strategy 4 inc. - welcome to the town of oakville planning/da-141020...strategy 4 inc. iroquois...

Project No.: TR16-0587

[ Month Year ]

STRATEGY 4 INC.

TRAFFIC IMPACT STUDY

Iroquois Ridge #2 – Proposed Residential Development, Town of Oakville

COLE ENGINEERING GROUP LTD.

HEAD OFFICE

70 Valleywood DriveMarkham, ON CANADA L3R 4T5T. 905.940.6161 | 416.987.6161F. 905.940.2064 | www.ColeEngineering.ca

GTA WEST OFFICE

151 Superior Boulevard, Units 1 & 2 Mississauga, ON CANADA L5T 12L1T. 905.364.6161F. 905.364.6162DECEMBER 2016

December 7, 2016 Reference No. TR16-0587 Mr. Jeff Kenny Strategy 4 Inc. 2620 Bristol Circle, Suite #100 Oakville, ON L6H 6Z7 Dear Mr. Kenny:

Re: Engineering Services for a Traffic Impact Study Iroquois Ridge #2 – Proposed Residential Development Town of Oakville

Cole Engineering Group Ltd. (“Cole Engineering”) is pleased to submit this Traffic Impact Study (TIS) for the above mentioned proposed residential development located south of North Ridge Trail and east of Eighth Line in the Town of Oakville (the “Town”).

This TIS details the existing and future traffic conditions and the anticipated impact on the surrounding road network as a result of the proposed development. The study has determined that the proposed development will have minimal impact to the operation of existing study area intersections in the future and there is adequate manoeuvring space provided for passenger vehicles and trucks to access / egress the site driveway system.

Should you have any questions, please do not hesitate to contact the undersigned.

Yours truly,

COLE ENGINEERING GROUP LTD. Rao N. Marthi, B.Eng., MCIP, RPP Kavleen Sachdeva, EIT Project Manager Traffic Analyst Traffic, Transportation Traffic, Transportation KS/RM:jay

Strategy 4 Inc. Iroquois Ridge #2 – Proposed Residential Development

Traffic Impact Study

TR16-0587 (December 2016)

PREPARED BY:


Kavleen Sachdeva, EIT Traffic Analyst Traffic, Transportation

CHECKED BY:


Rao N. Marthi, B.Eng., MCIP, RPP Project Manager Traffic, Transportation

Adam Bell, A.Sc.T Team Leader Traffic, Transportation

Issues and Revisions Registry

Identification Date Description of issued and/or revision

Draft Report December 2016 For Client review

Final Report December 2016 For submission




Statement of Conditions

This Report/Study (the “Work”) has been prepared at the request of, and for the exclusive use of, the Owner/Client, and its affiliates (the “Intended User”). No one other than the Intended User has the right to use and rely on the Work without first obtaining the written authorization of Cole Engineering Group Ltd. and its Owner. Cole Engineering Group Ltd. expressly excludes liability to any party except the intended User for any use of, and/or reliance upon, the work.

Neither possession of the Work, nor a copy of it, carries the right of publication. All copyright in the Work is reserved to Cole Engineering Group Ltd. The Work shall not be disclosed, produced or reproduced, quoted from, or referred to, in whole or in part, or published in any manner, without the express written consent of Cole Engineering Group Ltd. and the Owner.




i

Table of Contents

1 Introduction ............................................................................................................................. 1

2 Proposed Development ............................................................................................................ 2

3 Existing Conditions ................................................................................................................... 4

3.1 Existing Road Network ............................................................................................................. 4

3.2 Existing Transit Routes ............................................................................................................. 4

3.3 Existing Traffic Counts and Signal Timings ............................................................................... 7

3.4 Existing Traffic Analysis ............................................................................................................ 7

4 Future (2021) Background Traffic ............................................................................................ 10

4.1 Future (2021) Background Growth Rate ................................................................................ 10

4.2 Future (2021) Background Developments ............................................................................. 10

4.3 Future (2021) Planned Roadway Improvements ................................................................... 12

4.4 Future (2021) Background Traffic Analysis ............................................................................ 12

5 Future (2021) Total Traffic Conditions ..................................................................................... 13

5.1 Site Generated Traffic ............................................................................................................ 13

5.2 Site Trip Distribution .............................................................................................................. 14

5.3 Future (2021) Total Traffic Volumes ...................................................................................... 16

5.4 Future (2021) Total Traffic Analysis ....................................................................................... 16

6 Site Circulation ....................................................................................................................... 18

7 Conclusions and Recommendations ........................................................................................ 22

LIST OF TABLES

Table 3.1 Intersection Turning Movement Count Details .................................................................. 7 Table 3.2 Existing Weekday AM and PM Peak Hour Traffic Analysis ................................................. 8 Table 4.1 Future (2021) Background Weekday AM and PM Peak Hour Traffic Analysis ................. 12 Table 5.1 Site Trip Generation .......................................................................................................... 13 Table 5.2 Site Trip Distribution ......................................................................................................... 14 Table 5.3 Future (2021) Total Weekday AM and PM Peak Hour Traffic Analysis ............................ 16




ii

LIST OF FIGURES

Figure 1-1 Site Location ........................................................................................................................ 2 Figure 2-1 Draft Subdivision Plan ......................................................................................................... 3 Figure 3-1 Existing Lane Configuration and Traffic Controls ................................................................ 5 Figure 3-2 Existing Transit Service ....................................................................................................... 6 Figure 3-3 Existing Traffic Volumes – Weekday AM and PM Peak Hours ............................................ 9 Figure 4-1 Future (2021) Background Traffic Volumes – Weekday AM and PM Peak Hours ............ 11 Figure 5-1 Site Generated Traffic Volumes-Weekday AM and PM Peak Hours ................................ 15 Figure 5-2 Future (2021) Total Traffic Volumes-Weekday AM and PM Peak Hours ......................... 17 Figure 6-1 AutoTURN Analysis for Passenger Vehicle (5.6m) ............................................................ 19 Figure 6-2 AutoTURN Analysis for HSU Truck (11.50 m) .................................................................... 20 Figure 6-3 AutoTURN Analysis for HSU Truck (11.50 m) .................................................................... 21 APPENDICES

Appendix A Existing Turning Movement Count and Signal Timing Plans Data

Appendix B Intersection Capacity Analysis Reports - 2016 Conditions

Appendix C Intersection Capacity Analysis Reports – Future (2021) Background Conditions

Appendix D 2011 Transportation Tomorrow Survey Data Analysis

Appendix E Intersection Capacity Analysis Reports - Future (2021) Total Conditions




1

1 Introduction

Cole Engineering Group Ltd. (“Cole Engineering”) was retained by Strategy 4 Inc. (the ‘Owner’) to undertake a Traffic Impact Study for a proposed residential development of Iroquois Ridge #2, south of North Ridge Trail and east of Eighth Line in the Town of Oakville (the “Town”).

The purpose of this study is to:

Focus on the intersections of:

- Eighth Line and North Ridge Trail (signalized);

- Eighth Line and Kestell Boulevard (signalized);

- North Ridge Trail and Coronation Drive (un-signalized);

- Coronation Drive and Kestell Boulevard (un-signalized); and,

- Coronation Drive and Site Access (un-signalized).

Assess the existing operations of the above noted study area intersections during the weekday AM and PM peak hours;

Assess the future background traffic in a 5-year (2021) traffic horizon during the weekday AM and PM peak hours incorporating both traffic growth and background developments in the area to identify any additional deficiencies or operational problems;

Estimate site traffic based on information published in the Trip Generation Manual, 9th Edition, by the Institute of Transportation Engineers (ITE);

Assess future total traffic operations in a 5-year (2021) traffic horizon during the weekday AM and PM peak hours and identify any operational deficiencies;

Review and provide comments on updated Site Plan regarding the functionality of the internal vehicular circulation related to the proposed residential development using AutoTURN, as required; and,

Recommend improvements, if applicable, should capacity constraints be observed in the future horizons.

The proposed site is located in the southeast quadrant of Eighth Line and North Ridge Trail intersection in the Town of Oakville. Existing residential buildings bound the site to the north, west and south, and Coronation Drive to the east side. The site location is shown in Figure 1-1.




2

Figure 1-1 Site Location

2 Proposed Development

The proposed development consists of 59 detached and semi-detached homes. Vehicle access to the subject site will be provided via Coronation Drive, which runs north to south and connects to the North Ridge Trail approximately 80 m north of the access. The proposed draft subdivision plan is provided in Figure 2-1.

Proposed Development

Figure 2-1Site Plan

Ref.# TR16-0587 December )( 2016

Town of Oakville

Strategy 4 Inc.


Iroquois Ridge #2-HCDSB Draft Plan




4

3 Existing Conditions

3.1 Existing Road Network

The existing road network, lane configuration and traffic control for the study intersections are shown in Figure 3-1 on the following page. The details are as follows:

Eighth Line is a two (2) lane north-south minor arterial, which connects to Dundas Street East to the north and Upper Middle Road East to the south, with a posted speed limit of 50 km/h. Sidewalks and on-street bike lanes are available on both sides of Eighth Line within the site vicinity. This minor arterial road intersects with Kestell Boulevard and North Ridge Trail and are controlled through signalized intersections.

Eighth Line flares out at its intersections with North Ridge Trail and Kestell Boulevard. At the signalized intersection with North Ridge Trail, exclusive left and right turn lanes have been provided on the north approach and an exclusive left turn lane on the south approach. At the signalized intersection with Kestell Boulevard, exclusive left turn lanes have been provided in both north and south approach.

Coronation Drive is a two (2) lane local roadway with an urban cross-section and a posted speed limit of 50 km/h. Development along this roadway consists of residential units. Sidewalks are available on both sides of Coronation Drive. The local road intersects with North Ridge Trail and forms a four (4)-way stop intersection. Coronation Drive and Kestell Boulevard intersect and form a three (3)-way stop intersection.

North Ridge Trail is a two (2) lane east-west major collector roadway, which connects to Eighth line to the west and Upper Middle Road to the east, with a speed limit of 50 km/h within the study area. Development along this roadway primarily consists of residential units, bike lanes and sidewalks are available on both sides of North Ridge Trail in the study area.

North Ridge Drive flares out at its intersections with Eighth Line and Coronation Drive. At both intersections, exclusive left turn lanes have been provided in both directions with the intersection of Eighth Line and North Ridge Trail operates as a signalized intersection, and the intersection of Coronation Drive and North Ridge Drive operates as an all-way stop intersection.

Kestell Boulevard is a two (2) lane east west local road connecting Eighth Line to the west and North Ridge Trail to the east with a speed limit of 50 km/h. Development along this roadway consists of residential units, sidewalks are available on both sides of Parkside Drive in the study area.

3.2 Existing Transit Routes

Oakville Transit provides transit services within the study area. The area is currently serviced by transit Route 20 (Northridge), which operates on 7-minute headways from Monday to Friday from 5:55 AM to 9:35 AM and 3:10 PM to 11:05 PM and with 30-minutes headways from 9:35 AM to 3:10 PM. On Saturdays, it operates on 7-minute headways 7:10 AM to 11:35 AM and 4:10 PM to 11:35 PM and with 30 minutes headways from 11:35 AM to 4:10 PM. On Sundays or holidays it operates with 7-minute headways from 8:10 AM to 10:35 AM and from 5:10 PM to 7:35 PM and with 30 minute headways from 10:35 AM to 5:10 PM. The route provides service between Oakville GO Station and Uptown Core. Existing transit routes are provided in Figure 3-2.

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Kestell Boulevard

North Ridge Trail

N.T.S

Figure 3-1Existing Lane Configurations and Traffic Contrals

Existing Lane Configuration

Legend

Existing Traffic Control Signal

Existing Stop Control


SITE

Figure 3-2Existing Transit Services

Town of Oakville

Strategy 4 Inc.




Site Location




7

3.3 Existing Traffic Counts and Signal Timings

Details of intersection turning movement counts used in the traffic assessment are summarized in Table 3.1 below. The existing traffic data and traffic signal timing plans are provided in Appendix A.

Table 3.1 Intersection Turning Movement Count Details

Intersection Count Date Count Hours Peak Hours

Eighth Line and North Ridge Trail Thursday,

November 24, 2016

7:00 AM to 9:00 AM

4:00 PM to 6:00 PM

8:00 AM to 9:00 AM

4:45 PM to 5:45 PM

Eighth Line and Kestell Boulevard Thursday,

November 24, 2016

7:00 AM to 9:00 AM

4:00 PM to 6:00 PM

8:00 AM to 9:00 AM

5:00 PM to 6:00 PM

Coronation Drive and North Ridge Trail Thursday,

November 24, 2016

7:00 AM to 9:00 AM

4:00 PM to 6:00 PM

8:00 AM to 9:00 AM

4:45 PM to 5:45 PM

Coronation Drive and Kestell Boulevard Thursday,

November 24, 2016 7:00 AM to 9:00 AM

4:00 PM to 6:00 PM

8:00 AM to 9:00 AM

5:00 PM to 6:00 PM

3.4 Existing Traffic Analysis

The existing traffic volumes for the weekday AM and PM peak hours are illustrated in Figure 3-3. These peak hour volumes were analyzed using the Synchro 9.0 software which employs the 2000 Highway Capacity Methodology for the intersection analysis. The results of the existing intersection traffic operations are summarized in Table 3.2 below with level of service (LOS) and the volume to capacity (v/c) ratios for overall and individual movements.

As per Halton Region Traffic Impact Study Guidelines, LOS for individual movements at an unsignalized intersections equal to “D” or greater is bolded. In case of signalized intersections, v/c ratios for overall intersection operations, through movements, or shared through / turning movements greater than 0.85, and v/c ratios for exclusive movements greater than 0.95 have been shown in bold. The intersection capacity analysis reports under the existing conditions are presented in Appendix B.




8

Table 3.2 Existing Weekday AM and PM Peak Hour Traffic Analysis

Intersection Key Movement AM Peak Weekday PM Peak Weekday

LOS V/C LOS V/C

Eighth Line and North Ridge Trail

(Signalized)

Overall

EB left

EB through + right

WB left

WB through + right

NB left

NB through + right

SB left

SB through

SB right

C

C

D

E

D

C

B

E

B

B

0.40

0.16

0.60

0.85

0.54

0.31

0.25

0.50

0.21

0.01

C

C

D

D

D

D

B

D

B

B

0.42

0.07

0.69

0.57

0.45

0.46

0.26

0.39

0.30

0.03

Coronation Drive and North Ridge Trail

(Unsignalized)

EB left

EB through + right

WB left

WB through + right

NB left + through + right

SB left + through + right

A

-

A

-

A

A

-

-

-

-

-

-

A

-

A

-

A

A

-

-

-

-

-

-

Kestell Boulevard and Coronation Drive

(Unsignalized)

EB left + through

WB through + right

SB left + right

A

A

A

-

-

-

A

A

A

-

-

-

Eighth Line and Kestell Boulevard

(Signalized)

Overall

EB left + through + right

WB left + through + right

NB left

NB through + right

SB left

SB through + right

B

C

D

A

A

D

B

0.46

0.04

0.71

0.02

0.39

0.44

0.39

A

D

D

A

A

D

A

0.40

0.02

0.38

0.07

0.41

0.29

0.31

The results of the intersection capacity analysis under the existing conditions indicates that the study area intersections operate at acceptable overall LOS during both the morning and afternoon peak hour time periods.

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Figure 3-3Existing Traffic Volumes Weekday AM and PM Peak Hours


Town of Oakville

Strategy 4 Inc.



Kestell Boulevard

North Ridge Trail

N.T.S

40

(34)

24

(6)

16 (13)97 (56)

(33) 26(84) 73

3(4

)435

(407)

10

(14)

88

(104)

334

(431)

10

(48)

22 (20)2 (0)125 (73)

(3) 2(0) 1

(22) 37

20

(53)

172

(264)

13

(21)

67

(80)

214

(215)

102

(151)

15 (32)157 (128)103 (63)

(15) 27(125) 95(145) 131

14

(3)

1(1

)9

(5)

35

(13)

2(0

)16

(9)

6 (10)214 (195)19 (32)

(8) 5(159) 163

(23) 13

Legend

Right Turn Movement

Through MovementLeft Turn Movement

XX (XX) Weekday AM (Weekday PM) Peak Hour

SITE




10

4 Future (2021) Background Traffic

A 5-year (2021) horizon was selected to represent future traffic conditions. Future background traffic volumes for the 2021 horizon year consist of the following components:

Background traffic growth from outside the study area; and,

Traffic generated within the study area from other proposed developments in the vicinity of the subject development.

