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 125 8 7 71 19 2 36 2 55 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 136 9 8 77 21 2 39 2 60 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 149 105 43 211Volume Left (vph) 4 8 2 60Volume Right (vph) 9 21 2 4Hadj (s) 00 -01 00 01Departure Headway (s) 46 46 47 46Degree Utilization x 019 013 006 027Capacity (vehh) 733 734 710 741Control Delay (s) 87 83 80 93Approach Delay (s) 87 83 80 93Approach LOS A A A A
Intersection SummaryDelay 88HCM Level of Service AIntersection Capacity Utilization 329 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 41: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/41.jpg)
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1405Volume (vph) 7 438 0 4 300 80 0 0 1 145 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 476 0 4 326 87 0 0 1 158 1 24Lane Group Flow (vph) 0 484 0 0 330 87 0 1 0 0 183 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 106 106 106 161 161Effective Green g (s) 121 121 121 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1075 1076 508 752 656vs Ratio Prot 000vs Ratio Perm c014 010 005 c013vc Ratio 045 031 017 000 028Uniform Delay d1 102 96 92 54 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 94 54 64Level of Service B A A A AApproach Delay (s) 105 97 54 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 377 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 42: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/42.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4860 1770 5069Volume (vph) 33 121 441 231 129 18 239 469 197 45 869 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 132 479 251 140 20 260 510 214 49 945 21Lane Group Flow (vph) 36 132 479 251 140 20 260 724 0 49 966 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 211 35 190Effective Green g (s) 40 172 172 132 264 264 71 226 50 205Actuated gC Ratio 005 023 023 018 036 036 010 031 007 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 96 823 368 316 1263 565 329 1484 120 1404vs Ratio Prot 002 004 c014 004 c008 015 003 c019vs Ratio Perm c030 001vc Ratio 038 016 130 079 011 004 079 049 041 069Uniform Delay d1 338 226 284 291 159 155 327 210 331 239Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1543 129 00 00 122 03 23 14Delay (s) 362 227 1827 420 160 155 449 212 353 253Level of Service D C F D B B D C D CApproach Delay (s) 1419 318 275 258Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 517 HCM Level of Service DHCM Volume to Capacity ratio 091Actuated Cycle Length (s) 740 Sum of lost time (s) 160Intersection Capacity Utilization 723 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 43: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/43.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 223 4 4 176 60 9 144 8 48 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 242 4 4 191 65 10 157 9 52 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 266 261 175 158Volume Left (vph) 20 4 10 52Volume Right (vph) 4 65 9 16Hadj (s) 00 -01 00 00Departure Headway (s) 52 51 55 55Degree Utilization x 038 037 027 024Capacity (vehh) 654 669 596 595Control Delay (s) 114 109 104 103Approach Delay (s) 114 109 104 103Approach LOS B B B B
Intersection SummaryDelay 109HCM Level of Service BIntersection Capacity Utilization 472 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 44: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/44.jpg)
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1739Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1434Volume (vph) 36 723 1 2 621 112 0 0 7 101 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 786 1 2 675 122 0 0 8 110 0 32Lane Group Flow (vph) 0 826 0 0 677 122 0 8 0 0 142 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 148 148 148 160 160Effective Green g (s) 163 163 163 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1240 1315 617 674 600vs Ratio Prot 000vs Ratio Perm c026 020 008 c010vc Ratio 067 051 020 001 024Uniform Delay d1 105 97 84 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 86 71 80Level of Service B B A A AApproach Delay (s) 119 98 71 80Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 044Actuated Cycle Length (s) 418 Sum of lost time (s) 80Intersection Capacity Utilization 536 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 45: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/45.