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PARISH OF ASCENSION OFFICE OF PLANNING AND DEVELOPMENT
PLANNING DEPARTMENT
Planning Commission May 13, 2015 - 6:00 PM
Courthouse East, 2nd Floor, Council Meeting Room Gonzales, Louisiana
AGENDA
1. Call to Order
2. Roll Call of Members
3. Pledge of Allegiance
4. Introduction of Staff
5. Chairman's Comments
6. General Business
7. Minutes
(A) Approval or Denial of the Minutes of the April 8, 2 015 Planning Commission Meeting
(B) Approval or Denial of the Minutes of the April 8, 2 015 Joint Planning and Zoning Commission Meeting
8. Consent Agenda
(A) Affidavit of Mortgage Declaration Tom C. Williams Jr. and Wendy B. Williams Property - Lot 2 This item was pulled from the agenda prior to meeting. Letter of Objection was received from the lending agency.
(B) Affidavit of Mortgage Declaration Morgan Tract (Mark Hebert Property)
(C) Affidavit of Mortgage Declaration She-Lee Place - Lot 53 (Lowell D. Ford)
(D) Affidavit of Mortgage Declaration W. R. Christy Property - Lot 2-B-2-A (Troy M Johnson) This item was pulled from the agenda prior to meeting. Letter was received from lending agency.
(E) Affidavit of Mortgage Declaration William and Charlotte Stafford Property - Lot 10-A-2
(F) Affidavit of Mortgage Declaration Jimmie Hebert Property - Lot A-1-B (Robert and Lynette Starkey); Lot A-2 & A-1-A-1 (Steve Hebert); Lot A-5 (Dwayne D Hebert)
9. Public Hearing to Approve or Deny the Following F amily Partition:
(A) Gary J and Monica S Boudreaux Property - Lots B -1-A-1 & B-1-A-2 BEI Surveying, LLC (Council District 6)
(B) Ranette Braud Property - Lots X -1 & X-2 Earles and Associates, LLC (Council District 9)
(C) Lewis E Roussel, Jr Property - Lots Z -1, Z-2 & Z-3 Earles and Associates, LLC (Council District 8)
(D) Gloria D Hidalgo Property - Lots Z, 3 -4-A, 3-4-B & 3-4-C W. J. Cointment Surveyors (Council District 11) This item was pulled from the agenda prior to meeting by the surveyor.
(E) Mary H Delatte Property - Lots 6 -C & 6-D W. J. Cointment Surveyors (Council District 2)
10. Public Hearing to Approve or Deny the Following Preliminary Plats:
(A) Pelican Crossing - 4th, 5th and 6th Phases Quality Engineering & Surveying, LLC (Council District 2)
11. Staff Report
12. Engineering Staff Report
13. Adjourn
Description: Approval or Denial of the Minutes of the April 8, 2015 Planning Commission Meeting
ATTACHMENTS:Name: Description:
Apr_8_2015_PC_Minutes.pdf April 8 2015 Planning Commission Minutes
Description: Approval or Denial of the Minutes of the April 8, 2015 Joint Planning and Zoning Commission Meeting
ATTACHMENTS:Name: Description:
Apr_8_2015_Jnt_P_Z_Minutes.pdf Apr 8 2015 Jnt Planning and Zoning Comm Minutes
Description: Affidavit of Mortgage Declaration Tom C. Williams Jr. and Wendy B. Williams Property - Lot 2 This item was pulled from the agenda prior to meeting. Letter of Objection was received from the lending agency.
ATTACHMENTS:Name: Description:
No Attachments Available
Description: Affidavit of Mortgage Declaration Morgan Tract (Mark Hebert Property)
ATTACHMENTS:Name: Description:
Morgan_Tract.pdf Morgan Tract (Mark Hebert)
Description: Affidavit of Mortgage Declaration She-Lee Place - Lot 53 (Lowell D. Ford)
ATTACHMENTS:Name: Description:
She-Lee_Place_Lot_53.pdf She-Lee Place Lot 53 (Lowell Ford)
Description: Affidavit of Mortgage Declaration W. R. Christy Property - Lot 2-B-2-A (Troy M Johnson) This item was pulled from the agenda prior to meeting. Letter was received from lending agency.
ATTACHMENTS:Name: Description:
No Attachments Available
Description: Affidavit of Mortgage Declaration William and Charlotte Stafford Property - Lot 10-A-2
ATTACHMENTS:Name: Description:
William_Stafford.pdf William and Charlotte Stafford
Description: Affidavit of Mortgage Declaration Jimmie Hebert Property - Lot A-1-B (Robert and Lynette Starkey); Lot A-2 & A-1-A-1 (Steve Hebert); Lot A-5 (Dwayne D Hebert)
ATTACHMENTS:Name: Description:
Jimmie_Hebert.pdf Jimmie Hebert Property
Description: Gary J and Monica S Boudreaux Property - Lots B-1-A-1 & B-1-A-2 BEI Surveying, LLC (Council District 6)
ATTACHMENTS:Name: Description:
Gary_and_Monica_Boudreaux.pdf Gary and Monica Boudreaux
Description: Ranette Braud Property - Lots X-1 & X-2 Earles and Associates, LLC (Council District 9)
ATTACHMENTS:Name: Description:
Ranette_Braud.pdf Ranette Braud
Description: Lewis E Roussel, Jr Property - Lots Z-1, Z-2 & Z-3 Earles and Associates, LLC (Council District 8)
ATTACHMENTS:Name: Description:
Lewis_Roussel_Jr.pdf Louis Roussel Jr
Description: Gloria D Hidalgo Property - Lots Z, 3-4-A, 3-4-B & 3-4-C W. J. Cointment Surveyors (Council District 11) This item was pulled from the agenda prior to meeting by the surveyor.
ATTACHMENTS:Name: Description:
No Attachments Available
Description: Mary H Delatte Property - Lots 6-C & 6-D W. J. Cointment Surveyors (Council District 2)
ATTACHMENTS:Name: Description:
Mary_H_Delatte.pdf Mary H Delatte
Description: Pelican Crossing - 4th, 5th and 6th Phases Quality Engineering & Surveying, LLC (Council District 2)
ATTACHMENTS:Name: Description:
Pelican_Crossing_4th,_5th___6th_Phases.pdf Pelican Crossing 4th, 5th & 6th Phases PRELIM
Pelican_Crossing_TIS_11-5-14.pdf Pelican Crossing 4th, 5th, 6th Phases TIS
Traffic Impact Study
Pelican Crossing Subdivision Ascension Parish
Prepared for:
Quality Engineering & Surveying, LLC 18350 Hwy 42
Port Vincent, LA 70726
November 5, 2014
Neel-Schaffer, Inc. Neel-Schaffer, Inc. Neel-Schaffer, Inc. Neel-Schaffer, Inc.