4.1 Future (2021) Background Growth Rate

To account for developments from beyond the study area, growth rate is calculated based on historical data. The Town had provided historical data from the year 2011 for Coronation Drive, from 2015 for North Ridge Trail and Kestell Boulevard and from 2016 for Eighth Line. Since the counts are fairly recent for Eighth Line, North Ridge Trail and Kestell Boulevard, a conservative 2% growth rate was applied to through movements on Eighth Line, and 1% growth rate was applied to through movements on North Ridge Trail and Kestell Boulevard.

Based on the data received for Coronation Drive, annual traffic growth rate was calculated based on the data received and the data collected for the current traffic analysis. The calculated growth rate was found to be negative, therefore no growth rate has been applied for Coronation Drive.

4.2 Future (2021) Background Developments

Cole Engineering has searched the Town’s Active Development Applications on the Town’s website to locate any upcoming developments in the area. Based on the data available, there are multiple upcoming developments on the north of Dundas Street East. Most of the active developments will not impact the road network analysed for this study. However, the site generated traffic from the development located at 467 Dundas Street East has been included in the analysis.

The resulting future (2021) background traffic, including background growth and other area developments, are presented in Figure 4-1 for the weekday AM and PM peak hours.

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Kestell Boulevard

North Ridge Trail

N.T.S

40

(34)

24

(6)

16 (13)102 (59)

(33) 26(88) 77

3(4

)485

(452)

10

(14)

88

(104)

369

(480)

10

(48)

22 (20)2 (0)125 (73)

(3) 2(0) 1

(22) 37

20

(53)

195

(294)

13

(21)

67

(80)

237

(243)

102

(151)

15 (32)165 (134)103 (63)

(15) 27(131) 100(145) 131

14

(3)

1(1

)9

(5)

35

(13)

2(0

)16

(9)

6 (10)225 (205)19 (32)

(8) 5(167) 171

(23) 13

Figure 4-1Future (2021) Background Traffic Volumes - Weekday AM and PM Peak Hours


Legend

Right Turn Movement



SITE




12

4.3 Future (2021) Planned Roadway Improvements

There are no planned road improvements are proposed for the study area roadways.

4.4 Future (2021) Background Traffic Analysis

The future (2021) background traffic volumes were analyzed using the Synchro 9.0 software which employs the 2000 Highway Capacity Methodology for the intersection analysis.

At the signalized intersection of Eighth Line and North Ridge Trail, 103 vehicles (approximately 36 percent of total approaching volume) are turning left on the east approach arm. In order to assess the need for a left-turn phase for this movement, a left-turn warrant analysis was done as per Ontario Traffic Manual (OTM) Book 12.

Under the future (2021) background conditions, the westbound left-turn volume (103 vehicles) exceeds the volumes with two (2) vehicles per cycle length [2*(3600/100) = 72 vehicles per hour]. Hence, a separate left-turn for the westbound left-turn was considered in the future (2021) background conditions.

The results are summarized in Table 4.1 below with LOS and the v/c ratios for overall and individual movements. The intersection capacity analysis reports under the future (2021) background conditions are presented in Appendix C.

Table 4.1 Future (2021) Background Weekday AM and PM Peak Hour Traffic Analysis


LOS V/C LOS V/C


(Signalized)

Overall

EB left

EB through + right

WB left

WB through + right

NB left

NB through + right

SB left

SB through

SB right

C

D

D

C

C

C

B

E

C

C

0.42

0.14

0.64

0.48

0.36

0.24

0.32

0.50

0.36

0.01

C

C

D

D

D

D

B

D

B

B

0.45

0.07

0.70

0.56

0.46

0.47

0.29

0.39

0.34

0.03


(Unsignalized)

EB left

EB through + right

WB left

WB through + right



A

-

A

-

A

A

-

-

-

-

-

-

A

-

A

-

A

A

-

-

-

-

-

-


(Unsignalized)

EB left + through

WB through + right

SB left + right

A

A

A

-

-

-

A

A

A

-

-

-




13


LOS V/C LOS V/C


(Signalized)

Overall



NB left

NB through + right

SB left

SB through + right

B

C

D

A

A

D

B

0.49

0.04

0.71

0.02

0.42

0.44

0.44

A

D

D

A

A

D

A

0.44

0.02

0.38

0.08

0.45

0.29

0.35

The results of the intersection capacity analysis under the future (2021) background conditions indicates that the study area intersections operate at acceptable overall LOS during both the morning and afternoon peak hour time periods.

5 Future (2021) Total Traffic Conditions

5.1 Site Generated Traffic

The site trip generation was undertaken using information contained in the Trip Generation Manual, 9th Edition published by the Institute of Transportation Engineers (ITE). The weekday AM and PM peak hour of adjacent street traffic was used in the ITE manual for Land Use Code 210 (Single Family Detached Housing). The fitted curve equation during the AM and PM peak hours for this land use was used as the R2 and the standard deviation of the fitted curve equation are more than 0.75 and 55%, respectively.

2011 Transportation Tomorrow Survey (TTS) data analysis for traffic zones (4025, 4032 to 4034) in the vicinity of the proposed development was done and the results are presented in Appendix D. As per the TTS data analysis, a trip reduction of 10% was used to account for non-auto mode use. The summary of the trip generation is shown in Table 5.1 below.

Table 5.1 Site Trip Generation

Land Use Code Units AM Peak Hour PM Peak Hour

In Out Total In Out Total

Single Family Detached Housing

Directional Distribution

210 59

25% 75% 100% 63% 37% 100%

Gross Trips 13 38 51 41 24 65

Non-Auto Reduction (10%) 1 4 5 4 3 7

Total New Trips 12 34 46 37 21 58

The proposed development is expected to generate 46 two (2) way new trips (12 trips in / 34 trips out) during the weekday AM peak hour and 58 two (2) way new trips (37 trips in / 21 trips out) during the PM peak hour.




14

5.2 Site Trip Distribution

The trip distribution was based on existing turning movements in the vicinity of the site along with the 2011 TTS data analysis and presented in Table 5.2. The TTS data analysis is presented in Appendix D and Figure 5-1 illustrate the resulting site trip assignments.

Table 5.2 Site Trip Distribution

To / From Via AM Peak Hour PM Peak Hour

Inbound Outbound Inbound Outbound

North Eighth line 5% 5% 5% 5%

South Eighth line 6% 5% 5% 6%

Coronation drive 24% 20% 20% 24%

East North Ridge Trail 50% 50% 50% 50%

west North Ridge Trail 11% 14% 14% 11%

Kestell Boulevard 5% 6% 6% 5%

Total 100% 100% 100% 100%

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Kestell Boulevard

North Ridge Trail

N.T.S

SITE

7(5

)2

(1)

0 (2)0 0)

(7) 3(0) 0

0(0

)2

(1)

0(0

)

3(7

)1

(2)

0(0

)

0 (0)0 (0)7 (5)

(0) 0(0) 0(0) 0

0(0

)0

(0)

1(2

)

1(2

)0

(0)

0(0

)

2 (1)16 (11)2 (1)

(0) 0(19) 3(0) 0

0(0

)0

(0)

0(0

)

5(2

)0

(0)

20

(13)

0 (0)0 (0)4 (5)

(0) 0(0) 0

(23) 5

Figure 5-1Site Generated Traffic Volumes - Weekday AM and PM Peak Hours


Legend

Right Turn Movement



9(2

8)

0(0

)

0(0

)3

(9)

(15) 25(6) 9

Site Access




16

5.3 Future (2021) Total Traffic Volumes

The future (2021) total traffic consists of future (2021) background traffic and site related traffic. The future (2021) total traffic volumes in the weekday AM and PM peak hours are illustrated Figure 5-2.

5.4 Future (2021) Total Traffic Analysis

Intersection capacity analysis under the future (2021) total traffic conditions was completed using Synchro 9 software which employs the 2000 Highway Capacity Methodology for the intersection analysis. The traffic analysis results for future (2021) total traffic are summarized in Table 5.3 below with LOS and the v/c ratios for overall and individual movements. The intersection capacity analysis reports under the future (2021) total conditions are presented in Appendix E.

Table 5.3 Future (2021) Total Weekday AM and PM Peak Hour Traffic Analysis


LOS V/C LOS V/C


(Signalized)

Overall

EB left

EB through + right

WB left

WB through + right

NB left

NB through + right

SB left

SB through

SB right

C

C

D

C

C

C

C

D

C

C

0.42

0.14

0.65

0.48

0.40

0.24

0.33

0.28

0.36

0.01

C

C

D

D

D

D

B

D

B

B

0.46

0.07

0.72

0.56

0.46

0.51

0.29

0.41

0.34

0.03


(Unsignalized)

EB left

EB through + right

WB left

WB through + right



A

-

A

-

A

A

-

-

-

-

-

-

A

-

A

-

A

A

-

-

-

-

-

-


(Unsignalized)

EB left + through

WB through + right

SB left + right

A

A

A

-

-

-

A

A

A

-

-

-


(Signalized)

Overall



NB left

NB through + right

SB left

SB through + right

B

C

D

A

A

D

B

0.50

0.04

0.73

0.02

0.43

0.44

0.44

A

D

D

A

A

D

A

0.45

0.02

0.41

0.08

0.46

0.29

0.35

Coronation Drive & Site Access

EB left + right

NB left + through

SB through + right

A

A

-

0.04

0.00

0.03

A

A

-

0.03

0.01

0.05

The results of the intersection capacity analysis under the future (2021) total traffic conditions indicates that the study area intersections operate at acceptable overall LOS during both the morning and afternoon peak hour time periods.

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Kestell Boulevard

North Ridge Trail

Site Access

N.T.S

SITE

Figure 5-2Future (2021) Background Traffic Volumes -Weekday AM and PM Peak Hours


Legend

Right Turn Movement



9(2

8)

33

(56)

53

(22)

3(9

)

(15) 25(6) 9

47

(39)

26

(7)

16 (15)102 (59)

(40) 29(88) 77

3(4

)487

(453)

10

(14)

91

(111)

370

(482)

10

(48)

22 (20)2 (0)132 (78)

(3) 2(0) 1

(22) 37

20

(53)

195

(294)

14

(23)

68

(82)

237

(243)

102

(151)

17 (33)181 (145)105 (64)

(15) 27(150) 103(145) 131

14

(3)

1(1

)9

(5)

40

(15)

2(0

)36

(22)

6 (10)225 (205)23 (37)

(8) 5(167) 171

(46) 18




18

6 Site Circulation

Vehicle access routes for garbage trucks and passenger vehicles were assessed using AutoTURN analysis depicting the swept path of vehicles in relation to the proposed driveway system utilizing the Transportation Association of Canada’s (TAC) design vehicles.

To ensure the vehicles manoeuvre throughout the subject site, a typical 11.50 m Heavy Single Unit (HSU) Truck and a 5.60 m passenger car were used. Figure 6-1 shows the typical passenger vehicle maneuvering through the site with no constraints. Figure 6-2 and Figure 6-3 show the assessment for the HSU truck. As illustrated in the figures, the HSU truck can enter, exit and manoeuver the site with no constraints.

PASSENGER VEHICLE (PTAC 5.6 m) - AUTOTURN TEMPLATE

SCALE:

DATE: PROJECT No.:

FIGURE No.:NTS

PROPOSED RESIDENTIAL DEVELOPMENT

IROQUOIS RIDGE #2-HCDSB DRAFT PLAN

TOWN OF OAKVILLE

DECEMBER, 2016TR16-0587

DESIGN VEHICLELEGEND

6-1

LEGEND DESIGN VEHICLE

SCALE:

DATE: PROJECT No.:

FIGURE No.:NTS

AUTOTURN TEMPLATE FOR HSU (11.50m)



TOWN OF OAKVILLE


6-2

LEGEND DESIGN VEHICLE

SCALE:

DATE: PROJECT No.:

FIGURE No.:NTS

AUTOTURN TEMPLATE FOR HSU (11.50m)



TOWN OF OAKVILLE


6-3




22

7 Conclusions and Recommendations

The findings and conclusions of our analysis are as follows:

All the intersections function below-capacity for existing traffic conditions;

A growth rate of 2% was applied along Eighth Line, and 1% along Kestell Boulevard and North Ridge Trail for general background growth for the 2021 horizon year and background traffic generation from proposed and planned developments within the study area were derived from the Active Development Applications page on the Town’s website;

During future background traffic conditions, all the key intersections are expected to function below-capacity;

The proposed development is expected to generate 46 two (2)-way new trips (12 trips in / 34 trips out) during the weekday AM peak hour and 58 two (2)-way new trips (37 trips in / 21 trips out) during the PM peak hour.

The proposed development is expected to have a minimal impact on the surrounding road network as future total traffic is expected to operate in a similar fashion to the future background scenario;

The proposed full-movement access on Coronation Drive is anticipated to function at a good LOS and well below capacity; and,

The traffic analysis under the future (2021) total Traffic conditions concludes that no roadway improvements are required at the study area intersections as a result of proposed development.

APPENDIX A Existing Turning Movement Counts and

Signal Timings Data

Accu-Traffic Inc.Morning Peak Diagram Specified Period

From:To:

7:00:009:00:00

One Hour PeakFrom:To:

8:00:009:00:00

Municipality:Site #:Intersection:TFR File #:Count date:

Oakville1618600001Eighth Ln & North Ridge Tr124-Nov-16

Weather conditions:

Person counted:Person prepared:Person checked:

** Signalized Intersection ** Major Road: Eighth Ln runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

461

205

9

Heavys

Trucks

Cars

Totals

0

1

19

20

0

0

172

172

0

0

13

13

0

1

204

Heavys

Trucks

Cars

Totals

4

0

252

256

Heavys Trucks Cars Totals

5 1 273 279


1 0 26 27

4 0 91 95

4 0 127 131

9 0 244

Peds Cross:

West Peds:

West Entering:

West Leg Total:

4

253

532

Eighth Ln

North Ridge TrW

N

E

SNorth Ridge Tr

Eighth Ln

East Leg Total:

East Entering:

East Peds:

Peds Cross:

450

275

6

Cars Trucks Heavys Totals

15 0 0 15

153 0 4 157

98 0 5 103

266 0 9


168 0 7 175

Cars

Trucks

Heavys

Totals

397

0

9

406

Cars

Trucks

Heavys

Totals

101

0

1

102

211

0

3

214

64

0

3

67

376

0

7

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

383

789

Comments

Accu-Traffic Inc.Afternoon Peak Diagram Specified Period

From:To:

16:00:0018:00:00


16:45:0017:45:00



Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

601

338

2

Heavys

Trucks

Cars

Totals

0

0

53

53

0

1

263

264

0

0

21

21

0

1

337

Heavys

Trucks

Cars

Totals

0

1

262

263


4 1 327 332


0 0 16 16

4 1 120 125

0 0 145 145

4 1 281

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

286

618

Eighth Ln

North Ridge TrW

N

E

SNorth Ridge Tr

Eighth Ln

East Leg Total:

East Entering:

East Peds:

Peds Cross:

449

223

2


32 0 0 32

123 1 4 128

63 0 0 63

218 1 4


221 1 4 226

Cars

Trucks

Heavys

Totals

471

1

0

472

Cars

Trucks

Heavys

Totals

151

0

0

151

214

1

0

215

80

0

0

80

445

1

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

3

446

918

Comments

Accu-Traffic Inc.Total Count Diagram



Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

1899

915

15

Heavys

Trucks

Cars

Totals

0

1

123

124

6

2

729

737

0

0

54

54

6

3

906

Heavys

Trucks

Cars

Totals

15

2

967

984


23 4 964 991


4 0 86 90

18 2 346 366

7 1 488 496

29 3 920

Peds Cross:

West Peds:

West Entering:

West Leg Total:

8

952

1943

Eighth Ln

North Ridge TrW

N

E

SNorth Ridge Tr

Eighth Ln

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1489

845

9


99 0 2 101

431 3 20 454

282 0 8 290

812 3 30


620 2 22 644

Cars

Trucks

Heavys

Totals

1499

3

21

1523

Cars

Trucks

Heavys

Totals

410

0

3

413

782

2

9

793

220

0

4

224

1412

2

16

Peds Cross:

South Peds:

South Entering:

South Leg Total:

6

1430

2953

Comments

Accu-Traffic Inc.Traffic Count Summary

Intersection: Eighth Ln & North Ridge Tr Count Date: 24-Nov-16 Municipality: OakvilleNorth Approach Totals South Approach Totals

East Approach Totals West Approach Totals

Includes Cars, Trucks, & Heavys Includes Cars, Trucks, & Heavys


HourEnding

HourEnding

HourEnding

HourEnding

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

GrandTotal

GrandTotal

GrandTotal

GrandTotal

TotalPeds

TotalPeds

TotalPeds

TotalPeds

North/SouthTotal

Approaches

East/WestTotal

Approaches

Calculated Values for Traffic Crossing Major StreetHours Ending:Crossing Values:

Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 4 99 4 107 3 318 8:00:00 35 160 16 211 09:00:00 13 172 20 205 9 588 9:00:00 102 214 67 383 116:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 16 215 41 272 1 665 17:00:00 122 206 65 393 318:00:00 21 251 59 331 2 774 18:00:00 154 213 76 443 2

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 59 39 24 122 1 282 8:00:00 33 40 87 160 09:00:00 103 157 15 275 6 528 9:00:00 27 95 131 253 416:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 67 128 33 228 0 493 17:00:00 13 117 135 265 418:00:00 61 130 29 220 2 494 18:00:00 17 114 143 274 0

7:00 8:00 9:00 16:00 17:00 18:00 0:00 0:000 135 297 0 212 212 0 0

54 737 124 915 15 2345 S Totals: 413 793 224 1430 6

290 454 101 845 9 1797 W Totals: 90 366 496 952 8

Acc

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Inc.