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4933 1770 5047Volume (vph) 77 251 413 181 258 62 439 1051 263 63 620 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 273 449 197 280 67 477 1142 286 68 674 36Lane Group Flow (vph) 84 273 449 197 280 67 477 1428 0 68 710 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 57 125 125 92 160 160 112 252 25 165Effective Green g (s) 72 140 140 107 175 175 127 267 40 180Actuated gC Ratio 010 020 020 015 025 025 018 037 006 025Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 694 310 265 867 388 611 1845 99 1272vs Ratio Prot 005 008 c011 c008 014 c029 004 c014vs Ratio Perm c028 004vc Ratio 047 039 145 074 032 017 078 077 069 056Uniform Delay d1 303 250 287 290 221 212 280 197 331 232Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2191 107 02 02 64 21 180 05Delay (s) 323 254 2478 398 223 215 344 218 511 238Level of Service C C F D C C C C D CApproach Delay (s) 1500 285 250 262Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 507 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 714 Sum of lost time (s) 160Intersection Capacity Utilization 640 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 46: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/46.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 253 8 7 196 31 2 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 275 9 8 213 34 2 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 288 254 54 241Volume Left (vph) 4 8 2 90Volume Right (vph) 9 34 10 4Hadj (s) 00 00 -01 01Departure Headway (s) 51 50 55 54Degree Utilization x 040 036 008 036Capacity (vehh) 677 675 568 622Control Delay (s) 114 108 90 114Approach Delay (s) 114 108 90 114Approach LOS B B A B
Intersection SummaryDelay 111HCM Level of Service BIntersection Capacity Utilization 425 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 47: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/47.jpg)
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1754Flt Permitted 095 095 100 100 077Satd Flow (perm) 3349 3351 1583 1611 1403Volume (vph) 7 431 0 4 292 94 0 0 1 148 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 102 0 0 1 161 1 24Lane Group Flow (vph) 0 476 0 0 321 102 0 1 0 0 186 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 657vs Ratio Prot 000vs Ratio Perm c014 010 006 c013vc Ratio 045 030 020 000 028Uniform Delay d1 102 96 93 53 61Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 02 00 02Delay (s) 105 98 95 53 64Level of Service B A A A AApproach Delay (s) 105 97 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 376 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 48: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/48.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4887 1770 5070Volume (vph) 33 124 441 229 140 18 243 562 197 42 947 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 479 249 152 20 264 611 214 46 1029 21Lane Group Flow (vph) 36 135 479 249 152 20 264 825 0 46 1050 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 157 157 117 249 249 56 221 28 193Effective Green g (s) 40 172 172 132 264 264 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 819 366 314 1257 562 328 1552 102 1419vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c030 001vc Ratio 038 016 131 079 012 004 080 053 045 074Uniform Delay d1 340 228 285 292 161 156 329 208 339 243Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1573 129 00 00 134 04 31 21Delay (s) 365 229 1859 421 162 157 463 212 370 264Level of Service D C F D B B D C D CApproach Delay (s) 1438 315 273 268Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 509 HCM Level of Service DHCM Volume to Capacity ratio 093Actuated Cycle Length (s) 743 Sum of lost time (s) 160Intersection Capacity Utilization 738 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 49: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/49.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 415 4 4 386 81 9 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 451 4 4 420 88 10 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 475 512 195 202Volume Left (vph) 20 4 10 97Volume Right (vph) 4 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 63 61 72 73Degree Utilization x 083 087 039 041Capacity (vehh) 558 573 445 445Control Delay (s) 329 375 148 153Approach Delay (s) 329 375 148 153Approach LOS D E B C
Intersection SummaryDelay 295HCM Level of Service DIntersection Capacity Utilization 671 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 50: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/50.jpg)