12021 Bricksome Avenue 314 Audubon Boulevard 3 Sanctuary Blvd 6425 Youree Drive
Baton Rouge, LA 70816 Lafayette, LA 70503 Mandeville, LA 70471 Shreveport, LA 71105
Traffic Impact Study:
Pelican Crossing Subdivision Ascension Parish
Prepared for:
Quality Engineering & Surveying, LLC 18350 Hwy 42
Port Vincent, LA 70726
Conducted by:
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
Table of Contents
Executive Summary ........................................................................................................................ 1
I Introduction ............................................................................................................................. 1
II Existing Conditions and Traffic Volumes ............................................................................... 4
III Future Conditions .................................................................................................................... 6
IV Analyses .................................................................................................................................. 9
V Conclusions and Recommendations ...................................................................................... 12
Appendix ....................................................................................................................................... 13
24-Hour Tube Counts
Turning Movement Counts
Trip Generation
Turn Lane Warrant Analysis
Intersection Analysis
List of Figures
Figure 1: Vicinity Map.................................................................................................................... 2
Figure 2: Site Plan ........................................................................................................................... 3
Figure 3: Existing Peak Hour Volumes .......................................................................................... 5
Figure 4: Trip Generation Volumes ................................................................................................ 7
Figure 5: Future Build Peak Hour Volumes ................................................................................... 8
List of Tables
Table 1: Trip Generation ................................................................................................................. 6
Table 2: Crash Data ........................................................................................................................ 9
Table 3: Intersection of LA 44 at Pelican Point Parkway ............................................................. 10
Table 4: Intersection of LA 44 at Pelican Crossing Drive ............................................................ 10
Table 5: Intersection of LA 44 at Pelican Crossing Drive – Recommended Geometry ............... 11
Table 6: Intersection of LA 44 at LA 941 / Loosemoore Road .................................................... 11
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx
Baton Rouge, LA. November 5, 2014
Executive Summary
The proposed Pelican Crossing Subdivision (4th, 5th and 6th Filings) will include 365 Single Family
Detached Housing lots and will be located on the east side of LA 44 in Ascension Parish,
Louisiana. The proposed subdivision will directly access LA 44 via Pelican Crossing Drive.
As per the National Cooperative Highway Research Program (NCHRP) Report Number 457
entitled “Evaluating Intersection Improvements”, the intersection of LA 44 at Pelican Crossing
Drive warrants an exclusive right turn lane for the northbound approach on LA 44. As per
LADOTD’s “Traffic Impact Policy for New Access Requests”, for a speed limit of 45 mph the
northbound right turn lane requires 155 feet of deceleration length in addition to a 165 feet taper
length. Upon completion of the development, the westbound approach of this intersection is
anticipated to experience a minor increase in delays during the AM and PM peaks. It is
recommended that an exclusive right turn lane on the westbound approach of Pelican Crossing
Drive be considered. The analysis indicate that with this recommended geometry, the intersection
is anticipated to operate at an acceptable Levels of Service (LOS) during the AM and PM peaks.
However, it should be noted that the proposed development is anticipated to be constructed in three
phases. The exclusive right turn lanes on the LA 44 and Pelican Crossing Drive are not required
for the Pelican Crossing Subdivision 4th filling. The recommended right turn lanes should be
constructed along with the Pelican Crossing Subdivision 5th / 6th filings.
In addition, this development will not have a significant impact on LOS at the intersection of LA
44 at Pelican Point Parkway.
The intersection capacity analysis indicates that the intersection of LA 44 at LA 941 / Loosemoore
Road experiences delays for the eastbound and westbound approaches on LA 941 for both existing
and build conditions during the AM and PM peaks. However, this is a low volume approach and
it doesn’t meet the requirements for the additional intersection traffic control. Therefore no
roadway improvements are recommended at this time for this location.
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
1
I Introduction
This study is in reference to the proposed Pelican Crossing Subdivision (4th, 5th and 6th Filings)
which is to be located on the east side of LA 44 in Ascension Parish, Louisiana. A vicinity map
of the development is shown in Figure 1.
The proposed development will consist of 365 single-family homes to be constructed in three
phases. The proposed development will directly access LA 44 via Pelican Crossing Drive. A site
plan is shown in Figure 2.
The purpose of this study is to evaluate the impact of the development at the intersections of LA
44 at Pelican Point Parkway, LA 44 at Pelican Crossing Drive and LA 44 at LA 941 / Loosemoore.
Methodology
The analyses performed include the following elements:
Determined existing traffic counts at relevant intersections to the study area from counts
performed by NSI
Determined future generated trips using the ITE Trip Generation Handbook, 9th edition.
Distributed generated trips onto adjacent roadway and intersections for both AM and PM
peak periods.
Determined the capacity and Levels of Service (LOS) of unsignalized intersections using
the “HCM Unsignalized” module of the Synchro Software (Version 8).
Determined the capacity and Levels of Service (LOS) of signalized intersection using the
“HCM Signalized” module of the Synchro Software (Version 8).
Performed Right Turn Lane Warrants Analyses using Figure 2-6 of the National
Cooperative Highway Research Program (NCHRP) Report 457 “Evaluating Intersection
Improvements: An Engineering Study Guide”.
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
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II Existing Conditions and Traffic Volumes
LA 44 in the vicinity of the development is a two (2) lane roadway with a posted speed limit of 45
miles per hour (mph). A twenty-four (24) hour count on LA 44 north of Pelican Crossing Drive
indicates that LA 44 currently accommodates approximately 16,500 vehicles per day. These
counts are provided in the Appendix (Section: 24-Hr Tube Counts).
The intersection of LA 44 at Pelican Point Parkway is a three (3) legged signalized intersection
that operates as a volume density intersection. The left turn phase for the northbound approach on
LA 44 consists of protected/permitted operations. The northbound approach consists of one (1)
exclusive left turn lane and one (1) through lane. The southbound approach consists of one (1)
exclusive right turn lane and one (1) through lane. The eastbound approach on Pelican Point
Parkway consists of one (1) shared left / right turn lane.
The intersection of LA 44 at Pelican Crossing Drive is a three (3) legged unsignalized intersection
with stop control for the westbound approach on Pelican Crossing Drive. The westbound approach
consists of one (1) shared left / right turn lane. The northbound approach on LA 44 consists of
one (1) shared through/right lane. The southbound approach consists of one (1) exclusive left turn
lane and one (1) through lane.
The intersection of LA 44 at LA 941 / Loosemoore Road is a four (4) legged unsignalized
intersection with a stop control for the eastbound approach on Loosemoore Road and westbound
approach on LA 941. All approaches of this intersection consists of one (1) shared
left/through/right lane.
The turning movement counts at the intersection of LA 44 and Pelican Crossing Drive were
collected by NSI personnel on Wednesday October 1, 2014. The turning movement counts for the
intersections of LA 44 and Pelican Point Parkway and LA 44 and LA 941 / Loosemoore Road
were provided by Urban System, Inc. These counts were collected on Tuesday December 18,
2012. For this project, the through movement counts along LA 44 at the intersections of LA 44 at
Pelican Point Parkway and LA 44 at LA 941 / Loosemoore Road were obtained from the
intersection counts at the intersection of LA 44 at Pelican Crossing Drive. The volumes are shown
in Figure 3 and are also provided in the Appendix (Section: Turning Movement Counts).
PELICAN CROSSINGS SUBDIVISION TIS
FIGURE 3: EXISTING PEAK HOUR VOLUMES
12 (63)
689 (738)
12 (44)
18 (10)
0 (1)
29 (43)
(39) 24
(733) 580
(16) 1
(10) 10
(3) 4
(24) 26
LA 941
PELICAN POINT PKWY
AM (PM)
ASCENSION PARISH
LA
44
LA
44
PELICAN CROSSING DR
10 (60)
707 (698)
2 (5)
66 (36)
(752) 539
683 (602)
(668) 418
26 (101)
(29) 12
(20) 15
(95) 126
(11) 5
*
*
*
*
* THROUGH MOVEMENT COUNTS OBTAINED FROM PELICAN CROSSING DR INTERSECTION COUNTS
PAGE 5
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
6
III Future Conditions
Additional traffic generated by this development was determined using the Institute of
Transportation Engineers (ITE) Trip Generation Manual, 9th edition. The additional traffic
generated was determined using the land use for 365 Single Family Detached Housing dwelling
units. A summary of the AM and PM peak generated trips is shown in Table 1.