Cou

nt D

ate:

24-

Nov

-16

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317

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140

01

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06

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337

356

458

00

10

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60

00

131

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5:00

295

411

3857

120

01

01

00

06

00

013

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0033

447

968

647

00

10

10

00

60

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130

17:1

5:00

374

539

6073

90

02

11

00

06

00

013

017

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0043

661

273

8916

00

20

10

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60

00

152

17:4

5:00

507

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021

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20

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18:0

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544

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5512

313

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Acc

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24-

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Site

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7:00

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00

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00

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77

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3516

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199

00

00

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9538

5826

262

00

00

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31

92

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118

2398

4031

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515

242

2656

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0020

520

273

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116

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Inc.

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Site

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7:00

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00

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00

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00

7:15

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1010

3232

11

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144

6634

21

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7:45

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206

109

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1515

849

169

00

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8:15

:00

5217

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5124

80

00

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00

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2525

849

4723

00

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8:45

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105

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466

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136

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Site

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7:00

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02

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From:To:

7:00:009:00:00


8:00:009:00:00


Oakville1618600003Kestell Blvd & Coronation Dr124-Nov-16

Weather conditions:


** Non-Signalized Intersection ** Major Road: Kestell Blvd runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

106

64

0

Heavys

Trucks

Cars

Totals

2

0

38

40

0

0

24

24

2

0

62

Heavys

Trucks

Cars

Totals

3

0

39

42


5 0 132 137


2 0 24 26

5 0 68 73

7 0 92

Peds Cross:

West Peds:

West Entering:

West Leg Total:

43

99

236

Coronation Dr

Kestell BlvdW

N

E

SKestell Blvd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

210

113

33


15 0 1 16

94 0 3 97

109 0 4


92 0 5 97

Comments


From:To:

16:00:0018:00:00


17:00:0018:00:00



Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

86

40

1

Heavys

Trucks

Cars

Totals

0

0

34

34

0

0

6

6

0

0

40

Heavys

Trucks

Cars

Totals

0

0

46

46


0 0 90 90


0 0 33 33

0 0 84 84

0 0 117

Peds Cross:

West Peds:

West Entering:

West Leg Total:

6

117

207

Coronation Dr

Kestell BlvdW

N

E

SKestell Blvd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

159

69

1


13 0 0 13

56 0 0 56

69 0 0


90 0 0 90

Comments




Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

310

169

6

Heavys

Trucks

Cars

Totals

5

0

117

122

1

0

46

47

6

0

163

Heavys

Trucks

Cars

Totals

5

0

136

141


12 0 363 375


3 0 93 96

10 0 226 236

13 0 319

Peds Cross:

West Peds:

West Entering:

West Leg Total:

65

332

707

Coronation Dr

Kestell BlvdW

N

E

SKestell Blvd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

581

298

50


43 0 2 45

246 0 7 253

289 0 9


272 0 11 283

Comments


Intersection: Kestell Blvd & Coronation Dr Count Date: 24-Nov-16 Municipality: OakvilleNorth Approach Totals South Approach Totals




HourEnding

HourEnding

HourEnding

HourEnding

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

GrandTotal

GrandTotal

GrandTotal

GrandTotal

TotalPeds

TotalPeds

TotalPeds

TotalPeds

North/SouthTotal

Approaches

East/WestTotal

Approaches


Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 11 0 27 38 4 38 8:00:00 0 0 0 0 09:00:00 24 0 40 64 0 64 9:00:00 0 0 0 0 016:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 6 0 21 27 1 27 17:00:00 0 0 0 0 018:00:00 6 0 34 40 1 40 18:00:00 0 0 0 0 0

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 0 51 4 55 8 81 8:00:00 10 16 0 26 59:00:00 0 97 16 113 33 212 9:00:00 26 73 0 99 4316:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 0 49 12 61 8 151 17:00:00 27 63 0 90 1118:00:00 0 56 13 69 1 186 18:00:00 33 84 0 117 6

7:00 8:00 9:00 16:00 17:00 18:00 0:00 0:000 24 100 0 25 13 0 0

47 0 122 169 6 169 S Totals: 0 0 0 0 0

0 253 45 298 50 630 W Totals: 96 236 0 332 65

Acc

u-Tr

affic

Inc.

Cou

nt D

ate:

24-

Nov

-16

Site

#:

1618

6000

03

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24-

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24-

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Inc.

Cou

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24-

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Site

#:

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6000

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From:To:

7:00:009:00:00


8:00:009:00:00


Oakville1618600002Eighth Ln & Kestell Blvd124-Nov-16

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

806

448

5

Heavys

Trucks

Cars

Totals

2

0

1

3

6

2

427

435

2

0

8

10

10

2

436

Heavys

Trucks

Cars

Totals

7

1

350

358


2 1 12 15


0 0 2 2

0 0 1 1

0 1 36 37

0 1 39

Peds Cross:

West Peds:

West Entering:

West Leg Total:

5

40

55

Eighth Ln

Woodridge WayW

N

E

SKestell Blvd

Eighth Ln

East Leg Total:

East Entering:

East Peds:

Peds Cross:

248

149

7


21 0 1 22

2 0 0 2

121 0 4 125

144 0 5


93 0 6 99

Cars

Trucks

Heavys

Totals

584

3

10

597

Cars

Trucks

Heavys

Totals

9

1

0

10

327

1

6

334

84

0

4

88

420

2

10

Peds Cross:

South Peds:

South Entering:

South Leg Total:

19

432

1029

Comments


From:To:

16:00:0018:00:00


17:00:0018:00:00



Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

879

425

0

Heavys

Trucks

Cars

Totals

0

0

4

4

1

0

406

407

0

0

14

14

1

0

424

Heavys

Trucks

Cars

Totals

0

2

452

454


0 0 52 52


0 0 3 3

0 0 0 0

0 0 22 22

0 0 25

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

25

77

Eighth Ln

Woodridge WayW

N

E

SKestell Blvd

Eighth Ln

East Leg Total:

East Entering:

East Peds:

Peds Cross:

211

93

1


20 0 0 20

0 0 0 0

73 0 0 73

93 0 0


118 0 0 118

Cars

Trucks

Heavys

Totals

501

0

1

502

Cars

Trucks

Heavys

Totals

48

0

0

48

429

2

0

431

104

0

0

104

581

2

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

5

583

1085

Comments




Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

2945

1545

6

Heavys

Trucks

Cars

Totals

3

0

9

12

19

5

1467

1491

4

0

38

42

26

5

1514

Heavys

Trucks

Cars

Totals

15

5

1380

1400


5 1 103 109


1 0 5 6

0 0 1 1

0 1 118 119

1 1 124

Peds Cross:

West Peds:

West Entering:

West Leg Total:

9

126

235

Eighth Ln

Woodridge WayW

N

E

SKestell Blvd

Eighth Ln

East Leg Total:

East Entering:

East Peds:

Peds Cross:

718

389

11


61 0 2 63

4 0 0 4

313 0 9 322

378 0 11


318 0 11 329

Cars

Trucks

Heavys

Totals

1898

6

28

1932

Cars

Trucks

Heavys

Totals

90

1

2

93

1314

5

12

1331

279

0

7

286

1683

6

21

Peds Cross:

South Peds:

South Entering:

South Leg Total:

34

1710

3642

Comments


Intersection: Eighth Ln & Kestell Blvd Count Date: 24-Nov-16 Municipality: OakvilleNorth Approach Totals South Approach Totals




HourEnding

HourEnding

HourEnding

HourEnding

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

GrandTotal

GrandTotal

GrandTotal

GrandTotal

TotalPeds

TotalPeds

TotalPeds

TotalPeds

North/SouthTotal

Approaches

East/WestTotal

Approaches


Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 5 261 1 267 0 465 8:00:00 6 176 16 198 29:00:00 10 435 3 448 5 880 9:00:00 10 334 88 432 1916:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 13 388 4 405 1 902 17:00:00 29 390 78 497 818:00:00 14 407 4 425 0 1008 18:00:00 48 431 104 583 5

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 65 0 7 72 0 111 8:00:00 0 0 39 39 19:00:00 125 2 22 149 7 189 9:00:00 2 1 37 40 516:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 59 2 14 75 3 97 17:00:00 1 0 21 22 218:00:00 73 0 20 93 1 118 18:00:00 3 0 22 25 1

7:00 8:00 9:00 16:00 17:00 18:00 0:00 0:000 67 153 0 71 81 0 0

42 1491 12 1545 6 3255 S Totals: 93 1331 286 1710 34

322 4 63 389 11 515 W Totals: 6 1 119 126 9

Acc

u-Tr

affic

Inc.

Cou

nt D

ate:

24-

Nov

-16

Site

#:

1618

6000

02

Inte

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Inc.

Cou

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24-

Nov

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Site

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From:To:

7:00:009:00:00


8:00:009:00:00


Oakville1618600004North Ridge Tr & Coronation Dr124-Nov-16

Weather conditions:


** Non-Signalized Intersection ** Major Road: North Ridge Tr runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

37

24

3

Heavys

Trucks

Cars

Totals

0

0

14

14

0

0

1

1

0

0

9

9

0

0

24

Heavys

Trucks

Cars

Totals

1

0

12

13


7 0 237 244


0 0 5 5

5 0 158 163

1 0 12 13

6 0 175

Peds Cross:

West Peds:

West Entering:

West Leg Total:

13

181

425

Felhaber Cres

North Ridge TrW

N

E

SNorth Ridge Tr

Coronation Dr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

446

239

15


5 0 1 6

209 0 5 214

18 0 1 19

232 0 7


201 0 6 207

Cars

Trucks

Heavys

Totals

31

0

2

33

Cars

Trucks

Heavys

Totals

14

0

2

16

2

0

0

2

34

0

1

35

50

0

3

Peds Cross:

South Peds:

South Entering:

South Leg Total:

2

53

86

Comments


From:To:

16:00:0018:00:00


16:45:0017:45:00



Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

27

9

9

Heavys

Trucks

Cars

Totals

0

0

3

3

0

0

1

1

0

0

5

5

0

0

9

Heavys

Trucks

Cars

Totals

0

0

18

18


4 0 203 207


0 0 8 8

4 1 154 159

0 0 23 23

4 1 185

Peds Cross:

West Peds:

West Entering:

West Leg Total:

3

190

397

Felhaber Cres

North Ridge TrW

N

E

SNorth Ridge Tr

Coronation Dr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

414

237

4


10 0 0 10

191 0 4 195

32 0 0 32

233 0 4


172 1 4 177

Cars

Trucks

Heavys

Totals

56

0

0

56

Cars

Trucks

Heavys

Totals

9

0

0

9

0

0

0

0

13

0

0

13

22

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

6

22

78

Comments




Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

121

61

22

Heavys

Trucks

Cars

Totals

0

0

35

35

0

0

2

2

0

0

24

24

0

0

61

Heavys

Trucks

Cars

Totals

1

0

59

60


27 3 736 766


0 0 29 29

18 3 505 526

1 0 53 54

19 3 587

Peds Cross:

West Peds:

West Entering:

West Leg Total:

22

609

1375

Felhaber Cres

North Ridge TrW

N

E

SNorth Ridge Tr

Coronation Dr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1437

800

31


25 0 1 26

656 3 21 680

88 0 6 94

769 3 28


615 3 19 637

Cars

Trucks

Heavys

Totals

143

0

7

150

Cars

Trucks

Heavys

Totals

45

0

6

51

5

0

0

5

86

0

1

87

136

0

7

Peds Cross:

South Peds:

South Entering:

South Leg Total:

23

143

293

Comments


Intersection: North Ridge Tr & Coronation Dr Count Date: 24-Nov-16 Municipality: OakvilleNorth Approach Totals South Approach Totals




HourEnding

HourEnding

HourEnding

HourEnding

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

GrandTotal

GrandTotal

GrandTotal

GrandTotal

TotalPeds

TotalPeds

TotalPeds

TotalPeds

North/SouthTotal

Approaches

East/WestTotal

Approaches


Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 5 0 6 11 6 46 8:00:00 11 0 24 35 79:00:00 9 1 14 24 3 77 9:00:00 16 2 35 53 216:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 3 1 11 15 9 46 17:00:00 17 2 12 31 918:00:00 7 0 4 11 4 35 18:00:00 7 1 16 24 5

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 10 83 1 94 12 163 8:00:00 2 63 4 69 49:00:00 19 214 6 239 15 420 9:00:00 5 163 13 181 1316:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 31 188 10 229 0 409 17:00:00 8 151 21 180 418:00:00 34 195 9 238 4 417 18:00:00 14 149 16 179 1

7:00 8:00 9:00 16:00 17:00 18:00 0:00 0:000 32 55 0 26 20 0 0

24 2 35 61 22 204 S Totals: 51 5 87 143 23

94 680 26 800 31 1409 W Totals: 29 526 54 609 22

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24-

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Dundas St @ Trafalgar Rd (Master) Eighth Line @ Northridge Trail 7/20/2015 16:06

Configuration-----------------------------------------------------------------

Controller Sequence Priority 1 2 3 4 5 6 7 8 9 10 11 12

Ring 1 Phases . . 1 2 | 3 4 | 9 10 | 0 0 0 0 0 0 Ring 2 Phases . . 5 6 | 7 8 |11 12 | 0 0 0 0 0 0

Phase 1 2 3 4 5 6 7 8 9 10 11 12

In Use. . . . . . X X . X X X . X . . . .Exclusive Ped . . . . . . . . . . . . . .Direction . . . .

Overlap A B C DDirection . . .

Load Switch Channel/Driver Group Assign (Info Only): Load Signal Switch Driver Group (MMU) Phase/ Channel Ovlap Ped 1 . . . . . . 1 . 2 . . . . . . 2 . 3 . . . . . . 3 . 4 . . . . . . 4 . 5 . . . . . . 5 . 6 . . . . . . 6 . 7 . . . . . . 7 . 8 . . . . . . 8 . 9 . . . . . . 2 X 10 . . . . . . 4 X 11 . . . . . . 6 X 12 . . . . . . 8 X 13 . . . . . . A . 14 . . . . . . B . 15 . . . . . . C . 16 . . . . . . D .