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1740Flt Permitted 090 095 100 100 079Satd Flow (perm) 3180 3371 1583 1611 1428Volume (vph) 36 717 1 2 616 136 0 0 7 107 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 148 0 0 8 116 0 32Lane Group Flow (vph) 0 819 0 0 672 148 0 8 0 0 148 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 599vs Ratio Prot 000vs Ratio Perm c026 020 009 c010vc Ratio 066 051 024 001 025Uniform Delay d1 105 97 86 71 78Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 02Delay (s) 119 101 88 71 81Level of Service B B A A AApproach Delay (s) 119 98 71 81Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 045Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 537 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 51: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/51.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 413 179 276 62 445 1227 263 61 795 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 449 195 300 67 484 1334 286 66 864 36Lane Group Flow (vph) 84 279 449 195 300 67 484 1620 0 66 900 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 126 126 92 160 160 113 263 26 176Effective Green g (s) 73 141 141 107 175 175 128 278 41 191Actuated gC Ratio 010 019 019 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 178 686 307 261 852 381 604 1893 100 1328vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c028 004vc Ratio 047 041 146 075 035 018 080 086 066 068Uniform Delay d1 309 256 293 297 229 219 287 206 336 240Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2253 111 03 02 75 40 151 14Delay (s) 329 260 2546 408 231 221 363 246 488 254Level of Service C C F D C C D C D CApproach Delay (s) 1531 291 273 270Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 505 HCM Level of Service DHCM Volume to Capacity ratio 098Actuated Cycle Length (s) 727 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 52: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/52.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 4 254 13 7 201 31 21 39 9 83 135 4Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 4 276 14 8 218 34 23 42 10 90 147 4
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 295 260 75 241Volume Left (vph) 4 8 23 90Volume Right (vph) 14 34 10 4Hadj (s) 00 00 00 01Departure Headway (s) 51 51 57 55Degree Utilization x 042 037 012 037Capacity (vehh) 664 662 556 612Control Delay (s) 118 111 94 116Approach Delay (s) 118 111 94 116Approach LOS B B A B
Intersection SummaryDelay 113HCM Level of Service BIntersection Capacity Utilization 429 ICU Level of Service A
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 53: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/53.jpg)
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 098Flt Protected 100 100 100 100 096Satd Flow (prot) 3536 3537 1583 1611 1755Flt Permitted 095 095 100 100 076Satd Flow (perm) 3349 3351 1583 1611 1400Volume (vph) 7 431 0 4 292 113 0 0 1 153 1 22Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 8 468 0 4 317 123 0 0 1 166 1 24Lane Group Flow (vph) 0 476 0 0 321 123 0 1 0 0 191 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 105 105 105 161 161Effective Green g (s) 120 120 120 176 176Actuated gC Ratio 032 032 032 047 047Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1069 1069 505 754 655vs Ratio Prot 000vs Ratio Perm c014 010 008 c014vc Ratio 045 030 024 000 029Uniform Delay d1 102 96 94 53 62Progression Factor 100 100 100 100 100Incremental Delay d2 03 02 03 00 02Delay (s) 105 98 97 53 64Level of Service B A A A AApproach Delay (s) 105 98 53 64Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 95 HCM Level of Service AHCM Volume to Capacity ratio 035Actuated Cycle Length (s) 376 Sum of lost time (s) 80Intersection Capacity Utilization 379 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 54: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/54.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening + Other + Project AM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 096 100 100Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4888 1770 5070Volume (vph) 33 124 446 229 140 18 262 566 197 42 948 19Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 36 135 485 249 152 20 285 615 214 46 1030 21Lane Group Flow (vph) 36 135 485 249 152 20 285 829 0 46 1051 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 25 160 160 117 252 252 56 221 28 193Effective Green g (s) 40 175 175 132 267 267 71 236 43 208Actuated gC Ratio 005 023 023 018 036 036 010 032 006 028Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 95 830 371 313 1267 567 327 1546 102 1414vs Ratio Prot 002 004 c014 004 c008 017 003 c021vs Ratio Perm c031 001vc Ratio 038 016 131 080 012 004 087 054 045 074Uniform Delay d1 341 227 285 294 161 156 333 210 340 245Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 25 01 1565 131 00 00 215 04 31 22Delay (s) 366 228 1851 425 161 156 548 214 372 266Level of Service D C F D B B D C D CApproach Delay (s) 1435 317 299 271Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 519 HCM Level of Service DHCM Volume to Capacity ratio 094Actuated Cycle Length (s) 746 Sum of lost time (s) 160Intersection Capacity Utilization 742 ICU Level of Service Cc Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 55: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/55.jpg)
HCM Unsignalized Intersection Capacity Analysis1 San Bernardino Ave amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vehh) 18 420 23 4 388 81 15 150 20 89 82 15Peak Hour Factor 092 092 092 092 092 092 092 092 092 092 092 092Hourly flow rate (vehh) 20 457 25 4 422 88 16 163 22 97 89 16