Table 1: Trip Generation
Land Use AM Peak
Entering
AM Peak
Exiting
PM Peak
Entering
PM Peak
Exiting
Single Family Detached
Housing 66 199 212 125
These generated traffic volumes were distributed onto LA 44 based on existing traffic patterns.
The AM and PM peak distribution of the generated volumes are shown in Figure 4.
By adding the generated traffic from the proposed development to the existing traffic volumes on
LA 44, existing plus generated turning volumes were estimated. These existing and generated
turning movement counts are shown in Figure 5.
10%
FIGURE 4: TRIP GENERATION VOLUMES
AM (PM)
ASCENSION PARISH
90%
PELICAN CROSSINGS SUBDIVISION TIS
59 (191)
(113) 179
LA 941
PELICAN POINT PKWY
LA
44
LA
44
PELICAN CROSSING DR
59 (191)
20 (12)
179 (113)
20 (12)
(21) 7
(21) 7
PAGE 7
FIGURE 5: FUTURE PEAK HOUR VOLUMES
AM (PM)
ASCENSION PARISH
PELICAN CROSSINGS SUBDIVISION TIS
12 (63)
748 (929)
12 (44)
18 (10)
0 (1)
29 (43)
(39) 24
(846) 759
(16) 1
(10) 10
(3) 4
(24) 26
LA 941
PELICAN POINT PKWY
LA
44
LA
44
PELICAN CROSSING DR
69 (251)
707 (698)
22 (17)
245 (149)
(752) 539
703 (614)
(689) 425
26 (101)
(29) 12
(20) 15
(95) 126
(32) 12
PAGE 8
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
9
IV Analyses
Turn Lane Analysis
By using existing plus generated traffic volumes for the development, right turn-lane warrant
analyses were performed for the intersection of LA 44 at Pelican Crossing Drive. The turn-lane
warrant analyses were performed using National Cooperative Highway Research Program
(NCHRP) Report Number 457 entitled “Evaluating Intersection Improvements”. The analyses
indicated that the generated volume warrants an exclusive right turn lane for the northbound
approach on LA 44. As per LADOTD’s “Traffic Impact Policy for New Access Requests”, the
desirable deceleration length for a right turn lane on a roadway with a posted speed of 45 mph is
155’ in addition to a 165’ taper length. Detailed turn-lane analyses for the generated volumes are
provided in the Appendix (Section: Turn Lane Warrant Analysis).
Crash Analyses
The historic crash data on LA 44 within 1000 feet from of Pelican Crossing Drive was obtained
from LADOTD. The summary of the three (3) years crash data is shown in Table 2 and the details
are provided in the Appendix (Section: Crash Data). An average of four (4) crash per year was
observed at this location. Majority of crashes at this intersection were observed to be rear-end
collisions.
Table 2: Crash Data
Type of
Crash
Year
2011 2012 2013
Rear End 3 0 3
Right Angle 0 0 1
Other 2 2 0
Total 5 2 4
CONFIDENTIAL INFORMATION - This document and the information contained herein is prepared solely for the
purpose of identifying, evaluating and planning safety improvements on public roads which may be implemented
utilizing federal aid highway funds; and is therefore exempt from discovery or admission into evidence pursuant to
23 U.S.C. 409.
Signalized Intersection Analysis
By using traffic volumes for existing and full build out of the development, signalized intersection
analyses were performed for the intersection of LA 44 at Pelican Point Parkway during the AM
and PM peaks. The signalized intersection analyses were performed using the “HCM 2000
Signalized” module of the Synchro Software (Version 8).
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
10
LA 44 at Pelican Point Parkway
The LOS analyses for this intersection during the AM and PM peaks upon completion of the
development are presented in Table 3. These analyses are presented in the Appendix (Section:
Intersection Analysis).
Table 3: Intersection of LA 44 at Pelican Point Parkway
Hour Scenario NB
LOS / Delay
SB
LOS / Delay
WB
LOS / Delay
Overall LOS / Delay
AM Peak Existing A / 4.7 B / 14.0 C / 28.2 B / 12.5
Build A / 4.7 B / 14.3 C / 29.9 B / 12.8
PM Peak Existing A / 5.2 B / 10.2 C / 32.3 A / 9.6
Build A / 5.3 B / 10.4 C / 33.4 A / 9.8
Delay – seconds/vehicle
These analyses indicate that this development will not have a significant impact on this intersection
during the AM and PM peaks.
Unsignalized Intersection Analysis
By using traffic volumes for existing and full build out of the development, unsignalized
intersection analyses were performed for the intersections of LA 44 at Pelican Crossing Drive and
LA 44 at LA 941 / Loosemoore Road during the AM and PM peaks. The unsignalized intersection
analyses were performed using the “HCM 2000 unsignalized” module of the Synchro Software
(Version 8).
LA 44 at Pelican Crossing Drive
The intersection of LA 44 at Pelican Crossing Drive was analyzed as an unsignalized three (3)
legged intersection with stop control for the westbound approach on Pelican Crossing Drive. The
westbound approach consists of one (1) shared left / right turn lane. The northbound approach on
LA 44 consists of one (1) through land and one (1) exclusive right lane. The southbound approach
consists of one (1) exclusive left turn lane and one (1) through lane.
The LOS analyses for this intersection during the AM and PM peaks upon completion of the
development are presented in Table 4. These analyses are presented in the Appendix (Section:
Intersection Analysis).
Table 4: Intersection of LA 44 at Pelican Crossing Drive
Hour Scenario SBL
LOS / Delay
WB
LOS / Delay
AM Peak Existing A / 8.7 B / 12.9
Build A / 9.0 C / 20.8
PM Peak Existing B / 10.2 C / 15.9
Build B / 12.6 D / 26.2
Delay – seconds/vehicle
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
11
These analyses indicate that for both AM and PM peaks, this development will have minor impacts
on the westbound approach for this intersection on Pelican Crossing Drive. It is recommend that
an exclusive right turn lane for the westbound approach be considered.
The LOS analyses for the recommended intersection geometry during the AM and PM peaks are
presented in Table 5. These analyses are presented in the Appendix (Section: Intersection
Analysis).
Table 5: Intersection of LA 44 at Pelican Crossing Drive – Recommended Geometry
Hour Scenario SBL
LOS / Delay
WB
LOS / Delay
AM Peak Build A / 9.0 C / 17.9
PM Peak Build B / 12.6 C / 21.1
Delay – seconds/vehicle
These analyses indicate that with the recommended turn lanes, the intersection will operate at an
acceptable LOS during the AM and PM peaks. It should be noted that the proposed development
is anticipated to be constructed in three (3) phases. The exclusive right turn lanes on the LA 44
and Pelican Crossing Drive are not required for the Pelican Crossing Subdivision 4th filling. The
recommended right turn lanes should be constructed along with the Pelican Crossing Subdivision
5th / 6th filings.
LA 44 at LA 941 / Loosemoore Road
The LOS analyses for the recommended intersection geometry during the AM and PM peaks are
presented in Table 6. These analyses are presented in the Appendix (Section: Intersection
Analysis).