BWyllie

Typewritten Text

NB

BWyllie

Typewritten Text

SB

BWyllie

Typewritten Text

EB

BWyllie

Typewritten Text

WB

BWyllie

Typewritten Text

SBL

BWyllie

Typewritten Text

NBL

BWyllie

Typewritten Text


Configuration Continued-----------------------------------------------------------------

Enable BIU: 1 2 3 4 5 6 7 8Terminal/Facilities. . . . X X . . . . . .Detector Rack. . . . . . . X . . . . . . .

Type 2 Runs as Type 1. . . .MMU Disable. . . . . . . . .Diagnostic Enable. . . . . .Peer-Peer Comm Enable. . . .

1 2 3 4 5 6 7 8 9 10Peer To Peer Addresses . . 255 255 255 255 255 255 255 255 255 255

Port 2:

Port 2 Protocol . . . . . . . . TerminalPort 2 Enable . . . . . . . . . NOAB3418 Address. . . . . . . . . 1AB3418 Group Address. . . . . . 0AB3418 Response Delay . . . . . 0AB3418 Single Flag Enable . . . NOAB3418 Drop-Out Time. . . . . . 0AB3418 TOD SF Select. . . . . . 0Data Rate . . . . . . . . . . . 1200 bpsData, Parity, Stop. . . . . . . 8, 0, 1

Port 3:

Port 3 Protocol . . . . . . . . TelemetryPort 3 Enable . . . . . . . . . YESTelemetry Address . . . . . . . 16System Detector 9-16 Address. . 0Telemetry Response Delay. . . . 8700AB3418 Address. . . . . . . . . 0AB3418 Group Address. . . . . . 0AB3418 Response Delay . . . . . 0AB3418 Single Flag Enable . . . NOAB3418 Drop-Out Time. . . . . . 0AB3418 TOD SF Select. . . . . . 0Duplex. . . . . . . . . . . . . FullData Rate . . . . . . . . . . . 1200 bpsData, Parity, Stop. . . . . . . 8, 0, 1


Configuration Continued-----------------------------------------------------------------

Event Enabling Alarm Enabling

Critical RFE'S (MMU/TF) . . . . . X ALARM 1 . . . . . . . . . . . XNon-Critical RFE'S (DET/TEST) . . . ALARM 2 . . . . . . . . . . . .Detector Errors . . . . . . . . . . ALARM 3 . . . . . . . . . . . .Coordination Errors . . . . . . . . ALARM 4 . . . . . . . . . . . .MMU Flash Faults. . . . . . . . . X ALARM 5 . . . . . . . . . . . .Local Flash Faults. . . . . . . . X ALARM 6 . . . . . . . . . . . .Preempt . . . . . . . . . . . . . X ALARM 7 . . . . . . . . . . . .Power On/Off. . . . . . . . . . . X ALARM 8 . . . . . . . . . . . .Low Battery . . . . . . . . . . . X ALARM 9 . . . . . . . . . . . . ALARM 10. . . . . . . . . . . . ALARM 11. . . . . . . . . . . . ALARM 12. . . . . . . . . . . . ALARM 13. . . . . . . . . . . . ALARM 14. . . . . . . . . . . . ALARM 15. . . . . . . . . . . . ALARM 16. . . . . . . . . . . .

Supervisor Access Code. . . ****Data Change Access Code . . ****

MMU Compatibility Program (Info Only)

Channel Is Allowed to Time With Channel 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 . . . . . . . . X . . . . X X . . . 2 . . . . . . . . X . X . . X X . . 3 . . . . . . . X . . . X X . . . 4 . . . . . . . X . X . X X . . 5 . . . . . . . . . . X . . . 6 . . . . . . . . X . X . . 7 . . . . . . . . . X . . 8 . . . . . . . X . X . 9 . . . . . . . . X . 10. . . . . . . X . 11. . . . . . . . 12. . . . . . . 13. . . . . . 14. . . . . 15. . . .

Version Info:Software Assy. Part No. VersionBoot 27831 2.83Program 45561 7.2 Application . 3Help 27891 5.83Configuration 27913 C165�


By-Phase Timing Data-----------------------------------------------------------------

Phase 1 2 3 4 5 6 7 8 9 10 11 12Direction

Minimum Green 7 25 0 12 7 25 0 12 5 5 5 5

Bike Min Green 0 0 0 0 0 0 0 0 0 0 0 0

Cond Serv Min Grn 0 0 0 0 0 0 0 0 0 0 0 0

Walk 0 10 0 12 0 10 0 12 0 10 0 10

Ped Clearance 0 15 0 18 0 15 0 18 0 16 0 16

Veh Extension 3.0 4.5 0.0 4.0 3.0 4.5 0.0 4.0 5.0 5.0 5.0 5.0

Alt Veh Exten 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Max Extension 0 0 0 0 0 0 0 0 0 0 0 0

Max 1 25 40 0 30 25 40 0 30 35 35 35 35

Max 2 40 40 40 40 40 40 40 40 40 40 40 40

Max 3 0 0 0 0 0 0 0 0 0 0 0 0

Det. Fail Max 0 0 0 0 0 0 0 0 0 0 0 0

Yellow Change 3.0 3.3 3.0 3.3 3.0 3.3 3.0 3.3 3.0 3.0 3.0 3.0

Red Clearance 0.0 2.4 0.0 2.6 0.0 2.4 0.0 2.6 1.0 1.0 1.0 1.0

Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0

Act. B4 Init 0 0 0 0 0 0 0 0 0 0 0 0

Sec/Actuation 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Max Initial 30 30 30 30 30 30 30 30 30 30 30 30

Time B4 Reduction 0 0 0 0 0 0 0 0 0 0 0 0

Cars Waiting 0 0 0 0 0 0 0 0 0 0 0 0

Time To Reduce 0 0 0 0 0 0 0 0 0 0 0 0

Minimum Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


No-Serve Phases-----------------------------------------------------------------

Phase Cannot Serve With PhasePhase 12 11 10 9 8 7 6 5 4 3 2 1. . . . . . . . . . . . . . 2. . . . . . . . . . . . . 3. . . . . . . . . . . . 4. . . . . . . . . . . 5. . . . . . . . . . 6. . . . . . . . . 7. . . . . . . . 8. . . . . . . 9. . . . . . 10. . . . . 11. . . .


Ped Carryover-----------------------------------------------------------------

Ped Start Phase Carry Over Phase

1 0

2 0

3 0

4 0

5 0

6 0

7 0

8 0

9 0

10 0

11 0

12 0


Vehicle/Ped Phase as Overlap-----------------------------------------------------------------

Ped Phase As Overlap Ped Consists of Ped PhasesOvlapPhase 1 2 3 4 5 6 7 8 9 10 11 12 1 . . . . . . . . . . . . 2 . . . . . . . . . . . . 3 . . . . . . . . . . . . 4 . . . . . . . . . . . . 5 . . . . . . . . . . . . 6 . . . . . . . . . . . . 7 . . . . . . . . . . . . 8 . . . . . . . . . . . . 9 . . . . . . . . . . . . 10 . . . . . . . . . . . . 11 . . . . . . . . . . . . 12 . . . . . . . . . . . .

Veh Phase As Overlap Veh Consists of Veh PhasesOvlapPhase 1 2 3 4 5 6 7 8 9 10 11 12 1 X . . . . . . . . . . . 2 . X . . . . . . . . . . 3 . . X . . . . . . . . . 4 . . . X . . . . . . . . 5 . . . . X . . . . . . . 6 . . . . . X . . . . . . 7 . . . . . . X . . . . . 8 . . . . . . . X . . . . 9 . . . . . . . . X . . . 10 . . . . . . . . . X . . 11 . . . . . . . . . . X . 12 . . . . . . . . . . . X


Overlap Data-----------------------------------------------------------------

Overlap A Phase: 1 2 3 4 5 6 7 8 9 10 11 12Standard. . . . . . . . . . . . . . . . . . . .Protected . . . . . . . . . . . . . . . . . . .Permitted . . . . . . . . . . . . . . . . . . .Enable Lag. . . . . . . . . . . . . . . . . . .Enable Lead . . . . . . . . . . . . . . . . . .Spare . . . . . . . . . . . . . . . . . . . . .Advance Green Timer . . . . . . . 0.0 Green Yellow RedLag/Lead Timers . . . . . . . . . 0.0 0.0 0.0

Overlap B Phase: 1 2 3 4 5 6 7 8 9 10 11 12Standard. . . . . . . . . . . . . . . . . . . .Protected . . . . . . . . . . . . . . . . . . .Permitted . . . . . . . . . . . . . . . . . . .Enable Lag. . . . . . . . . . . . . . . . . . .Enable Lead . . . . . . . . . . . . . . . . . .Spare . . . . . . . . . . . . . . . . . . . . .Advance Green Timer . . . . . . . 0.0 Green Yellow RedLag/Lead Timers . . . . . . . . . 0.0 0.0 0.0

Overlap C Phase: 1 2 3 4 5 6 7 8 9 10 11 12Standard. . . . . . . . . . . . . . . . . . . .Protected . . . . . . . . . . . . . . . . . . .Permitted . . . . . . . . . . . . . . . . . . .Enable Lag. . . . . . . . . . . . . . . . . . .Enable Lead . . . . . . . . . . . . . . . . . .Spare . . . . . . . . . . . . . . . . . . . . .Advance Green Timer . . . . . . . 0.0 Green Yellow RedLag/Lead Timers . . . . . . . . . 0.0 0.0 0.0

Overlap D Phase: 1 2 3 4 5 6 7 8 9 10 11 12Standard. . . . . . . . . . . . . . . . . . . .Protected . . . . . . . . . . . . . . . . . . .Permitted . . . . . . . . . . . . . . . . . . .Enable Lag. . . . . . . . . . . . . . . . . . .Enable Lead . . . . . . . . . . . . . . . . . .Spare . . . . . . . . . . . . . . . . . . . . .Advance Green Timer . . . . . . . 0.0 Green Yellow RedLag/Lead Timers . . . . . . . . . 0.0 0.0 0.0


Power Start, Remote Flash-----------------------------------------------------------------

Phase 1 2 3 4 5 6 7 8 9 10 11 12Power Start. . . . . . . . X . . . X . . . .External Start . . . . . . X . . . X . . . .Into Remote Flash. . . . . . . . . . . . . .Exit Remote Flash. . . . . . . . . . . . . . OverlapRemote Flash Yellow. . . . . . . . . . . . . A B C DFlash Together . . . . . . . . . . . . . . . . . . .

Initialization Interval:Power Start . . . . . . . . YellowExternal Start. . . . . . . Yellow

Power Start All Red Time. . 0Power Start Flash Time. . . 0

Remote Flash Options:

Out of Flash Yellow . . . . NOOut of Flash All Red. . . . NOMinimum Recall. . . . . . . NOAlternate Flash . . . . . . NOFlash Thru Load Switches. . NOCycle Through Phases. . . . NO


Option Data-----------------------------------------------------------------

Phase 1 2 3 4 5 6 7 8 9 10 11 12Guaranteed Passage . . . . . . . . . . . . . .Call To NonActuated 1 . . X . . . X . . . . . .Call To NonActuated 2 . . . . . . . . . . . . .Dual Entry. . . . . . . . X . X . X . X . . . .Conditional Service . . . . . . . . . . . . . .Conditional Reservice . . . . . . . . . . . . .Actuated Rest in Walk . . X . . . X . . . . . .Flashing Walk . . . . . . . . . . . . . . . . .

Enable Programmable OptionsDual Entry. . . . . . . . . . . ON Backup Protection Group 1 . . . . ONConditional Service . . . . . . OFF Backup Protection Group 2 . . . . ONPed Clearance Protection. . . . OFF Backup Protection Group 3 . . . . OFFSpecial Preempt Overlap Flash . OFF Simultaneous Gap Group 1. . . . . OFFCond Service Det Cross Switch . OFF Simultaneous Gap Group 2. . . . . OFFLock Detectors in Red Only. . . OFF Simultaneous Gap Group 3. . . . . OFF

Five Section Left Turn Control Phases: 5-2 7-4 1-6 3-8 11-10 9-12Left Turn Head. . . . . . . . . .


Recall Data, Dimming-----------------------------------------------------------------

Phase 1 2 3 4 5 6 7 8 9 10 11 12Locking Detector. . . . . . . . . . . . . . . .Vehicle Recall. . . . . . . . . . . . . . . . .Pedestrian Recall . . . . X . . . X . . . . . .Recall To Max . . . . . . . . . . . . . . . . .Soft Recall . . . . . . . . . . . . . . . . . .Don't Rest Here . . . . . . . . . . . . . . . .Ped Dark if No Call . . . . . . . . . . . . . .

Dimming: Load Switch 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Green/Walk. . . . NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NOYellow/Ped Clear. NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NORed/Don't Walk. . NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO


Detector Type/Timers-----------------------------------------------------------------

Locking Log Timers Don't ResetDet. Memory Enable Extend Delay Extend Type 1 NO NO 0.0 0 . 0 - Normal 2 NO NO 0.0 0 . 0 - Normal 3 NO NO 0.0 0 . 0 - Normal 4 NO NO 0.0 8 . 1 - Extend/Delay 5 NO NO 0.0 0 . 0 - Normal 6 NO NO 0.0 0 . 0 - Normal 7 NO NO 0.0 0 . 0 - Normal 8 NO NO 0.0 8 . 1 - Extend/Delay 9 NO NO 0.0 0 . 0 - Normal 10 NO NO 0.0 0 . 0 - Normal 11 NO NO 0.0 0 . 0 - Normal 12 NO NO 0.0 0 . 0 - Normal 13 NO NO 0.0 0 . 0 - Normal 14 NO NO 0.0 0 . 0 - Normal 15 NO NO 0.0 0 . 0 - Normal 16 NO NO 0.0 0 . 0 - Normal 17 NO NO 0.0 0 . 0 - Normal 18 NO NO 0.0 0 . 0 - Normal 19 NO NO 0.0 0 . 0 - Normal 20 NO NO 0.0 0 . 0 - Normal 21 NO NO 0.0 0 . 0 - Normal 22 NO NO 0.0 0 . 0 - Normal 23 NO NO 0.0 0 . 0 - Normal 24 NO NO 0.0 0 . 0 - Normal 25 NO NO 0.0 0 . 0 - Normal 26 NO NO 0.0 0 . 0 - Normal 27 NO NO 0.0 0 . 0 - Normal 28 NO NO 0.0 0 . 0 - Normal 29 NO NO 0.0 0 . 0 - Normal 30 NO NO 0.0 0 . 0 - Normal 31 NO NO 0.0 0 . 0 - Normal 32 NO NO 0.0 0 . 0 - Normal

Detector Names

Det 1: Detector 1 Det 17: Detector 17 Det 2: Detector 2 Det 18: Detector 18 Det 3: Detector 3 Det 19: Detector 19 Det 4: Detector 4 Det 20: Detector 20 Det 5: Detector 5 Det 21: Detector 21 Det 6: Detector 6 Det 22: Detector 22 Det 7: Detector 7 Det 23: Detector 23 Det 8: Detector 8 Det 24: Detector 24 Det 9: Detector 9 Det 25: Detector 25 Det 10: Detector 10 Det 26: Detector 26 Det 11: Detector 11 Det 27: Detector 27 Det 12: Detector 12 Det 28: Detector 28 Det 13: Detector 13 Det 29: Detector 29 Det 14: Detector 14 Det 30: Detector 30 Det 15: Detector 15 Det 31: Detector 31 Det 16: Detector 16 Det 32: Detector 32


Detector Type/Timers-----------------------------------------------------------------