Direction Lane EB 1 WB 1 NB 1 SB 1Volume Total (vph) 501 514 201 202Volume Left (vph) 20 4 16 97Volume Right (vph) 25 88 22 16Hadj (s) 00 -01 00 01Departure Headway (s) 64 63 74 75Degree Utilization x 088 089 041 042Capacity (vehh) 557 565 443 441Control Delay (s) 400 411 155 158Approach Delay (s) 400 411 155 158Approach LOS E E C C
Intersection SummaryDelay 335HCM Level of Service DIntersection Capacity Utilization 697 ICU Level of Service B
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
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![Page 56: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/56.jpg)
HCM Signalized Intersection Capacity Analysis2 Valley Blvd amp Willow Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40Lane Util Factor 095 095 100 100 100Frt 100 100 085 086 097Flt Protected 100 100 100 100 096Satd Flow (prot) 3530 3539 1583 1611 1744Flt Permitted 090 095 100 100 078Satd Flow (perm) 3180 3371 1583 1611 1408Volume (vph) 36 717 1 2 616 142 0 0 7 126 0 29Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 39 779 1 2 670 154 0 0 8 137 0 32Lane Group Flow (vph) 0 819 0 0 672 154 0 8 0 0 169 0Turn Type Perm Perm Perm Prot ProtProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 8Actuated Green G (s) 147 147 147 160 160Effective Green g (s) 162 162 162 175 175Actuated gC Ratio 039 039 039 042 042Clearance Time (s) 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30Lane Grp Cap (vph) 1235 1310 615 676 591vs Ratio Prot 000vs Ratio Perm c026 020 010 c012vc Ratio 066 051 025 001 029Uniform Delay d1 105 97 86 71 80Progression Factor 100 100 100 100 100Incremental Delay d2 14 03 02 00 03Delay (s) 119 101 89 71 82Level of Service B B A A AApproach Delay (s) 119 98 71 82Approach LOS B A A A
Intersection SummaryHCM Average Control Delay 106 HCM Level of Service BHCM Volume to Capacity ratio 047Actuated Cycle Length (s) 417 Sum of lost time (s) 80Intersection Capacity Utilization 549 ICU Level of Service Ac Critical Lane Group
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 57: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/57.jpg)
HCM Signalized Intersection Capacity Analysis3 Valley Blvd amp Riverside Ave Opening Year + Other + Project PM Peak
LINCONDIA1-ST51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 40 40 40 40 40 40 40 40 40 40Lane Util Factor 100 095 100 100 095 100 097 091 100 091Frt 100 100 085 100 100 085 100 097 100 099Flt Protected 095 100 100 095 100 100 095 100 095 100Satd Flow (prot) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Flt Permitted 095 100 100 095 100 100 095 100 095 100Satd Flow (perm) 1770 3539 1583 1770 3539 1583 3433 4951 1770 5055Volume (vph) 77 257 432 179 276 62 451 1228 263 62 799 33Peak-hour factor PHF 092 092 092 092 092 092 092 092 092 092 092 092Adj Flow (vph) 84 279 470 195 300 67 490 1335 286 67 868 36Lane Group Flow (vph) 84 279 470 195 300 67 490 1621 0 67 904 0Turn Type Prot Perm Prot Perm Prot ProtProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8Actuated Green G (s) 58 128 128 92 162 162 113 264 26 177Effective Green g (s) 73 143 143 107 177 177 128 279 41 192Actuated gC Ratio 010 020 020 015 024 024 018 038 006 026Clearance Time (s) 55 55 55 55 55 55 55 55 55 55Vehicle Extension (s) 30 30 30 30 30 30 30 30 30 30Lane Grp Cap (vph) 177 693 310 259 858 384 602 1892 99 1330vs Ratio Prot 005 008 c011 c008 014 c033 004 c018vs Ratio Perm c030 004vc Ratio 047 040 152 075 035 017 081 086 068 068Uniform Delay d1 310 256 294 299 229 219 290 207 338 241Progression Factor 100 100 100 100 100 100 100 100 100 100Incremental Delay d2 20 04 2482 117 02 02 83 41 168 14Delay (s) 330 260 2776 416 231 221 372 248 506 255Level of Service C C F D C C D C D CApproach Delay (s) 1687 294 277 273Approach LOS F C C C
Intersection SummaryHCM Average Control Delay 540 HCM Level of Service DHCM Volume to Capacity ratio 100Actuated Cycle Length (s) 730 Sum of lost time (s) 160Intersection Capacity Utilization 677 ICU Level of Service Bc Critical Lane Group
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 58: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/58.jpg)
K2 Traffic Engineering Inc
APPENDIX C
APPROVED SCOPE OF STUDY
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-
![Page 59: Gene R. Klatt · Gene R. Klatt Consultant Engineer – Contract Staff City of Rialto gklatt@rialtoca.gov From: Kay Hsu, PE, TE [mailto:khsu@k2traffic.com] Sent: Tuesday, July 25,](https://reader034.vdocument.in/reader034/viewer/2022050517/5fa0dcec33bf492ad167e682/html5/thumbnails/59.jpg)
- e-mail to Kay on revised TIA 8-2-17pdf
- Review Comments on TIA 7-24-17pdf
- Urban Crossroads projections for 2013pdf
- FINAL TIA 8-2-17pdf
-