Table 6: Intersection of LA 44 at LA 941 / Loosemoore Road
Hour Scenario WB
LOS / Delay
WB
LOS / Delay
NB
LOS / Delay
SB
LOS / Delay
AM Peak Existing E / 44.6 D / 27.6 A / 0.0 A / 0.4
Build F / 78.3 E / 43.2 A / 0.0 A / 0.4
PM Peak Existing F / 115.5 D / 34.2 A / 0.6 A / 2.2
Build F / 301.3 F / 62.1 A / 0.7 A / 2.8
Delay – seconds/vehicle
These analyses indicate that during the AM and PM peaks the eastbound and westbound
approaches on LA 941 experiences delays for both existing and future conditions. However, this
is a low volume approach and it doesn’t meet the requirements for the additional intersection traffic
control. Therefore no roadway improvements are recommended at this time for this location.
Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014
12
V Conclusions and Recommendations
As per the National Cooperative Highway Research Program (NCHRP) Report Number 457
entitled “Evaluating Intersection Improvements”, the intersection of LA 44 at Pelican Crossing
Drive warrants an exclusive right turn lane for the northbound approach on LA 44. As per
LADOTD’s “Traffic Impact Policy for New Access Requests”, for a speed limit of 45 mph the
northbound right turn lane requires 155 feet of deceleration length in addition to a 165 feet taper
length. Upon completion of the development, the westbound approach of this intersection is
anticipated to experience a minor increase in delays during the AM and PM peaks. It is
recommended that an exclusive right turn lane on the westbound approach of Pelican Crossing
Drive be considered. The analysis indicate that with this recommended geometry, the intersection
is anticipated to operate at an acceptable Levels of Service (LOS) during the AM and PM peaks.
However, it should be noted that the proposed development is anticipated to be constructed in three
phases. The exclusive right turn lanes on the LA 44 and Pelican Crossing Drive are not required
for the Pelican Crossing Subdivision 4th filling. The recommended right turn lanes should be
constructed along with the Pelican Crossing Subdivision 5th / 6th filings.
In addition, this development will not have a significant impact on LOS at the intersection of LA
44 at Pelican Point Parkway.
The intersection capacity analysis indicates that the intersection of LA 44 at LA 941 / Loosemoore
Road experiences delays for the eastbound and westbound approaches on LA 941 for both existing
and build conditions during the AM and PM peaks. However, this is a low volume approach and
it doesn’t meet the requirements for the additional intersection traffic control. Therefore no
roadway improvements are recommended at this time for this location.
APPENDIX
24-Hour Tube Counts
Page 1
Site Code: 12242
Station ID: LA 44, North of Pelican Crossing Dr
Latitude: 0' 0.0000 Undefined
Neel-Schaffer, Inc.12021 Bricksome Ave, Baton Rouge, LA 70816
Start 01-Oct-14 Northbound Hour Totals Southbound Hour Totals Combined TotalsTime Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon
12:00 8 105 7 10712:15 7 99 8 11712:30 10 94 6 9612:45 4 98 29 396 9 112 30 432 59 82801:00 2 93 10 10901:15 13 77 5 10901:30 0 87 5 7801:45 4 92 19 349 7 103 27 399 46 74802:00 0 96 3 10502:15 2 91 4 9402:30 2 96 2 10602:45 7 95 11 378 8 119 17 424 28 80203:00 2 129 6 14303:15 7 122 5 11803:30 14 121 19 13603:45 15 143 38 515 27 160 57 557 95 107204:00 19 146 23 14704:15 39 184 33 16604:30 26 197 36 15204:45 36 247 120 774 86 166 178 631 298 140505:00 48 193 102 19205:15 32 173 189 21805:30 58 157 250 19605:45 69 206 207 729 235 170 776 776 983 150506:00 82 171 230 18006:15 103 124 223 14106:30 133 106 216 14206:45 158 98 476 499 155 120 824 583 1300 108207:00 213 73 127 12407:15 192 90 110 12507:30 137 65 119 13507:45 127 43 669 271 118 118 474 502 1143 77308:00 133 49 107 10008:15 118 40 77 8308:30 89 48 88 7808:45 91 66 431 203 94 78 366 339 797 54209:00 74 51 84 5609:15 72 48 68 6109:30 109 25 93 5109:45 105 24 360 148 84 41 329 209 689 35710:00 90 22 97 4610:15 90 12 83 3410:30 119 11 77 3010:45 111 11 410 56 96 28 353 138 763 19411:00 116 8 93 2011:15 119 5 109 1011:30 119 11 96 1311:45 103 8 457 32 97 19 395 62 852 94Total 3227 4350 3826 5052 7053 9402
Percent 42.6% 57.4% 43.1% 56.9% 42.9% 57.1%Total 3227 4350 3826 5052 7053 9402
Percent 42.6% 57.4% 43.1% 56.9% 42.9% 57.1%
ADT ADT 16,455 AADT 16,455
Turning Movement Counts
File Name : Pelican CrossingSite Code : 00000000Start Date : 10/1/2014Page No : 1
Groups Printed- Unshifted - Bank 1LA 44
SouthboundPELICAN CROSSING DR
WestboundLA 44
NorthboundPELICAN CROSSING DR
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
05:15 AM 2 185 0 187 4 0 3 7 0 33 0 33 0 0 0 0 22705:30 AM 0 245 0 245 0 0 7 7 0 49 0 49 0 0 0 0 30105:45 AM 0 231 0 231 1 0 6 7 0 58 3 61 0 0 0 0 299
Total 2 661 0 663 5 0 16 21 0 140 3 143 0 0 0 0 827
06:00 AM 2 232 0 234 3 0 6 9 0 79 0 79 0 0 0 0 32206:15 AM 0 219 0 219 0 0 8 8 0 95 1 96 0 0 0 0 32306:30 AM 0 216 0 216 2 0 23 25 0 109 2 111 0 0 0 0 35206:45 AM 3 157 0 160 0 0 17 17 0 139 0 139 0 0 0 0 316
Total 5 824 0 829 5 0 54 59 0 422 3 425 0 0 0 0 1313
07:00 AM 7 115 0 122 0 0 18 18 0 196 2 198 0 0 0 0 33807:15 AM 5 106 0 111 5 0 20 25 0 163 0 163 0 0 0 0 29907:30 AM 4 106 0 110 0 0 12 12 0 124 3 127 0 0 0 0 24907:45 AM 4 113 0 117 2 0 11 13 0 117 5 122 0 0 0 0 252
Total 20 440 0 460 7 0 61 68 0 600 10 610 0 0 0 0 1138
08:00 AM 6 99 0 105 3 0 13 16 0 114 1 115 0 0 0 0 236*** BREAK ***
Total 6 99 0 105 3 0 13 16 0 114 1 115 0 0 0 0 236
*** BREAK ***
03:00 PM 8 128 0 136 2 0 7 9 0 127 3 130 0 0 0 0 27503:15 PM 5 112 0 117 1 0 5 6 0 115 2 117 0 0 0 0 24003:30 PM 9 126 0 135 1 0 5 6 0 116 3 119 0 0 0 0 26003:45 PM 9 147 0 156 1 0 6 7 0 132 4 136 0 0 0 0 299
Total 31 513 0 544 5 0 23 28 0 490 12 502 0 0 0 0 1074
04:00 PM 11 139 0 150 0 0 4 4 0 149 4 153 0 0 0 0 30704:15 PM 13 150 0 163 1 0 8 9 0 169 4 173 0 0 0 0 34504:30 PM 9 152 0 161 1 0 5 6 0 198 0 198 0 0 0 0 36504:45 PM 13 145 0 158 3 0 11 14 0 240 0 240 0 0 0 0 412