33 NO NO 0.0 0 . 0 - Normal 34 NO NO 0.0 0 . 0 - Normal 35 NO NO 0.0 0 . 0 - Normal 36 NO NO 0.0 0 . 0 - Normal 37 NO NO 0.0 0 . 0 - Normal 38 NO NO 0.0 0 . 0 - Normal 39 NO NO 0.0 0 . 0 - Normal 40 NO NO 0.0 0 . 0 - Normal 41 NO NO 0.0 0 . 0 - Normal 42 NO NO 0.0 0 . 0 - Normal 43 NO NO 0.0 0 . 0 - Normal 44 NO NO 0.0 0 . 0 - Normal 45 NO NO 0.0 0 . 0 - Normal 46 NO NO 0.0 0 . 0 - Normal 47 NO NO 0.0 0 . 0 - Normal 48 NO NO 0.0 0 . 0 - Normal 49 NO NO 0.0 0 . 0 - Normal 50 NO NO 0.0 0 . 0 - Normal 51 NO NO 0.0 0 . 0 - Normal 52 NO NO 0.0 0 . 0 - Normal 53 NO NO 0.0 0 . 0 - Normal 54 NO NO 0.0 0 . 0 - Normal 55 NO NO 0.0 0 . 0 - Normal 56 NO NO 0.0 0 . 0 - Normal 57 NO NO 0.0 0 . 0 - Normal 58 NO NO 0.0 0 . 0 - Normal 59 NO NO 0.0 0 . 0 - Normal 60 NO NO 0.0 0 . 0 - Normal 61 NO NO 0.0 0 . 0 - Normal 62 NO NO 0.0 0 . 0 - Normal 63 NO NO 0.0 0 . 0 - Normal 64 NO NO 0.0 0 . 0 - Normal

Detector Names

Det 33: Detector 33 Det 49: Detector 49 Det 34: Detector 34 Det 50: Detector 50 Det 35: Detector 35 Det 51: Detector 51 Det 36: Detector 36 Det 52: Detector 52 Det 37: Detector 37 Det 53: Detector 53 Det 38: Detector 38 Det 54: Detector 54 Det 39: Detector 39 Det 55: Detector 55 Det 40: Detector 40 Det 56: Detector 56 Det 41: Detector 41 Det 57: Detector 57 Det 42: Detector 42 Det 58: Detector 58 Det 43: Detector 43 Det 59: Detector 59 Det 44: Detector 44 Det 60: Detector 60 Det 45: Detector 45 Det 61: Detector 61 Det 46: Detector 46 Det 62: Detector 62 Det 47: Detector 47 Det 63: Detector 63 Det 48: Detector 48 Det 64: Detector 64


Detector Phase Assignment-----------------------------------------------------------------

PhaseDet. 1 2 3 4 5 6 7 8 9 10 11 12 1 X . . . . . . . . . . . 2 . X . . . . . . . . . . 3 . . . X . . . . . . . . 4 . . . X . . . . . . . . 5 . . . . X . . . . . . . 6 . X . . . . . . . . . . 7 . . . X . . . . . . . . 8 . . . X . . . . . . . . 9 . . . . . . . . X . . . 10 . . . . . . . . . X . . 11 . . . . . . . . . . X . 12 . . . . . . . . . . . X 13 . . . . . . . . . . . . 14 . . . . . . . . . . . . 15 . . . . . . . . . . . . 16 . . . . . . . . . . . . 17 . . . . . . . . . . . . 18 . . . . . . . . . . . . 19 . . . . . . . . . . . . 20 . . . . . . . . . . . . 21 . . . . . . . . . . . . 22 . . . . . . . . . . . . 23 . . . . . . . . . . . . 24 . . . . . . . . . . . . 25 . . . . . . . . . . . . 26 . . . . . . . . . . . . 27 . . . . . . . . . . . . 28 . . . . . . . . . . . . 29 . . . . . . . . . . . . 30 . . . . . . . . . . . . 31 . . . . . . . . . . . . 32 . . . . . . . . . . . .


Detector Cross Switching-----------------------------------------------------------------

PhaseDet. 1 2 3 4 5 6 7 8 9 10 11 12 1 . . . . . X . . . . . . 2 . . . . . . . . . . . . 3 . . . . . . . . . . . . 4 . . . . . . . . . . . . 5 . X . . . . . . . . . . 6 . . . . . . . . . . . . 7 . . . . . . . . . . . . 8 . . . . . . . . . . . . 9 . . . . . . . . . . . . 10 . . . . . . . . . . . . 11 . . . . . . . . . . . . 12 . . . . . . . . . . . . 13 . . . . . . . . . . . . 14 . . . . . . . . . . . . 15 . . . . . . . . . . . . 16 . . . . . . . . . . . . 17 . . . . . . . . . . . . 18 . . . . . . . . . . . . 19 . . . . . . . . . . . . 20 . . . . . . . . . . . . 21 . . . . . . . . . . . . 22 . . . . . . . . . . . . 23 . . . . . . . . . . . . 24 . . . . . . . . . . . . 25 . . . . . . . . . . . . 26 . . . . . . . . . . . . 27 . . . . . . . . . . . . 28 . . . . . . . . . . . . 29 . . . . . . . . . . . . 30 . . . . . . . . . . . . 31 . . . . . . . . . . . . 32 . . . . . . . . . . . .


Detector Cross Switching-----------------------------------------------------------------

PhaseDet. 1 2 3 4 5 6 7 8 9 10 11 12 33 . . . . . . . . . . . . 34 . . . . . . . . . . . . 35 . . . . . . . . . . . . 36 . . . . . . . . . . . . 37 . . . . . . . . . . . . 38 . . . . . . . . . . . . 39 . . . . . . . . . . . . 40 . . . . . . . . . . . . 41 . . . . . . . . . . . . 42 . . . . . . . . . . . . 43 . . . . . . . . . . . . 44 . . . . . . . . . . . . 45 . . . . . . . . . . . . 46 . . . . . . . . . . . . 47 . . . . . . . . . . . . 48 . . . . . . . . . . . . 49 . . . . . . . . . . . . 50 . . . . . . . . . . . . 51 . . . . . . . . . . . . 52 . . . . . . . . . . . . 53 . . . . . . . . . . . . 54 . . . . . . . . . . . . 55 . . . . . . . . . . . . 56 . . . . . . . . . . . . 57 . . . . . . . . . . . . 58 . . . . . . . . . . . . 59 . . . . . . . . . . . . 60 . . . . . . . . . . . . 61 . . . . . . . . . . . . 62 . . . . . . . . . . . . 63 . . . . . . . . . . . . 64 . . . . . . . . . . . .


Ped/SD Local Assign,Log Interval-----------------------------------------------------------------

Phase Ped Detector 1 2 3 4 5 6 7 8 9 10 11 12Is Ped Detector No. . . . 1 2 3 4 5 6 7 8 9 10 11 12

*Local System Detector No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Is Local Detector No. . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Detector Log Interval . . 0

*NOTE: System master designations cross referenced to local system detector numbers are: SDA1 = 1 & 9 SDA2 = 2 & 10 SDB1 = 3 & 11 SDB2 = 4 & 12 SDC1 = 5 & 13 SDC2 = 6 & 14 SDD1 = 7 & 15 SDD2 = 8 & 16


Diagnostic Plans/Fail Action-----------------------------------------------------------------

DetectorPlan 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 161 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 12 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 13 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 14 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 15 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 16 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 17 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 18 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1*Fail Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


*NOTE: 0 = No Action, 1 = Min Recall, 2 = Max Recall in Effect 3 = Detector Fail Max Tiime from By-Phase Timing Data


Diagnostic Plans/Fail Action-----------------------------------------------------------------



*NOTE: 0 = No Action, 1 = Min Recall, 2 = Max Recall in Effect 3 = Detector Fail Max Tiime from By-Phase Timing Data


Ped Diagnostic Plans-----------------------------------------------------------------

Plan 1 2 3 4 5 6 7 8 9 10 11 12 1 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 2 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 3 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 4 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 5 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 6 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 7 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1 8 Diagnostic 0 0 0 0 0 0 0 0 0 0 0 0 Scaling 1 1 1 1 1 1 1 1 1 1 1 1


Detector Diagnostic Intervals-----------------------------------------------------------------

Diagnostic *No-Activity *Max Presence Number Diagnostic Interval Diagnostic Interval Erratic Counts

1 0 0 0 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 0 0 0 7 0 0 0 8 0 0 0 9 0 0 0 10 0 0 0 11 0 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 17 0 0 0 18 0 0 0 19 0 0 0 20 0 0 0 21 0 0 0 22 0 0 0 23 0 0 0 24 0 0 0 25 0 0 0 26 0 0 0 27 0 0 0 28 0 0 0 29 0 0 0 30 0 0 0 31 0 0 0 32 0 0 0

*NOTE: Scaling is specified in each detector diagnostic plan.


Speed Detectors-----------------------------------------------------------------

Local Speed DetectorOne Detector Speed: 1 2 3 4 5 6 7 8 Local Detector Number. . . . 0 0 0 0 0 0 0 0 Vehicle Length . . . . . . . 0 0 0 0 0 0 0 0 Loop Length. . . . . . . . . 0 0 0 0 0 0 0 0Two Detector Speed: Local Detector Number. . . . 0 0 0 0 0 0 0 0 Speed Trap Length. . . . . . 0 0 0 0 0 0 0 0

Local Speed DetectorOne Detector Speed: 9 10 11 12 13 14 15 16 Local Detector Number. . . . 0 0 0 0 0 0 0 0 Vehicle Length . . . . . . . 0 0 0 0 0 0 0 0 Loop Length. . . . . . . . . 0 0 0 0 0 0 0 0Two Detector Speed: Local Detector Number. . . . 0 0 0 0 0 0 0 0 Speed Trap Length. . . . . . 0 0 0 0 0 0 0 0

Units. . . . . . . . . . . . . Inches

NOTE: Speed Detector 1 = STA, Speed Detector 2 = STB


Coordinator Manual Command and Options-----------------------------------------------------------------

Manual Enable . . . . . Pattern . . . . . . . 0

Split Units . . . . . Percent OffsetUnits . . . . . PercentInterconnect Format . STD Interconnect Source . NICTransition. . . . . . SMOOTH Dwell Period. . . . . 0Resync Count. . . . . 3

Actuated Coord Phase . . . . Actuated Walk Rest . . . XInhibit Max Timing . . . . X Max 2 Select . . . . . . .Floating Force Off . . . . . Multisync. . . . . . . . .

PhaseSplit Demand: Call Time Cyc Count 1 2 3 4 5 6 7 8 9 10 11 12Demand 1 . . 0 0 . . . . . . . . . . . .Demand 2 . . 0 0 . . . . . . . . . . . .

Phase 1 2 3 4 5 6 7 8 9 10 11 12Auto Permissive Min Green . 0 0 0 0 0 0 0 0 0 0 0 0

A B C D E FFree Alternate Sequence . . . . . . . .


Coordination Patterns-----------------------------------------------------------------Pattern 1Cycle Length . . 100 COS . . . . . 701Offset . . . . . 74Vehicle Permissive . . [1] 0 [2] 0Vehicle Perm 2 Displacement 0 Phase Reservice. . NOSplits: Phase 1- 10 2- 53 3- 0 4- 37 Phase 5- 10 6- 53 7- 0 8- 37 Phase 9- 0 10- 0 11- 0 12- 0 Split Sum: 0Split Extension/Ring [1] 0 [2] 0Split Demand Pattern [1] 0 [2] 0XRT Pattern. . . 0 Phase Number: 1 2 3 4 5 6 7 8 9 10 11 12Coord Phases . . . X . . . X . . . . . .Veh Recall . . . . . . . . . . . . . . .Veh Max Recall . . . . . . . . . . . . .Ped Recall . . . . . . . . . . . . . . .Veh Omit . . . . . . . . . . . . . . . .Alt Sequence . . A: . B: . C: . D: . E: . F: . -------------------------------------Pattern 3Cycle Length . . 100 COS . . . . . 703Offset . . . . . 74Vehicle Permissive . . [1] 0 [2] 0Vehicle Perm 2 Displacement 0 Phase Reservice. . NOSplits: Phase 1- 10 2- 53 3- 0 4- 37 Phase 5- 10 6- 53 7- 0 8- 37 Phase 9- 0 10- 0 11- 0 12- 0 Split Sum: 0Split Extension/Ring [1] 0 [2] 0Split Demand Pattern [1] 0 [2] 0XRT Pattern. . . 0 Phase Number: 1 2 3 4 5 6 7 8 9 10 11 12Coord Phases . . . X . . . X . . . . . .Veh Recall . . . . . . . . . . . . . . .Veh Max Recall . . . . . . . . . . . . .Ped Recall . . . . . . . . . . . . . . .Veh Omit . . . . . . . . . . . . . . . .Alt Sequence . . A: . B: . C: . D: . E: . F: . -------------------------------------


Preemptors-----------------------------------------------------------------Preemptor 1Active . . . . . . . . . . . . Det Lock. . . . . . Ped Dark . . . . . .Priority Preemption. . . . . . Yel-Red To Grn. . . Ped Active . . . . .Outputs Only During Hold . . . Flash All Outputs . Zero Ped Clr Time. .Terminate Overlap ASAP . . . . Terminate Phases. . Ped Clr Thru Yel . .Don't Override Flash . . . . . Duration Time. . . 0Flash During Hold. . . . . . . Delay Time . . . . 0No CVM in Flash. . . . . . . . Inhibit Time . . . 0Fast Flash Grn on Hold Phase. . Min Ped Clear. . . 0Enable Max Time. . . . . . . . Max Time . . . . . 0 Exit Max . . . . . 0 Min Hold Time. . . 0 Hold Delay Time. . 0

Green Yellow RedMinimum . . . . . . 0 0.0 0.0Track Clear . . . . 0 0.0 0.0Hold. . . . . . . . 0.0 0.0

Phase/Overlap 1 2 3 4 5 6 7 8 9 10 11 12/ A B C DTerminate Overlap . . . . . . . . . . . . . . . . . . . .Track Clearance Phase . . . . . . . . . . . . . .Hold Phases . . . . . . . . . . . . . . . . . . .Exit Phases . . . . . . . . . . . . . . . . . . .Exit Calls on Phase . . . . . . . . . . . . . . .

Out of Flash Color for Exit Phases . . . . Green ----------------------------------------Preemptor 2Active . . . . . . . . . . . . Det Lock. . . . . . Ped Dark . . . . . .Priority Preemption. . . . . . Yel-Red To Grn. . . Ped Active . . . . .Outputs Only During Hold . . . Flash All Outputs . Zero Ped Clr Time. .Terminate Overlap ASAP . . . . Terminate Phases. . Ped Clr Thru Yel . .Don't Override Flash . . . . . Duration Time. . . 0Flash During Hold. . . . . . . Delay Time . . . . 0No CVM in Flash. . . . . . . . Inhibit Time . . . 0Fast Flash Grn on Hold Phase. . Min Ped Clear. . . 0Enable Max Time. . . . . . . . Max Time . . . . . 0 Exit Max . . . . . 0 Min Hold Time. . . 0 Hold Delay Time. . 0



Out of Flash Color for Exit Phases . . . . GreenLinked Preemptor . . . . 0 ----------------------------------------


Preemptors-----------------------------------------------------------------Preemptor 3Active . . . . . . . . . . . X Det Lock. . . . . X Ped Dark . . . . . .Priority Preemption. . . . . X Yel-Red To Grn. . . Ped Active . . . . XOutputs Only During Hold . . . Flash All Outputs . Zero Ped Clr Time. .Terminate Overlap ASAP . . . . Terminate Phases. X Ped Clr Thru Yel . XDon't Override Flash . . . . . Duration Time. . . 0Flash During Hold. . . . . . . Delay Time . . . . 0No CVM in Flash. . . . . . . . Inhibit Time . . . 0Fast Flash Grn on Hold Phase. . Min Ped Clear. . . 10Enable Max Time. . . . . . . . Max Time . . . . . 0 Exit Max . . . . . 0 Min Hold Time. . . 10 Hold Delay Time. . 0


Phase/Overlap 1 2 3 4 5 6 7 8 9 10 11 12/ A B C DTerminate Overlap . . . . . . . . . . . . . . . . . . . .Track Clearance Phase . . . . . . . . . . . . . .Hold Phases . . . . . . . . X . . . X . . . . . .Exit Phases . . . . . . . . X . . . X . . . . . .Exit Calls on Phase . . . . . . . . . . . . . . .