Total 46 586 0 632 5 0 28 33 0 756 8 764 0 0 0 0 1429
05:00 PM 10 177 0 187 1 0 4 5 0 199 3 202 0 0 0 0 39405:15 PM 17 194 0 211 1 0 10 11 0 159 2 161 0 0 0 0 38305:30 PM 20 182 0 202 0 0 11 11 0 154 6 160 0 0 0 0 373
Grand Total 157 3676 0 3833 32 0 220 252 0 3034 48 3082 0 0 0 0 7167Apprch % 4.1 95.9 0 12.7 0 87.3 0 98.4 1.6 0 0 0
Total % 2.2 51.3 0 53.5 0.4 0 3.1 3.5 0 42.3 0.7 43 0 0 0 0Unshifted 157 3676 0 3833 32 0 220 252 0 3034 48 3082 0 0 0 0 7167
% Unshifted 100 100 0 100 100 0 100 100 0 100 100 100 0 0 0 0 100Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Neel-Schaffer, Inc.12021 Bricksome Ave
Baton Rouge, LA 70816
File Name : Pelican CrossingSite Code : 00000000Start Date : 10/1/2014Page No : 2
LA 44 Southbound
PELICAN CROSSING DR Westbound
LA 44 Northbound
PELICAN CROSSING DR Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 05:15 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 06:15 AM
06:15 AM 0 219 0 219 0 0 8 8 0 95 1 96 0 0 0 0 32306:30 AM 0 216 0 216 2 0 23 25 0 109 2 111 0 0 0 0 35206:45 AM 3 157 0 160 0 0 17 17 0 139 0 139 0 0 0 0 31607:00 AM 7 115 0 122 0 0 18 18 0 196 2 198 0 0 0 0 338
Total Volume 10 707 0 717 2 0 66 68 0 539 5 544 0 0 0 0 1329% App. Total 1.4 98.6 0 2.9 0 97.1 0 99.1 0.9 0 0 0
PHF .357 .807 .000 .818 .250 .000 .717 .680 .000 .688 .625 .687 .000 .000 .000 .000 .944
LA 44
PE
LIC
AN
CR
OS
SIN
G D
R
PE
LIC
AN
CR
OS
SIN
G D
R
LA 44
Right0
Thru707
Left10
InOut Total605 717 1322
Rig
ht
66
T
hru0
L
eft2
Ou
tT
ota
lIn
15
6
8
83
Left0
Thru539
Right5
Out TotalIn709 544 1253
Le
ft0
T
hru
0
Rig
ht0
To
tal
Ou
tIn
0
0
0
Peak Hour Begins at 06:15 AM UnshiftedBank 1
Peak Hour Data
North
Neel-Schaffer, Inc.12021 Bricksome Ave
Baton Rouge, LA 70816
File Name : Pelican CrossingSite Code : 00000000Start Date : 10/1/2014Page No : 3
LA 44 Southbound
PELICAN CROSSING DR Westbound
LA 44 Northbound
PELICAN CROSSING DR Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:30 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 13 145 0 158 3 0 11 14 0 240 0 240 0 0 0 0 41205:00 PM 10 177 0 187 1 0 4 5 0 199 3 202 0 0 0 0 39405:15 PM 17 194 0 211 1 0 10 11 0 159 2 161 0 0 0 0 38305:30 PM 20 182 0 202 0 0 11 11 0 154 6 160 0 0 0 0 373
Total Volume 60 698 0 758 5 0 36 41 0 752 11 763 0 0 0 0 1562% App. Total 7.9 92.1 0 12.2 0 87.8 0 98.6 1.4 0 0 0
PHF .750 .899 .000 .898 .417 .000 .818 .732 .000 .783 .458 .795 .000 .000 .000 .000 .948
LA 44
PE
LIC
AN
CR
OS
SIN
G D
R
PE
LIC
AN
CR
OS
SIN
G D
R
LA 44
Right0
Thru698
Left60
InOut Total788 758 1546
Rig
ht
36
T
hru0
L
eft5
Ou
tT
ota
lIn
71
4
1
11
2
Left0
Thru752
Right11
Out TotalIn703 763 1466
Le
ft0
T
hru
0
Rig
ht0
To
tal
Ou
tIn
0
0
0
Peak Hour Begins at 04:45 PM UnshiftedBank 1
Peak Hour Data
North
Neel-Schaffer, Inc.12021 Bricksome Ave
Baton Rouge, LA 70816
Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Hourly Total5:00 PM 13 182 21 0 20 0 2 0 11 226 2 0 0 0 4 0 17635:15 PM 7 177 14 0 6 0 3 0 9 203 4 0 2 2 4 0
5:30 PM 16 174 14 0 10 1 4 0 12 205 5 0 3 0 7 0
5:45 PM 8 182 14 0 7 0 1 0 7 161 5 0 5 1 9 0
6:00 AM 4 149 2 0 5 0 4 0 0 97 0 0 2 1 6 0 12706:15 AM 1 154 2 0 6 0 2 0 3 114 0 0 2 1 8 0
6:30 AM 3 186 5 0 10 0 8 0 6 134 1 0 3 1 8 0
6:45 AM 4 137 3 0 8 0 4 0 15 163 0 0 3 1 4 0
AM Totals 12 626 12 0 29 0 18 0 24 508 1 0 10 4 26 0PM Totals 44 715 63 0 43 1 10 0 39 795 16 0 10 3 24 0
Study Name LA 44 and LA 941
Start Date 12/18/2012
Start Time 5:00 PM
Southbound Westbound Northbound EastboundSouthbound Street Westbound Street Northbound Street Eastbound Street
Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Hourly Total
5:00 PM 25 147 0 0 0 0 0 0 0 212 9 0 4 0 25 0 15525:15 PM 23 146 0 0 0 0 0 0 0 189 10 0 2 0 25 1
5:30 PM 19 156 0 0 0 0 0 0 0 176 4 0 9 0 35 0
5:45 PM 34 122 0 0 0 0 0 0 0 158 6 0 5 0 10 0
6:00 AM 8 144 0 0 0 0 0 0 0 65 1 0 2 0 20 0 11486:15 AM 5 152 0 0 0 0 0 0 0 83 5 0 1 0 26 0
6:30 AM 4 190 0 0 0 0 0 0 0 96 4 0 7 0 32 0
6:45 AM 9 133 0 0 0 0 0 0 0 106 2 0 5 0 48 0
AM Totals 26 619 0 0 0 0 0 0 0 350 12 0 15 0 126 0PM Totals 101 571 0 0 0 0 0 0 0 735 29 0 20 0 95 1
Study Name LA 44 and Pelican Point
Start Date 12/18/2012
Start Time 5:00 PM
Southbound Westbound Northbound EastboundSouthbound Street Westbound Street Northbound Street Eastbound Street
Trip Generation
Trip Generation Summary - Alternative 1
Project:
Alternative:
Open Date:
Analysis Date:
Pelican Crossing
Alternative 1
10/29/2014
10/29/2014
ITE Land Use Enter Exit Enter Exit
Average Daily Trips
Enter Exit TotalTotal Total
AM Peak Hour ofAdjacent Street Traffic
PM Peak Hour ofAdjacent Street Traffic
210 Pelican Crossing
365 Dwelling Units
33712521226519966345617281728
Unadjusted Volume 0 0 0 0 0 0 0 0 0
Internal Capture Trips 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
Pass-By Trips
Volume Added to Adjacent Streets
Total AM Peak Hour Internal Capture = 0 Percent
Total PM Peak Hour Internal Capture = 0 Percent
1TRIP GENERATION 2014, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
Detailed Land Use Data
Project:
Phase:
Description:
Open Date:
Analysis Date:
Pelican Crossing
Phase 1
Traffic Impact Study
10/29/2014
10/29/2014
For 365 Dwelling Units of Pelican Crossing
( 210 ) Single-Family Detached Housing
Day / Period RateAvg
RateMin
RateMax
DevStd
TripsPass-By
SizeAvg
Enter Exit% %
Eq.Use
Equation R2TripsTotal
Weekday Average Daily Trips 9.52 4.31 3.721.85 198 50 50 True Ln(T) = 0.92 Ln(X) + 2.72 0.953456 0
Weekday AM Peak Hour of Adjacent Street Traffic 0.75 0.33 0.92.27 194 25 75 True T = 0.70(X) + 9.74 0.89265 0
Weekday PM Peak Hour of Adjacent Street Traffic 1 0.42 1.052.98 207 63 37 True Ln(T) = 0.90 Ln(X) + 0.51 0.91337 0
1TRIP GENERATION 2013, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
Turn Lane Warrant Analysis
Pelican Crossings SubdivisionLA 44 at Pelican Crossings Dr
NBR - Existing AM Peak
Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection.
INPUT
Value455395
OUTPUTValue
38
right-turn bay for a 2-lane roadway:Do NOT add right-turn bay.
Roadway geometry:
Variable
Variable
Guidance for determining the need for a major-road
Major-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:
Limiting right-turn volume, veh/h:
0
20
40
60
80
100
120
140
200 400 600 800 1000 1200 1400 1600
Rig
ht-
Tu
rn V
olu
me,
veh
/h
Major-Road Volume (one direction), veh/h
Add right - turn bay
2-lane roadw ay
Pelican Crossings SubdivisionLA 44 at Pelican Crossings Dr
NBR - Existing PM Peak
Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection.
INPUT
Value4575211
OUTPUTValue
20
right-turn bay for a 2-lane roadway:
VariableLimiting right-turn volume, veh/h:Guidance for determining the need for a major-road
Do NOT add right-turn bay.
Roadway geometry:
VariableMajor-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:
0
20
40
60
80
100
120
140
200 400 600 800 1000 1200 1400 1600
Rig
ht-
Tu
rn V
olu
me,
veh
/h
Major-Road Volume (one direction), veh/h
Add right - turn bay
2-lane roadw ay
Pelican Crossings SubdivisionLA 44 at Pelican Crossings Dr
NBR - Future AM Peak
Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection.
INPUT
Value4555112
OUTPUTValue
36
right-turn bay for a 2-lane roadway:
VariableLimiting right-turn volume, veh/h:Guidance for determining the need for a major-road
Do NOT add right-turn bay.
Roadway geometry:
VariableMajor-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:
0
20
40
60
80
100
120
140
200 400 600 800 1000 1200 1400 1600
Rig
ht-
Tu
rn V
olu
me,
veh
/h
Major-Road Volume (one direction), veh/h
Add right - turn bay
2-lane roadw ay
Pelican Crossings SubdivisionLA 44 at Pelican Crossings Dr
NBR - Future PM Peak
Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection.
INPUT
Value4578432
OUTPUTValue
19
right-turn bay for a 2-lane roadway:
VariableLimiting right-turn volume, veh/h:Guidance for determining the need for a major-road
Add right-turn bay.
Roadway geometry:
VariableMajor-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:
0
20
40
60
80
100
120
140
200 400 600 800 1000 1200 1400 1600
Rig
ht-
Tu
rn V
olu
me,
veh
/h
Major-Road Volume (one direction), veh/h
Add right - turn bay
2-lane roadw ay
Crash Data
LADOTD Crash List
Control-Section 265-01 between logmiles 1.973 and 2.353
2011-01-01 to 2013-12-31
Csect Log Mile Route Mile Point tot acc pdo acc fat acc inj acc num fat num inj crash date most harm evt manner coll type acc surf cond crash num par ish hour int iv agy dir trav move prior
265-01 2.34 44 10.56 1 0 0 1 0 1 2/1/2011 MV in Trans Rear End Coll wt veh dry 20110003078- 3 6 0 A SS BB
265-01 2.12 44 10.78 1 1 0 0 0 0 3/21/2011 MV in Trans Rear End Coll wt veh dry 110323081432784- 3 14 1 C SS BA
265-01 2.04 44 10.86 1 0 0 1 0 2 4/22/2011 Util Pole/Light Sup Rear End Run off rd dry 20110020763- 3 14 0 A S G
265-01 2.13 44 10.77 1 1 0 0 0 0 7/18/2011 Util Pole/Light Sup Non Coll Run off rd wet 110719102957397- 3 15 0 C W B
265-01 2.02 44 10.88 1 1 0 0 0 0 12/22/2011 Cargo Loss Other Non Col on Rd dry 111222182922625- 3 17 0 C SN BB
Total 2011 5 3 0 2 0 3
265-01 2.34 44 10.56 1 0 0 1 0 1 11/13/2012 Overturned Non Coll Run off rd dry 20120042881- 3 5 0 A S G
265-01 2.12 44 10.78 1 1 0 0 0 0 12/10/2012 Other Fixed Object Non Coll Run off rd dry 121210175505125- 3 17 0 C W G
Total 2012 2 1 0 1 0 1
265-01 2.02 44 10.88 1 0 0 1 0 5 1/21/2013 MV in Trans Rt Angle Coll wt veh dry 20130001319- 3 15 0 A ES WB
265-01 2.23 44 10.67 1 1 0 0 0 0 4/2/2013 MV in Trans Rear End Coll wt veh dry 20130011121- 3 15 0 A SS BA
265-01 2.16 44 10.74 1 1 0 0 0 0 5/6/2013 MV in Trans Rear End Coll wt veh dry 130420085157984- 3 6 0 C SS BA
265-01 1.99 44 10.91 1 1 0 0 0 0 11/4/2013 MV in Trans Rear End Coll wt veh dry 131105213400321- 3 12 0 C NN BA
Total 2013 4 3 0 1 0 5
Grand Total 11 7 0 4 0 9
report generated by ladotdom\cnsh0009 on 10/31/2014 10:01:31 AM
CONFIDENTIAL INFORMATION - This document and the information contained herein is prepared solely for the purpose of identifying, evaluating and planning safety improvements on public roads which may be implemented utilizing
federal aid highway funds; and is therefore exempt from discovery or admission into evidence pursuant to 23 U.S.C. 409. Contact the Traffic Safety Office at (225)379-1871 before releasing any information.