Out of Flash Color for Exit Phases . . . . GreenLinked Preemptor . . . . 0 ----------------------------------------Preemptor 4Active . . . . . . . . . . . X Det Lock. . . . . X Ped Dark . . . . . .Priority Preemption. . . . . X Yel-Red To Grn. . . Ped Active . . . . XOutputs Only During Hold . . . Flash All Outputs . Zero Ped Clr Time. .Terminate Overlap ASAP . . . . Terminate Phases. X Ped Clr Thru Yel . XDon't Override Flash . . . . . Duration Time. . . 0Flash During Hold. . . . . . . Delay Time . . . . 0No CVM in Flash. . . . . . . . Inhibit Time . . . 0Fast Flash Grn on Hold Phase. . Min Ped Clear. . . 10Enable Max Time. . . . . . . . Max Time . . . . . 0 Exit Max . . . . . 0 Min Hold Time. . . 10 Hold Delay Time. . 0


Phase/Overlap 1 2 3 4 5 6 7 8 9 10 11 12/ A B C DTerminate Overlap . . . . . . . . . . . . . . . . . . . .Track Clearance Phase . . . . . . . . . . . . . .Hold Phases . . . . . . . . . . X . . . X . . . .Exit Phases . . . . . . . . . . X . . . X . . . .Exit Calls on Phase . . . . . . . . . . . . . . .



Preemptors-----------------------------------------------------------------Preemptor 5Active . . . . . . . . . . . . Det Lock. . . . . . Ped Dark . . . . . .Priority Preemption. . . . . . Yel-Red To Grn. . . Ped Active . . . . .Outputs Only During Hold . . . Flash All Outputs . Zero Ped Clr Time. .Terminate Overlap ASAP . . . . Terminate Phases. X Ped Clr Thru Yel . .Don't Override Flash . . . . . Duration Time. . . 0Flash During Hold. . . . . . . Delay Time . . . . 0No CVM in Flash. . . . . . . . Inhibit Time . . . 0Fast Flash Grn on Hold Phase. . Min Ped Clear. . . 0Enable Max Time. . . . . . . . Max Time . . . . . 0 Exit Max . . . . . 0 Min Hold Time. . . 0 Hold Delay Time. . 0



Out of Flash Color for Exit Phases . . . . GreenLinked Preemptor . . . . 0 ----------------------------------------Preemptor 6Active . . . . . . . . . . . . Det Lock. . . . . . Ped Dark . . . . . .Priority Preemption. . . . . . Yel-Red To Grn. . . Ped Active . . . . .Outputs Only During Hold . . . Flash All Outputs . Zero Ped Clr Time. .Terminate Overlap ASAP . . . . Terminate Phases. X Ped Clr Thru Yel . .Don't Override Flash . . . . . Duration Time. . . 0Flash During Hold. . . . . . . Delay Time . . . . 0No CVM in Flash. . . . . . . . Inhibit Time . . . 0Fast Flash Grn on Hold Phase. . Min Ped Clear. . . 0Enable Max Time. . . . . . . . Max Time . . . . . 0 Exit Max . . . . . 0 Min Hold Time. . . 0 Hold Delay Time. . 0





Bus Preemptors-----------------------------------------------------------------

Bus Preemptor 1 2 3 4

Preemptor Active. . . . . . . . . . . .Detector Lock . . . . . . . . . . . . .Maximum Time. . . . . . . . . . 0 0 0 0Reservice Time. . . . . . . . . 0 0 0 0Delay Time. . . . . . . . . . . 0 0 0 0Inhibit Time. . . . . . . . . . 0 0 0 0Entrance Green. . . . . . . . . 0 0 0 0Entrance Ped Clearance. . . . . 0 0 0 0Entrance Yellow . . . . . . . . 0.0 0.0 0.0 0.0Entrance Red. . . . . . . . . . 0.0 0.0 0.0 0.0Minimum Hold Time . . . . . . . 0 0 0 0

Hold Phases 1 2 3 4 5 6 7 8 9 10 11 12

Preemptor 1 . . . . . . . . . . . . . . . . .Preemptor 2 . . . . . . . . . . . . . . . . .Preemptor 3 . . . . . . . . . . . . . . . . .Preemptor 4 . . . . . . . . . . . . . . . . .


NIC/TOD Clock/Calendar-----------------------------------------------------------------

Manual NIC Program Step . . . . . . . . 0

Manual TOD Program Step . . . . . . . . 0

NIC Resync Time . . . . . . . . . . . . 0000

Sync Reference is . . . . . . . . . . . Reference Time

Week 1 Begins on 1st Sunday . . . . . . NO If NO, then week containing Jan. 1

Disable Daylight Savings Time . . . . . YES

Daylight SavingsBegins Last Sunday in March . . . . . . NO If NO, then Second Sunday as per 2007 DST Law


TOD Weekly/Yearly-----------------------------------------------------------------

Weekly Program Numbers 1 2 3 4 5 6 7 8 9 10

Sunday . . . 2 1 1 1 1 1 1 1 1 1 Program No.Monday . . . 1 1 1 1 1 1 1 1 1 1 Program No.Tuesday. . . 1 1 1 1 1 1 1 1 1 1 Program No.Wednesday. . 1 1 1 1 1 1 1 1 1 1 Program No.Thursday . . 1 1 1 1 1 1 1 1 1 1 Program No.Friday . . . 1 1 1 1 1 1 1 1 1 1 Program No.Saturday . . 2 1 1 1 1 1 1 1 1 1 Program No.

Week of Year 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18Prog 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36Prog 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53Prog 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1


Holiday Programs-----------------------------------------------------------------

Holiday Type Month Day of Week/ Week of Year/ Program Day of Month Year

1 Fixed 0 0 0 0 2 Fixed 0 0 0 0 3 Fixed 0 0 0 0 4 Fixed 0 0 0 0 5 Fixed 0 0 0 0 6 Fixed 0 0 0 0 7 Fixed 0 0 0 0 8 Fixed 0 0 0 0 9 Fixed 0 0 0 0 10 Fixed 0 0 0 0 11 Fixed 0 0 0 0 12 Fixed 0 0 0 0 13 Fixed 0 0 0 0 14 Fixed 0 0 0 0 15 Fixed 0 0 0 0 16 Fixed 0 0 0 0 17 Fixed 0 0 0 0 18 Fixed 0 0 0 0 19 Fixed 0 0 0 0 20 Fixed 0 0 0 0 21 Fixed 0 0 0 0 22 Fixed 0 0 0 0 23 Fixed 0 0 0 0 24 Fixed 0 0 0 0 25 Fixed 0 0 0 0 26 Fixed 0 0 0 0 27 Fixed 0 0 0 0 28 Fixed 0 0 0 0 29 Fixed 0 0 0 0 30 Fixed 0 0 0 0 31 Fixed 0 0 0 0 32 Fixed 0 0 0 0 33 Fixed 0 0 0 0 34 Fixed 0 0 0 0 35 Fixed 0 0 0 0 36 Fixed 0 0 0 0


NIC Program Steps-----------------------------------------------------------------

Step Program Step Begins Pattern Override

1 1 0700 1 NO 2 1 0900 0 NO 3 1 1600 3 NO 4 1 1830 0 NO


TOD Program Steps-----------------------------------------------------------------

UPPER MIDDLE ROAD Direct port 11 EIGHTH LINE & KESTELL BLVD 7/21/2015 10:14

Configuration

-----------------------------------------------------------------

Controller Sequence Priority

1 2 3 4 5 6 7 8 9 10 11 12

Ring 1 Phases . . 1 2 | 3 4 | 9 10 | 0 0 0 0 0 0

Ring 2 Phases . . 5 6 | 7 8 |11 12 | 0 0 0 0 0 0

Phase

1 2 3 4 5 6 7 8 9 10 11 12

In Use. . . . . . X X . X . . . . . . . .

Exclusive Ped . . . . . . . . . . . . . .

Direction . . . .SBLT N/S E/W

Overlap

A B C D

Direction . . .

Load Switch Channel/Driver Group Assign (Info Only):

Load Signal

Switch Driver Group

(MMU) Phase/

Channel Ovlap Ped

1 . . . . . . 1 .

2 . . . . . . 2 .

3 . . . . . . 3 .

4 . . . . . . 4 .

5 . . . . . . A .

6 . . . . . . B .

7 . . . . . . 2 X

8 . . . . . . 4 X

9 . . . . . . 0 .

10 . . . . . . 0 .

11 . . . . . . 0 .

12 . . . . . . 0 .

13 . . . . . . 0 .

14 . . . . . . 0 .

15 . . . . . . 0 .

16 . . . . . . 0 .


Configuration Continued

-----------------------------------------------------------------

Enable BIU: 1 2 3 4 5 6 7 8

Terminal/Facilities. . . . X . . . . . . .

Detector Rack. . . . . . . X . . . . . . .

Type 2 Runs as Type 1. . . .

MMU Disable. . . . . . . . .

Diagnostic Enable. . . . . .

Peer-Peer Comm Enable. . . .

1 2 3 4 5 6 7 8 9 10

Peer To Peer Addresses . . 255 255 255 255 255 255 255 255 255 255

Port 2:

Port 2 Protocol . . . . . . . . Terminal

Port 2 Enable . . . . . . . . . NO

AB3418 Address. . . . . . . . . 0

AB3418 Group Address. . . . . . 0

AB3418 Response Delay . . . . . 0

AB3418 Single Flag Enable . . . NO

AB3418 Drop-Out Time. . . . . . 0

AB3418 TOD SF Select. . . . . . 0

Data Rate . . . . . . . . . . . 1200 bps

Data, Parity, Stop. . . . . . . 8, 0, 1

Port 3:

Port 3 Protocol . . . . . . . . Telemetry

Port 3 Enable . . . . . . . . . YES

Telemetry Address . . . . . . . 23

System Detector 9-16 Address. . 0

Telemetry Response Delay. . . . 8700

AB3418 Address. . . . . . . . . 0

AB3418 Group Address. . . . . . 0

AB3418 Response Delay . . . . . 0

AB3418 Single Flag Enable . . . NO

AB3418 Drop-Out Time. . . . . . 0

AB3418 TOD SF Select. . . . . . 0

Duplex. . . . . . . . . . . . . Full

Data Rate . . . . . . . . . . . 1200 bps

Data, Parity, Stop. . . . . . . 8, 0, 1


Configuration Continued

-----------------------------------------------------------------

Event Enabling Alarm Enabling

Critical RFE'S (MMU/TF) . . . . . X ALARM 1 . . . . . . . . . . . X

Non-Critical RFE'S (DET/TEST) . . . ALARM 2 . . . . . . . . . . . .

Detector Errors . . . . . . . . . . ALARM 3 . . . . . . . . . . . .

Coordination Errors . . . . . . . . ALARM 4 . . . . . . . . . . . .

MMU Flash Faults. . . . . . . . . X ALARM 5 . . . . . . . . . . . .

Local Flash Faults. . . . . . . . X ALARM 6 . . . . . . . . . . . .

Preempt . . . . . . . . . . . . . X ALARM 7 . . . . . . . . . . . .

Power On/Off. . . . . . . . . . . X ALARM 8 . . . . . . . . . . . .

Low Battery . . . . . . . . . . . X ALARM 9 . . . . . . . . . . . .

ALARM 10. . . . . . . . . . . .

ALARM 11. . . . . . . . . . . .

ALARM 12. . . . . . . . . . . .

ALARM 13. . . . . . . . . . . .

ALARM 14. . . . . . . . . . . .

ALARM 15. . . . . . . . . . . .

ALARM 16. . . . . . . . . . . .

Supervisor Access Code. . . ****

Data Change Access Code . . ****

MMU Compatibility Program (Info Only)

Channel Is Allowed to Time With Channel

16 15 14 13 12 11 10 9 8 7 6 5 4 3 2

1 . . . . . . . . . . . . . . X . . .

2 . . . . . . . . . . . . X . X . .

3 . . . . . . . . . . . . . X . .

4 . . . . . . . . . . . X . X .

5 . . . . . . . . . . . . X .

6 . . . . . . . . . . . X .

7 . . . . . . . . . . . .

8 . . . . . . . . . . .

9 . . . . . . . . . .

10. . . . . . . . .

11. . . . . . . .

12. . . . . . .

13. . . . . .

14. . . . .

15. . . .

Version Info:

Software Assy. Part No. Version

Boot 27831 2.83

Program 45561 7.9

Application . 3

Help 27891 6.33

�Configuration 27913 C165


By-Phase Timing Data

-----------------------------------------------------------------

Phase

1 2 3 4 5 6 7 8 9 10 11 12

Direction SBLT N/S E/W

Minimum Green 7 25 0 10 0 0 0 0 0 0 0 0

Bike Min Green 0 0 0 0 0 0 0 0 0 0 0 0

Cond Serv Min Grn 0 0 0 0 0 0 0 0 0 0 0 0

Walk 0 10 0 10 0 0 0 0 0 0 0 0

Ped Clearance 0 11 0 14 0 7 0 7 0 16 0 16

Veh Extension 2.5 5.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Alt Veh Exten 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Max Extension 0 0 0 0 0 0 0 0 0 0 0 0

Max 1 10 40 0 30 0 0 0 0 0 0 0 0

Max 2 20 65 0 45 0 0 0 0 0 0 0 0

Max 3 0 0 0 0 0 0 0 0 0 0 0 0

Det. Fail Max 0 0 0 0 0 0 0 0 0 0 0 0

Yellow Change 3.0 3.3 3.0 3.3 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Red Clearance 0.0 2.0 1.0 2.4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0

Act. B4 Init 0 0 0 0 0 0 0 0 0 0 0 0

Sec/Actuation 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Max Initial 0 0 0 0 0 0 0 0 0 0 0 0

Time B4 Reduction 0 0 0 0 0 0 0 0 0 0 0 0

Cars Waiting 0 0 0 0 0 0 0 0 0 0 0 0

Time To Reduce 0 0 0 0 0 0 0 0 0 0 0 0

Minimum Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Power Start, Remote Flash

-----------------------------------------------------------------

Phase

1 2 3 4 5 6 7 8 9 10 11 12

Power Start. . . . . . X . . . . . . . . . .

External Start . . . . X . . . . . . . . . .

Into Remote Flash. . . X . . . . . . . . . .

Exit Remote Flash. . . X . . . . . . . . . . Overlap

Remote Flash Yellow. . . . . . . . . . . . . A B C D

Flash Together . . . . . . . . . . . . . . . . . . .

Initialization Interval:

Power Start . . . . . . . . Yellow

External Start. . . . . . . Yellow

Power Start All Red Time. . 0

Power Start Flash Time. . . 0

Remote Flash Options:

Out of Flash Yellow . . . . NO

Out of Flash All Red. . . . NO

Minimum Recall. . . . . . . NO

Alternate Flash . . . . . . NO

Flash Thru Load Switches. . NO

Cycle Through Phases. . . . NO


Option Data

-----------------------------------------------------------------

Phase

1 2 3 4 5 6 7 8 9 10 11 12

Guaranteed Passage . . . . . . . . . . . . . .

Call To NonActuated 1 . . X . . . . . . . . . .

Call To NonActuated 2 . . . . . . . . . . . . .

Dual Entry. . . . . . . . . . . . . . . . . . .

Conditional Service . . . . . . . . . . . . . .

Conditional Reservice . . . . . . . . . . . . .

Actuated Rest in Walk . . X . . . . . . . . . .

Flashing Walk . . . . . . . . . . . . . . . . .

Enable Programmable Options

Dual Entry. . . . . . . . . . . OFF Backup Protection Group 1 . . . . ON

Conditional Service . . . . . . OFF Backup Protection Group 2 . . . . ON

Ped Clearance Protection. . . . OFF Backup Protection Group 3 . . . . OFF

Special Preempt Overlap Flash . OFF Simultaneous Gap Group 1. . . . . OFF

Cond Service Det Cross Switch . OFF Simultaneous Gap Group 2. . . . . OFF

Lock Detectors in Red Only. . . OFF Simultaneous Gap Group 3. . . . . OFF

Five Section Left Turn Control

Phases: 5-2 7-4 1-6 3-8 11-10 9-12

Left Turn Head. . . . . . . . . .


Recall Data, Dimming

-----------------------------------------------------------------

Phase

1 2 3 4 5 6 7 8 9 10 11 12

Locking Detector. . . . . . . . . . . . . . . .