Intersection Analysis
LA 44 at Pelican Point Parkway
HCM Signalized Intersection Capacity Analysis Existing Conditions - AM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 126 15 12 418 683 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 7.0 7.0 7.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.96 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1757 1770 1863 1863 1583
Flt Permitted 0.96 0.19 1.00 1.00 1.00
Satd. Flow (perm) 1757 358 1863 1863 1583
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 134 16 13 445 727 28
RTOR Reduction (vph) 7 0 0 0 0 10
Lane Group Flow (vph) 143 0 13 445 727 18
Turn Type Prot pm+pt NA NA pm+ov
Protected Phases 8 1 6 2 8
Permitted Phases 6 2
Actuated Green, G (s) 6.8 36.0 36.0 28.4 35.2
Effective Green, g (s) 6.8 36.0 36.0 28.4 35.2
Actuated g/C Ratio 0.12 0.66 0.66 0.52 0.64
Clearance Time (s) 5.0 7.0 7.0 7.0 5.0
Vehicle Extension (s) 2.0 2.0 5.0 5.0 2.0
Lane Grp Cap (vph) 218 250 1223 965 1016
v/s Ratio Prot c0.08 0.00 c0.24 c0.39 0.00
v/s Ratio Perm 0.03 0.01
v/c Ratio 0.66 0.05 0.36 0.75 0.02
Uniform Delay, d1 22.9 6.2 4.2 10.4 3.5
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.3 0.0 0.4 4.0 0.0
Delay (s) 28.2 6.3 4.6 14.4 3.5
Level of Service C A A B A
Approach Delay (s) 28.2 4.7 14.0
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 54.8 Sum of lost time (s) 19.0
Intersection Capacity Utilization 53.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future Conditions - AM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 126 15 12 425 703 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 7.0 7.0 7.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.96 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1757 1770 1863 1863 1583
Flt Permitted 0.96 0.18 1.00 1.00 1.00
Satd. Flow (perm) 1757 343 1863 1863 1583
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 134 16 13 452 748 28
RTOR Reduction (vph) 7 0 0 0 0 10
Lane Group Flow (vph) 143 0 13 452 748 18
Turn Type Prot pm+pt NA NA pm+ov
Protected Phases 8 1 6 2 8
Permitted Phases 6 2
Actuated Green, G (s) 6.8 37.1 37.1 29.4 36.2
Effective Green, g (s) 6.8 37.1 37.1 29.4 36.2
Actuated g/C Ratio 0.12 0.66 0.66 0.53 0.65
Clearance Time (s) 5.0 7.0 7.0 7.0 5.0
Vehicle Extension (s) 2.0 2.0 5.0 5.0 2.0
Lane Grp Cap (vph) 213 245 1236 979 1025
v/s Ratio Prot c0.08 0.00 c0.24 c0.40 0.00
v/s Ratio Perm 0.03 0.01
v/c Ratio 0.67 0.05 0.37 0.76 0.02
Uniform Delay, d1 23.5 6.4 4.2 10.5 3.5
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.4 0.0 0.4 4.2 0.0
Delay (s) 29.9 6.5 4.6 14.7 3.5
Level of Service C A A B A
Approach Delay (s) 29.9 4.6 14.3
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 55.9 Sum of lost time (s) 19.0
Intersection Capacity Utilization 54.9% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing Conditions - PM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 95 20 29 668 602 101
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 7.0 7.0 7.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 0.98 1.00 1.00 1.00 0.85
Flt Protected 0.96 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1747 1770 1863 1863 1583
Flt Permitted 0.96 0.26 1.00 1.00 1.00
Satd. Flow (perm) 1747 475 1863 1863 1583
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 100 21 31 703 634 106
RTOR Reduction (vph) 13 0 0 0 0 41
Lane Group Flow (vph) 108 0 31 703 634 65
Turn Type Prot pm+pt NA NA pm+ov
Protected Phases 8 1 6 2 8
Permitted Phases 6 2
Actuated Green, G (s) 4.7 35.2 35.2 27.0 31.7
Effective Green, g (s) 4.7 35.2 35.2 27.0 31.7
Actuated g/C Ratio 0.09 0.68 0.68 0.52 0.61
Clearance Time (s) 5.0 7.0 7.0 7.0 5.0
Vehicle Extension (s) 2.0 2.0 5.0 5.0 2.0
Lane Grp Cap (vph) 158 352 1263 969 966
v/s Ratio Prot c0.06 0.00 c0.38 c0.34 0.01
v/s Ratio Perm 0.06 0.03
v/c Ratio 0.69 0.09 0.56 0.65 0.07
Uniform Delay, d1 22.9 4.6 4.3 9.1 4.1
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.4 0.0 0.9 2.1 0.0
Delay (s) 32.3 4.6 5.2 11.2 4.1
Level of Service C A A B A
Approach Delay (s) 32.3 5.2 10.2
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 51.9 Sum of lost time (s) 19.0
Intersection Capacity Utilization 51.6% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Future Conditions - PM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 95 20 29 689 614 101
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 7.0 7.0 7.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frt 0.98 1.00 1.00 1.00 0.85
Flt Protected 0.96 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1747 1770 1863 1863 1583
Flt Permitted 0.96 0.25 1.00 1.00 1.00
Satd. Flow (perm) 1747 463 1863 1863 1583
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 100 21 31 725 646 106
RTOR Reduction (vph) 13 0 0 0 0 41
Lane Group Flow (vph) 108 0 31 725 646 65
Turn Type Prot pm+pt NA NA pm+ov
Protected Phases 8 1 6 2 8
Permitted Phases 6 2
Actuated Green, G (s) 4.7 35.6 35.6 27.3 32.0
Effective Green, g (s) 4.7 35.6 35.6 27.3 32.0
Actuated g/C Ratio 0.09 0.68 0.68 0.52 0.61
Clearance Time (s) 5.0 7.0 7.0 7.0 5.0
Vehicle Extension (s) 2.0 2.0 5.0 5.0 2.0
Lane Grp Cap (vph) 156 347 1268 972 968
v/s Ratio Prot c0.06 0.00 c0.39 c0.35 0.01
v/s Ratio Perm 0.06 0.03
v/c Ratio 0.69 0.09 0.57 0.66 0.07
Uniform Delay, d1 23.1 4.7 4.4 9.1 4.1
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.3 0.0 1.0 2.3 0.0
Delay (s) 33.4 4.7 5.4 11.4 4.1
Level of Service C A A B A
Approach Delay (s) 33.4 5.3 10.4
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 9.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 52.3 Sum of lost time (s) 19.0
Intersection Capacity Utilization 52.7% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
LA 44 at Pelican Crossing Drive
HCM Unsignalized Intersection Capacity Analysis Existing Conditions - AM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 2 66 539 5 10 707
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 2 70 573 5 11 752
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 273
pX, platoon unblocked 0.89 0.89 0.89
vC, conflicting volume 1349 576 579
vC1, stage 1 conf vol 576
vC2, stage 2 conf vol 773
vCu, unblocked vol 1331 461 464
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 99 87 99
cM capacity (veh/h) 371 534 976
Direction, Lane # WB 1 NB 1 SB 1 SB 2
Volume Total 72 579 11 752
Volume Left 2 0 11 0
Volume Right 70 5 0 0
cSH 527 1700 976 1700
Volume to Capacity 0.14 0.34 0.01 0.44
Queue Length 95th (ft) 12 0 1 0
Control Delay (s) 12.9 0.0 8.7 0.0
Lane LOS B A
Approach Delay (s) 12.9 0.0 0.1
Approach LOS B
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 48.1% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Conditions - AM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 22 245 539 12 69 707
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 23 261 573 13 73 752
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 273
pX, platoon unblocked 0.89 0.89 0.89
vC, conflicting volume 1472 573 586
vC1, stage 1 conf vol 573
vC2, stage 2 conf vol 899
vCu, unblocked vol 1469 461 475
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 93 51 92
cM capacity (veh/h) 318 536 969
Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 284 573 13 73 752
Volume Left 23 0 0 73 0
Volume Right 261 0 13 0 0
cSH 507 1700 1700 969 1700
Volume to Capacity 0.56 0.34 0.01 0.08 0.44
Queue Length 95th (ft) 85 0 0 6 0
Control Delay (s) 20.8 0.0 0.0 9.0 0.0
Lane LOS C A
Approach Delay (s) 20.8 0.0 0.8
Approach LOS C
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 60.2% ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing Conditions - PM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 36 752 11 60 698
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph) 5 38 792 12 63 735
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 273
pX, platoon unblocked 0.78 0.78 0.78
vC, conflicting volume 1658 797 803
vC1, stage 1 conf vol 797
vC2, stage 2 conf vol 861
vCu, unblocked vol 1703 599 607
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 98 90 92
cM capacity (veh/h) 285 391 758
Direction, Lane # WB 1 NB 1 SB 1 SB 2
Volume Total 43 803 63 735
Volume Left 5 0 63 0
Volume Right 38 12 0 0
cSH 374 1700 758 1700
Volume to Capacity 0.12 0.47 0.08 0.43
Queue Length 95th (ft) 10 0 7 0
Control Delay (s) 15.9 0.0 10.2 0.0
Lane LOS C B
Approach Delay (s) 15.9 0.0 0.8
Approach LOS C
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 56.9% ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Conditions - PM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 17 149 752 32 251 698
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph) 18 157 792 34 264 735
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 273
pX, platoon unblocked 0.78 0.78 0.78
vC, conflicting volume 2055 792 825
vC1, stage 1 conf vol 792
vC2, stage 2 conf vol 1263
vCu, unblocked vol 2213 589 632
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 88 60 64
cM capacity (veh/h) 154 395 739
Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 175 792 34 264 735
Volume Left 18 0 0 264 0
Volume Right 157 0 34 0 0
cSH 341 1700 1700 739 1700
Volume to Capacity 0.51 0.47 0.02 0.36 0.43
Queue Length 95th (ft) 70 0 0 41 0
Control Delay (s) 26.2 0.0 0.0 12.6 0.0
Lane LOS D B
Approach Delay (s) 26.2 0.0 3.3
Approach LOS D
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 73.6% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisFuture Conditions - Recc Geometry - AM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 22 245 539 12 69 707
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 23 261 573 13 73 752
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 273
pX, platoon unblocked 0.89 0.89 0.89
vC, conflicting volume 1472 573 586
vC1, stage 1 conf vol 573
vC2, stage 2 conf vol 899
vCu, unblocked vol 1469 461 475
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 93 51 92
cM capacity (veh/h) 318 536 969
Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total 23 261 573 13 73 752
Volume Left 23 0 0 0 73 0
Volume Right 0 261 0 13 0 0
cSH 318 536 1700 1700 969 1700
Volume to Capacity 0.07 0.49 0.34 0.01 0.08 0.44
Queue Length 95th (ft) 6 66 0 0 6 0
Control Delay (s) 17.2 17.9 0.0 0.0 9.0 0.0
Lane LOS C C A
Approach Delay (s) 17.9 0.0 0.8
Approach LOS C
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 50.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity AnalysisFuture Conditions - Recc Geometry - PM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 17 149 752 32 251 698
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph) 18 157 792 34 264 735
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 273
pX, platoon unblocked 0.78 0.78 0.78
vC, conflicting volume 2055 792 825
vC1, stage 1 conf vol 792
vC2, stage 2 conf vol 1263
vCu, unblocked vol 2213 589 632
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s) 5.4
tF (s) 3.5 3.3 2.2
p0 queue free % 88 60 64
cM capacity (veh/h) 154 395 739
Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total 18 157 792 34 264 735
Volume Left 18 0 0 0 264 0
Volume Right 0 157 0 34 0 0
cSH 154 395 1700 1700 739 1700
Volume to Capacity 0.12 0.40 0.47 0.02 0.36 0.43
Queue Length 95th (ft) 10 46 0 0 41 0
Control Delay (s) 31.4 20.0 0.0 0.0 12.6 0.0
Lane LOS D C B
Approach Delay (s) 21.1 0.0 3.3
Approach LOS C
Intersection Summary
Average Delay 3.5
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
LA 44 at LA 941 / Loosemoore Road
HCM Unsignalized Intersection Capacity Analysis Existing Conditions - AM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 26 4 10 18 0 29 1 580 24 12 689 12
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 28 4 11 19 0 31 1 617 26 13 733 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1428 1410 739 1410 1403 630 746 643
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1428 1410 739 1410 1403 630 746 643
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 73 97 97 82 100 94 100 99
cM capacity (veh/h) 104 136 417 109 138 482 862 942
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 43 50 644 759
Volume Left 28 19 1 13
Volume Right 11 31 26 13
cSH 132 209 862 942
Volume to Capacity 0.32 0.24 0.00 0.01
Queue Length 95th (ft) 32 23 0 1
Control Delay (s) 44.6 27.6 0.0 0.4
Lane LOS E D A A
Approach Delay (s) 44.6 27.6 0.0 0.4
Approach LOS E D
Intersection Summary
Average Delay 2.4
Intersection Capacity Utilization 56.6% ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Conditions - AM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 26 4 10 18 0 29 1 759 24 12 748 12
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 28 4 11 19 0 31 1 807 26 13 796 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1681 1663 802 1663 1656 820 809 833
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1681 1663 802 1663 1656 820 809 833
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 59 96 97 73 100 92 100 98
cM capacity (veh/h) 68 95 384 72 96 375 817 800
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 43 50 834 821
Volume Left 28 19 1 13
Volume Right 11 31 26 13
cSH 89 143 817 800
Volume to Capacity 0.48 0.35 0.00 0.02
Queue Length 95th (ft) 51 36 0 1
Control Delay (s) 78.3 43.2 0.0 0.4
Lane LOS F E A A
Approach Delay (s) 78.3 43.2 0.0 0.4
Approach LOS F E
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing Conditions - PM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 24 3 10 10 1 43 16 733 39 63 738 44
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph) 25 3 11 11 1 45 17 772 41 66 777 46
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1804 1779 800 1771 1782 792 823 813
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1804 1779 800 1771 1782 792 823 813
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 49 96 97 81 99 88 98 92
cM capacity (veh/h) 50 74 385 56 74 389 807 814
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 39 57 829 889
Volume Left 25 11 17 66
Volume Right 11 45 41 46
cSH 67 179 807 814
Volume to Capacity 0.58 0.32 0.02 0.08
Queue Length 95th (ft) 61 32 2 7
Control Delay (s) 115.5 34.2 0.6 2.2
Lane LOS F D A A
Approach Delay (s) 115.5 34.2 0.6 2.2
Approach LOS F D
Intersection Summary
Average Delay 4.9
Intersection Capacity Utilization 87.4% ICU Level of Service E
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Conditions - PM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision
11/4/2014 Synchro 8 Report
PM Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 24 3 10 10 1 43 16 846 39 63 929 44
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Hourly flow rate (vph) 25 3 11 11 1 45 17 891 41 66 978 46
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2124 2099 1001 2091 2102 911 1024 932
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2124 2099 1001 2091 2102 911 1024 932
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 10 93 96 67 98 86 98 91
cM capacity (veh/h) 28 46 295 32 46 332 678 735
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 39 57 948 1091
Volume Left 25 11 17 66
Volume Right 11 45 41 46
cSH 39 117 678 735
Volume to Capacity 1.00 0.49 0.02 0.09
Queue Length 95th (ft) 96 55 2 7
Control Delay (s) 301.3 62.1 0.7 2.8
Lane LOS F F A A
Approach Delay (s) 301.3 62.1 0.7 2.8
Approach LOS F F
Intersection Summary
Average Delay 8.9
Intersection Capacity Utilization 98.7% ICU Level of Service F
Analysis Period (min) 15