Vehicle Recall. . . . . . X . . . . . . . . . .

Pedestrian Recall . . . . X . . . . . . . . . .

Recall To Max . . . . . . . . . . . . . . . . .

Soft Recall . . . . . . . . . . . . . . . . . .

Don't Rest Here . . . . . . . . . . . . . . . .

Ped Dark if No Call . . . . . . . . . . . . . .

Dimming:

Load Switch

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Green/Walk. . . . NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO

Yellow/Ped Clear. NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO

Red/Don't Walk. . NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO


Detector Type/Timers

-----------------------------------------------------------------

Locking Log Timers Don't Reset

Det. Memory Enable Extend Delay Extend Type

1 NO NO 0.0 0 . 0 - Normal

2 NO NO 0.0 0 . 0 - Normal

3 NO NO 0.0 0 . 0 - Normal

4 NO NO 0.0 8 . 0 - Normal

5 NO NO 0.0 0 . 0 - Normal

6 NO NO 0.0 0 . 0 - Normal

7 NO NO 0.0 0 . 0 - Normal

8 NO NO 0.0 8 . 0 - Normal

9 NO NO 0.0 0 . 0 - Normal

10 NO NO 0.0 0 . 0 - Normal

11 NO NO 0.0 0 . 0 - Normal

12 NO NO 0.0 0 . 0 - Normal

13 NO NO 0.0 0 . 0 - Normal

14 NO NO 0.0 0 . 0 - Normal

15 NO NO 0.0 0 . 0 - Normal

16 NO NO 0.0 0 . 0 - Normal

17 NO NO 0.0 0 . 0 - Normal

18 NO NO 0.0 0 . 0 - Normal

19 NO NO 0.0 0 . 0 - Normal

20 NO NO 0.0 0 . 0 - Normal

21 NO NO 0.0 0 . 0 - Normal

22 NO NO 0.0 0 . 0 - Normal

23 NO NO 0.0 0 . 0 - Normal

24 NO NO 0.0 0 . 0 - Normal

25 NO NO 0.0 0 . 0 - Normal

26 NO NO 0.0 0 . 0 - Normal

27 NO NO 0.0 0 . 0 - Normal

28 NO NO 0.0 0 . 0 - Normal

29 NO NO 0.0 0 . 0 - Normal

30 NO NO 0.0 0 . 0 - Normal

31 NO NO 0.0 0 . 0 - Normal

32 NO NO 0.0 0 . 0 - Normal

Detector Names

Det 1: Detector 1 Det 17: Detector 17

















Detector Type/Timers

-----------------------------------------------------------------

33 NO NO 0.0 0 . 0 - Normal

34 NO NO 0.0 0 . 0 - Normal

35 NO NO 0.0 0 . 0 - Normal

36 NO NO 0.0 0 . 0 - Normal

37 NO NO 0.0 0 . 0 - Normal

38 NO NO 0.0 0 . 0 - Normal

39 NO NO 0.0 0 . 0 - Normal

40 NO NO 0.0 0 . 0 - Normal

41 NO NO 0.0 0 . 0 - Normal

42 NO NO 0.0 0 . 0 - Normal

43 NO NO 0.0 0 . 0 - Normal

44 NO NO 0.0 0 . 0 - Normal

45 NO NO 0.0 0 . 0 - Normal

46 NO NO 0.0 0 . 0 - Normal

47 NO NO 0.0 0 . 0 - Normal

48 NO NO 0.0 0 . 0 - Normal

49 NO NO 0.0 0 . 0 - Normal

50 NO NO 0.0 0 . 0 - Normal

51 NO NO 0.0 0 . 0 - Normal

52 NO NO 0.0 0 . 0 - Normal

53 NO NO 0.0 0 . 0 - Normal

54 NO NO 0.0 0 . 0 - Normal

55 NO NO 0.0 0 . 0 - Normal

56 NO NO 0.0 0 . 0 - Normal

57 NO NO 0.0 0 . 0 - Normal

58 NO NO 0.0 0 . 0 - Normal

59 NO NO 0.0 0 . 0 - Normal

60 NO NO 0.0 0 . 0 - Normal

61 NO NO 0.0 0 . 0 - Normal

62 NO NO 0.0 0 . 0 - Normal

63 NO NO 0.0 0 . 0 - Normal

64 NO NO 0.0 0 . 0 - Normal

Detector Names


















Detector Phase Assignment

-----------------------------------------------------------------

Phase

Det. 1 2 3 4 5 6 7 8 9 10 11 12

1 X . . . . . . . . . . .

2 . X . . . . . . . . . .

3 . . . . . . . . . . . .

4 . . . X . . . . . . . .

5 . . . . . . . . . . . .

6 . X . . . . . . . . . .

7 . . . . . . . . . . . .

8 . . . X . . . . . . . .

9 . . . . . . . . . . . .

10 . . . . . . . . . . . .

11 . . . . . . . . . . . .

12 . . . . . . . . . . . .

13 . . . . . . . . . . . .

14 . . . . . . . . . . . .

15 . . . . . . . . . . . .

16 . . . . . . . . . . . .

17 . . . . . . . . . . . .

18 . . . . . . . . . . . .

19 . . . . . . . . . . . .

20 . . . . . . . . . . . .

21 . . . . . . . . . . . .

22 . . . . . . . . . . . .

23 . . . . . . . . . . . .

24 . . . . . . . . . . . .

25 . . . . . . . . . . . .

26 . . . . . . . . . . . .

27 . . . . . . . . . . . .

28 . . . . . . . . . . . .

29 . . . . . . . . . . . .

30 . . . . . . . . . . . .

31 . . . . . . . . . . . .

32 . . . . . . . . . . . .


Coordinator Manual Command and Options

-----------------------------------------------------------------

Manual Enable . . . . . Pattern . . . . . . . 0

Split Units . . . . . Percent OffsetUnits . . . . . Percent

Interconnect Format . STD Interconnect Source . TLM

Transition. . . . . . SMOOTH Dwell Period. . . . . 0

Resync Count. . . . . 0

Actuated Coord Phase . . . . Actuated Walk Rest . . . X

Inhibit Max Timing . . . . X Max 2 Select . . . . . . .

Floating Force Off . . . . . Multisync. . . . . . . . .

Phase

Split Demand: Call Time Cyc Count 1 2 3 4 5 6 7 8 9 10 11 12

Demand 1 . . 0 0 . . . . . . . . . . . .

Demand 2 . . 0 0 . . . . . . . . . . . .

Phase

1 2 3 4 5 6 7 8 9 10 11 12

Auto Permissive Min Green . 0 0 0 0 0 0 0 0 0 0 0 0

A B C D E F

Free Alternate Sequence . . . . . . . .


Coordination Patterns

-----------------------------------------------------------------

Pattern 1

Cycle Length . . 110 COS . . . . . 701

Offset . . . . . 0

Vehicle Permissive . . [1] 0 [2] 0

Vehicle Perm 2 Displacement 0 Phase Reservice. . NO

Splits: Phase 1- 10 2- 60 3- 0 4- 30

Phase 5- 0 6- 0 7- 0 8- 0

Phase 9- 0 10- 0 11- 0 12- 0 Split Sum: 0

Split Extension/Ring [1] 0 [2] 0

Split Demand Pattern [1] 0 [2] 0

XRT Pattern. . . 0

Phase Number: 1 2 3 4 5 6 7 8 9 10 11 12

Coord Phases . . . X . . . . . . . . . .

Veh Recall . . . . . . . . . . . . . . .

Veh Max Recall . . . . . . . . . . . . .

Ped Recall . . . . . . . . . . . . . . .

Veh Omit . . . . . . . . . . . . . . . .

Alt Sequence . . A: . B: . C: . D: . E: . F: .

-------------------------------------

Pattern 2

Cycle Length . . 255 COS . . . . . FREE

Offset . . . . . 0



Splits: Phase 1- 0 2- 0 3- 0 4- 0

Phase 5- 0 6- 0 7- 0 8- 0

Phase 9- 0 10- 0 11- 0 12- 0 Split Sum: 0



XRT Pattern. . . 0

Phase Number: 1 2 3 4 5 6 7 8 9 10 11 12

Coord Phases . . . . . . . . . . . . . .

Veh Recall . . . . . . . . . . . . . . .

Veh Max Recall . . . . . . . . . . . . .

Ped Recall . . . . . . . . . . . . . . .

Veh Omit . . . . . . . . . . . . . . . .


-------------------------------------

Pattern 3

Cycle Length . . 100 COS . . . . . 703

Offset . . . . . 93



Splits: Phase 1- 10 2- 60 3- 0 4- 30

Phase 5- 0 6- 0 7- 0 8- 0

Phase 9- 0 10- 0 11- 0 12- 0 Split Sum: 0



XRT Pattern. . . 0

Phase Number: 1 2 3 4 5 6 7 8 9 10 11 12

Coord Phases . . . X . . . . . . . . . .

Veh Recall . . . . X . . . . . . . . . .

Veh Max Recall . . . . . . . . . . . . .

Ped Recall . . . . X . . . . . . . . . .

Veh Omit . . . . . . . . . . . . . . . .


-------------------------------------


NIC/TOD Clock/Calendar

-----------------------------------------------------------------

Manual NIC Program Step . . . . . . . . 0

Manual TOD Program Step . . . . . . . . 0

NIC Resync Time . . . . . . . . . . . . 0315

Sync Reference is . . . . . . . . . . . Reference Time

Week 1 Begins on 1st Sunday . . . . . . NO If NO, then week containing Jan. 1

Disable Daylight Savings Time . . . . . NO

Daylight Savings

Begins Last Sunday in March . . . . . . NO If NO, then Second Sunday as per 2007 DST Law


TOD Weekly/Yearly

-----------------------------------------------------------------

Weekly Program Numbers

1 2 3 4 5 6 7 8 9 10

Sunday . . . 2 1 1 1 1 1 1 1 1 1 Program No.

Monday . . . 1 1 1 1 1 1 1 1 1 1 Program No.

Tuesday. . . 1 1 1 1 1 1 1 1 1 1 Program No.

Wednesday. . 1 1 1 1 1 1 1 1 1 1 Program No.

Thursday . . 1 1 1 1 1 1 1 1 1 1 Program No.

Friday . . . 1 1 1 1 1 1 1 1 1 1 Program No.

Saturday . . 2 1 1 1 1 1 1 1 1 1 Program No.

Week of Year

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Prog 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36

Prog 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53

Prog 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1


NIC Program Steps

-----------------------------------------------------------------

Step Program Step Begins Pattern Override

1 1 0700 1 NO

2 1 0900 2 NO

3 1 1600 3 NO

4 1 1830 2 NO


TOD Program Steps

-----------------------------------------------------------------

APPENDIX B Intersection Capacity Analysis Reports

Existing (2016) Conditions

Queues Existing (2016) AM Peak Hour 1: Eighth Line & North Ridge Trail 12/01/2016

TR16-0587 Strategy_IroquoisRidge-TIS_Oakville Synchro 9 ReportCole Engineering

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 29 243 111 185 110 302 14 185 22v/c Ratio 0.16 0.66 0.86 0.55 0.31 0.25 0.11 0.21 0.03Control Delay 33.8 34.4 87.0 41.1 32.4 12.5 45.3 16.2 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 33.8 34.4 87.0 41.1 32.4 12.5 45.3 16.2 0.1Queue Length 50th (m) 5.1 32.7 22.3 33.8 19.4 34.2 2.7 21.3 0.0Queue Length 95th (m) 12.1 53.3 #43.2 50.4 38.3 74.4 9.0 35.2 0.0Internal Link Dist (m) 127.9 240.3 537.4 131.0Turn Bay Length (m) 20.0 15.0 20.0 30.0Base Capacity (vph) 302 573 220 569 355 1231 129 881 768Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.42 0.50 0.33 0.31 0.25 0.11 0.21 0.03

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

HCM Signalized Intersection Capacity Analysis Existing (2016) AM Peak Hour 1: Eighth Line & North Ridge Trail 12/01/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 27 95 131 103 157 15 102 214 67 13 172 20Future Volume (vph) 27 95 131 103 157 15 102 214 67 13 172 20Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.9 5.9 5.9 5.9 3.0 5.7 3.0 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 0.96Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.91 1.00 0.99 1.00 0.96 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1774 1684 1762 1821 1805 1804 1805 1863 1554Flt Permitted 0.52 1.00 0.38 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 973 1684 709 1821 1805 1804 1805 1863 1554Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 29 102 141 111 169 16 110 230 72 14 185 22RTOR Reduction (vph) 0 59 0 0 4 0 0 7 0 0 0 12Lane Group Flow (vph) 29 184 0 111 181 0 110 295 0 14 185 10Confl. Peds. (#/hr) 6 4 4 6 9 1 1 9Heavy Vehicles (%) 1% 2% 1% 2% 3% 0% 0% 1% 1% 0% 2% 0%Turn Type Perm NA Perm NA Prot NA Prot NA PermProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 6Actuated Green, G (s) 18.4 18.4 18.4 18.4 19.7 65.4 1.6 47.3 47.3Effective Green, g (s) 18.4 18.4 18.4 18.4 19.7 65.4 1.6 47.3 47.3Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.20 0.65 0.02 0.47 0.47Clearance Time (s) 5.9 5.9 5.9 5.9 3.0 5.7 3.0 5.7 5.7Vehicle Extension (s) 4.0 4.0 4.0 4.0 3.0 4.5 3.0 4.5 4.5Lane Grp Cap (vph) 179 309 130 335 355 1179 28 881 735v/s Ratio Prot 0.11 0.10 c0.06 c0.16 c0.01 0.10v/s Ratio Perm 0.03 c0.16 0.01v/c Ratio 0.16 0.60 0.85 0.54 0.31 0.25 0.50 0.21 0.01Uniform Delay, d1 34.3 37.4 39.5 37.0 34.3 7.2 48.8 15.4 14.0Progression Factor 1.00 1.00 1.00 1.00 0.81 1.59 1.00 1.00 1.00Incremental Delay, d2 0.6 3.6 39.8 2.2 2.1 0.5 13.4 0.5 0.0Delay (s) 34.9 41.0 79.3 39.2 29.9 11.9 62.2 16.0 14.0Level of Service C D E D C B E B BApproach Delay (s) 40.3 54.2 16.7 18.7Approach LOS D D B B

Intersection SummaryHCM 2000 Control Delay 31.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.40Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.6Intersection Capacity Utilization 69.3% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis Existing (2016) AM Peak Hour 2: Coronation Drive/Felhaber Crescent & North Ridge Trail 12/01/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopTraffic Volume (vph) 5 163 13 19 214 6 16 2 35 9 1 14Future Volume (vph) 5 163 13 19 214 6 16 2 35 9 1 14Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86Hourly flow rate (vph) 6 190 15 22 249 7 19 2 41 10 1 16

Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total (vph) 6 205 22 256 62 27Volume Left (vph) 6 0 22 0 19 10Volume Right (vph) 0 15 0 7 41 16Hadj (s) 0.50 0.01 0.52 0.03 -0.31 -0.28Departure Headway (s) 5.5 5.0 5.4 4.9 4.8 4.9Degree Utilization, x 0.01 0.28 0.03 0.35 0.08 0.04Capacity (veh/h) 642 704 643 713 682 660Control Delay (s) 7.3 8.7 7.4 9.4 8.2 8.0Approach Delay (s) 8.7 9.2 8.2 8.0Approach LOS A A A A

Intersection SummaryDelay 8.9Level of Service AIntersection Capacity Utilization 27.0% ICU Level of Service AAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis Existing (2016) AM Peak Hour 3: Kestell Boulevard & Coronation Drive 12/01/2016


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 26 73 97 16 24 40Future Volume (vph) 26 73 97 16 24 40Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85Hourly flow rate (vph) 31 86 114 19 28 47

Direction, Lane # EB 1 WB 1 SB 1Volume Total (vph) 117 133 75Volume Left (vph) 31 0 28Volume Right (vph) 0 19 47Hadj (s) 0.16 -0.04 -0.26Departure Headway (s) 4.4 4.2 4.2Degree Utilization, x 0.14 0.15 0.09Capacity (veh/h) 804 846 807Control Delay (s) 8.1 7.9 7.6Approach Delay (s) 8.1 7.9 7.6Approach LOS A A A


Queues Existing (2016) AM Peak Hour 4: Eighth Line & Kestell Boulevard 12/01/2016


Lane Group EBT WBT NBL NBT SBL SBTLane Group Flow (vph) 45 167 11 474 11 492v/c Ratio 0.14 0.71 0.02 0.38 0.09 0.38Control Delay 11.7 53.1 7.9 8.5 37.8 12.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 11.7 53.1 7.9 8.5 37.8 12.2Queue Length 50th (m) 0.5 30.9 0.6 30.1 2.1 57.1Queue Length 95th (m) 9.1 49.1 3.6 78.3 m6.2 82.0Internal Link Dist (m) 113.1 251.4 115.9 537.4Turn Bay Length (m) 20.0 25.0Base Capacity (vph) 423 327 567 1255 125 1300Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.11 0.51 0.02 0.38 0.09 0.38

Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.

HCM Signalized Intersection Capacity Analysis Existing (2016) AM Peak Hour 4: Eighth Line & Kestell Boulevard 12/01/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 2 1 37 125 2 22 10 334 88 10 435 3Future Volume (vph) 2 1 37 125 2 22 10 334 88 10 435 3Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.4 5.4 5.3 5.3 3.0 5.3Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.97 0.99 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00Frt 0.87 0.98 1.00 0.97 1.00 1.00Flt Protected 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1610 1720 1778 1787 1787 1861Flt Permitted 0.99 0.73 0.43 1.00 0.95 1.00Satd. Flow (perm) 1593 1307 813 1787 1787 1861Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Adj. Flow (vph) 2 1 42 140 2 25 11 375 99 11 489 3RTOR Reduction (vph) 0 35 0 0 7 0 0 7 0 0 0 0Lane Group Flow (vph) 0 10 0 0 160 0 11 467 0 11 492 0Confl. Peds. (#/hr) 7 5 5 7 5 19 19 5Heavy Vehicles (%) 0% 0% 0% 3% 0% 0% 1% 2% 0% 1% 2% 0%Turn Type Perm NA Perm NA Perm NA Prot NAProtected Phases 4 4 2 1 2Permitted Phases 4 4 2Actuated Green, G (s) 17.4 17.4 67.5 67.5 1.4 67.5Effective Green, g (s) 17.4 17.4 67.5 67.5 1.4 67.5Actuated g/C Ratio 0.17 0.17 0.68 0.68 0.01 0.68Clearance Time (s) 5.4 5.4 5.3 5.3 3.0 5.3Vehicle Extension (s) 3.0 3.0 5.0 5.0 2.5 5.0Lane Grp Cap (vph) 277 227 548 1206 25 1256v/s Ratio Prot 0.26 c0.01 c0.26v/s Ratio Perm 0.01 c0.12 0.01v/c Ratio 0.04 0.71 0.02 0.39 0.44 0.39Uniform Delay, d1 34.3 38.9 5.4 7.2 48.9 7.2Progression Factor 1.00 1.00 1.00 1.00 0.83 1.42Incremental Delay, d2 0.1 9.6 0.1 0.9 8.5 0.9Delay (s) 34.4 48.5 5.4 8.1 49.1 11.1Level of Service C D A A D BApproach Delay (s) 34.4 48.5 8.0 11.9Approach LOS C D A B

Intersection SummaryHCM 2000 Control Delay 16.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.46Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.7Intersection Capacity Utilization 48.4% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

Queues Existing (2016) PM Peak Hour1: Eighth Line & North Ridge Trail 12/01/2016


Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 15 278 65 165 156 304 22 272 55v/c Ratio 0.07 0.73 0.57 0.46 0.46 0.26 0.17 0.30 0.07Control Delay 30.7 40.1 53.9 35.9 38.7 17.0 46.1 17.4 3.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 30.7 40.1 53.9 35.9 38.7 17.0 46.1 17.4 3.4Queue Length 50th (m) 2.5 42.2 12.1 27.6 28.7 17.8 4.3 33.0 0.0Queue Length 95th (m) 7.5 64.8 25.1 43.6 #64.2 87.2 12.0 51.3 5.5Internal Link Dist (m) 127.9 240.3 537.4 131.0Turn Bay Length (m) 20.0 15.0 20.0 30.0Base Capacity (vph) 339 582 187 570 340 1181 133 898 779Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.04 0.48 0.35 0.29 0.46 0.26 0.17 0.30 0.07


HCM Signalized Intersection Capacity Analysis Existing (2016) PM Peak Hour1: Eighth Line & North Ridge Trail 12/01/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 15 125 145 63 128 32 151 215 80 21 264 53Future Volume (vph) 15 125 145 63 128 32 151 215 80 21 264 53Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.9 5.9 5.9 5.9 3.0 5.7 3.0 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.92 1.00 0.97 1.00 0.96 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1800 1739 1805 1806 1805 1810 1805 1900 1576Flt Permitted 0.58 1.00 0.32 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1092 1739 603 1806 1805 1810 1805 1900 1576Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 15 129 149 65 132 33 156 222 82 22 272 55RTOR Reduction (vph) 0 48 0 0 11 0 0 9 0 0 0 29Lane Group Flow (vph) 15 230 0 65 154 0 156 295 0 22 272 26Confl. Peds. (#/hr) 2 2 2 3 3 2Heavy Vehicles (%) 0% 1% 0% 0% 2% 0% 0% 0% 0% 0% 0% 0%Turn Type Perm NA Perm NA Prot NA Prot NA PermProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 6Actuated Green, G (s) 19.2 19.2 19.2 19.2 18.9 63.0 3.2 47.3 47.3Effective Green, g (s) 19.2 19.2 19.2 19.2 18.9 63.0 3.2 47.3 47.3Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.19 0.63 0.03 0.47 0.47Clearance Time (s) 5.9 5.9 5.9 5.9 3.0 5.7 3.0 5.7 5.7Vehicle Extension (s) 4.0 4.0 4.0 4.0 3.0 4.5 3.0 4.5 4.5Lane Grp Cap (vph) 209 333 115 346 341 1140 57 898 745v/s Ratio Prot c0.13 0.09 c0.09 0.16 0.01 c0.14v/s Ratio Perm 0.01 0.11 0.02v/c Ratio 0.07 0.69 0.57 0.45 0.46 0.26 0.39 0.30 0.03Uniform Delay, d1 33.1 37.6 36.6 35.7 36.0 8.2 47.4 16.2 14.1Progression Factor 1.00 1.00 1.00 1.00 0.87 1.84 1.00 1.00 1.00Incremental Delay, d2 0.2 6.3 7.5 1.3 4.1 0.5 4.3 0.9 0.1Delay (s) 33.3 44.0 44.1 37.0 35.3 15.6 51.7 17.1 14.2Level of Service C D D D D B D B BApproach Delay (s) 43.4 39.0 22.3 18.8Approach LOS D D C B


HCM Unsignalized Intersection Capacity Analysis Existing (2016) PM Peak Hour2: Coronation Drive/Felhaber Crescent & North Ridge Trail 12/01/2016



Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total (vph) 9 196 34 221 24 9Volume Left (vph) 9 0 34 0 10 5Volume Right (vph) 0 25 0 11 14 3Hadj (s) 0.50 -0.06 0.52 0.00 -0.24 -0.09Departure Headway (s) 5.3 4.7 5.2 4.7 4.7 4.9Degree Utilization, x 0.01 0.26 0.05 0.29 0.03 0.01Capacity (veh/h) 671 749 669 748 696 666Control Delay (s) 7.1 8.1 7.3 8.4 7.9 7.9Approach Delay (s) 8.1 8.3 7.9 7.9Approach LOS A A A A


HCM Unsignalized Intersection Capacity Analysis Existing (2016) PM Peak Hour3: Kestell Boulevard & Coronation Drive 12/01/2016





Queues Existing (2016) PM Peak Hour4: Eighth Line & Kestell Boulevard 12/01/2016




HCM Signalized Intersection Capacity Analysis Existing (2016) PM Peak Hour4: Eighth Line & Kestell Boulevard 12/01/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 3 0 22 73 0 20 48 431 104 14 407 4Future Volume (vph) 3 0 22 73 0 20 48 431 104 14 407 4Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.4 5.4 5.3 5.3 3.0 5.3Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00Frt 0.88 0.97 1.00 0.97 1.00 1.00Flt Protected 0.99 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1627 1734 1794 1844 1805 1878Flt Permitted 0.97 0.75 0.49 1.00 0.95 1.00Satd. Flow (perm) 1586 1359 923 1844 1805 1878Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 3 0 23 78 0 21 51 459 111 15 433 4RTOR Reduction (vph) 0 24 0 0 53 0 0 5 0 0 0 0Lane Group Flow (vph) 0 2 0 0 46 0 51 565 0 15 437 0Confl. Peds. (#/hr) 1 1 1 1 5 5Heavy Vehicles (%) 2% 0% 0% 2% 0% 1% 0% 0% 0% 0% 1% 0%Turn Type Perm NA Perm NA Perm NA Prot NAProtected Phases 4 4 2 1 2Permitted Phases 4 4 2Actuated Green, G (s) 9.0 9.0 74.4 74.4 2.9 74.4Effective Green, g (s) 9.0 9.0 74.4 74.4 2.9 74.4Actuated g/C Ratio 0.09 0.09 0.74 0.74 0.03 0.74Clearance Time (s) 5.4 5.4 5.3 5.3 3.0 5.3Vehicle Extension (s) 3.0 3.0 5.0 5.0 2.5 5.0Lane Grp Cap (vph) 142 122 686 1371 52 1397v/s Ratio Prot c0.31 c0.01 0.23v/s Ratio Perm 0.00 c0.03 0.06v/c Ratio 0.02 0.38 0.07 0.41 0.29 0.31Uniform Delay, d1 41.5 42.9 3.5 4.7 47.5 4.3Progression Factor 1.00 1.00 1.00 1.00 0.95 0.91Incremental Delay, d2 0.0 2.0 0.2 0.9 2.1 0.6Delay (s) 41.5 44.8 3.7 5.6 47.1 4.4Level of Service D D A A D AApproach Delay (s) 41.5 44.8 5.5 5.9Approach LOS D D A A

Intersection SummaryHCM 2000 Control Delay 9.7 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.40Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.7Intersection Capacity Utilization 61.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

APPENDIX C Intersection Capacity Analysis Reports

Future (2021) Background Conditions

Queues Future (2021) Background AM Peak Hour 1: Eighth Line & North Ridge Trail 12/02/2016


Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 29 249 111 193 110 327 14 210 22v/c Ratio 0.14 0.70 0.46 0.36 0.24 0.31 0.11 0.36 0.04Control Delay 33.7 37.9 31.2 28.5 28.5 20.0 45.3 28.8 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 33.7 37.9 31.2 28.5 28.5 20.0 45.3 28.8 0.1Queue Length 50th (m) 5.1 35.1 16.9 30.4 18.5 32.6 2.7 33.0 0.0Queue Length 95th (m) 12.2 57.3 27.6 45.0 37.5 94.7 9.0 53.5 0.0Internal Link Dist (m) 127.9 240.3 537.4 131.0Turn Bay Length (m) 20.0 15.0 20.0 30.0Base Capacity (vph) 369 571 240 770 456 1046 129 583 586Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.44 0.46 0.25 0.24 0.31 0.11 0.36 0.04

Intersection Summary

HCM Signalized Intersection Capacity Analysis Future (2021) Background AM Peak Hour 1: Eighth Line & North Ridge Trail 12/02/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 27 100 131 103 165 15 102 237 67 13 195 20Future Volume (vph) 27 100 131 103 165 15 102 237 67 13 195 20Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.9 5.9 4.5 5.9 3.0 5.7 3.0 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.96Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.92 1.00 0.99 1.00 0.97 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1773 1688 1768 1822 1805 1810 1805 1863 1554Flt Permitted 0.64 1.00 0.28 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1188 1688 530 1822 1805 1810 1805 1863 1554Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 29 108 141 111 177 16 110 255 72 14 210 22RTOR Reduction (vph) 0 56 0 0 4 0 0 7 0 0 0 15Lane Group Flow (vph) 29 193 0 111 189 0 110 320 0 14 210 7Confl. Peds. (#/hr) 6 4 4 6 9 1 1 9Heavy Vehicles (%) 1% 2% 1% 2% 3% 0% 0% 1% 1% 0% 2% 0%Turn Type Perm NA pm+pt NA Prot NA Prot NA PermProtected Phases 4 3 8 5 2 1 6Permitted Phases 4 8 6Actuated Green, G (s) 17.8 17.8 28.8 28.8 25.3 55.0 1.6 31.3 31.3Effective Green, g (s) 17.8 17.8 28.8 28.8 25.3 55.0 1.6 31.3 31.3Actuated g/C Ratio 0.18 0.18 0.29 0.29 0.25 0.55 0.02 0.31 0.31Clearance Time (s) 5.9 5.9 4.5 5.9 3.0 5.7 3.0 5.7 5.7Vehicle Extension (s) 4.0 4.0 3.0 4.0 3.0 4.5 3.0 4.5 4.5Lane Grp Cap (vph) 211 300 233 524 456 995 28 583 486v/s Ratio Prot c0.11 c0.03 0.10 0.06 c0.18 c0.01 c0.11v/s Ratio Perm 0.02 0.11 0.00v/c Ratio 0.14 0.64 0.48 0.36 0.24 0.32 0.50 0.36 0.01Uniform Delay, d1 34.6 38.2 27.8 28.3 29.7 12.3 48.8 26.6 23.7Progression Factor 1.00 1.00 1.00 1.00 0.85 1.53 1.00 1.00 1.00Incremental Delay, d2 0.4 5.2 1.5 0.6 1.2 0.8 13.4 1.7 0.1Delay (s) 35.0 43.4 29.4 28.9 26.3 19.6 62.2 28.3 23.8Level of Service D D C C C B E C CApproach Delay (s) 42.5 29.0 21.3 29.8Approach LOS D C C C


HCM Unsignalized Intersection Capacity Analysis Future (2021) Background AM Peak Hour 2: Coronation Drive/Felhaber Crescent & North Ridge Trail 12/02/2016



Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1Volume Total (vph) 6 214 22 269 62 27Volume Left (vph) 6 0 22 0 19 10Volume Right (vph) 0 15 0 7 41 16Hadj (s) 0.50 0.01 0.52 0.03 -0.31 -0.28Departure Headway (s) 5.5 5.0 5.4 4.9 4.8 4.9Degree Utilization, x 0.01 0.30 0.03 0.37 0.08 0.04Capacity (veh/h) 640 702 642 712 673 651Control Delay (s) 7.3 8.9 7.4 9.6 8.3 8.1Approach Delay (s) 8.8 9.4 8.3 8.1Approach LOS A A A A


HCM Unsignalized Intersection Capacity Analysis Future (2021) Background AM Peak Hour 3: Kestell Boulevard & Coronation Drive 12/02/2016





Queues Future (2021) Background AM Peak Hour 4: Eighth Line & Kestell Boulevard 12/02/2016




HCM Signalized Intersection Capacity Analysis Future (2021) Background AM Peak Hour 4: Eighth Line & Kestell Boulevard 12/02/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 2 1 37 125 2 22 10 369 88 10 485 3Future Volume (vph) 2 1 37 125 2 22 10 369 88 10 485 3Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.4 5.4 5.3 5.3 3.0 5.3Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.97 0.99 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00Frt 0.87 0.98 1.00 0.97 1.00 1.00Flt Protected 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1610 1720 1779 1793 1787 1861Flt Permitted 0.99 0.73 0.40 1.00 0.95 1.00Satd. Flow (perm) 1593 1307 747 1793 1787 1861Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Adj. Flow (vph) 2 1 42 140 2 25 11 415 99 11 545 3RTOR Reduction (vph) 0 35 0 0 7 0 0 6 0 0 0 0Lane Group Flow (vph) 0 10 0 0 160 0 11 508 0 11 548 0Confl. Peds. (#/hr) 7 5 5 7 5 19 19 5Heavy Vehicles (%) 0% 0% 0% 3% 0% 0% 1% 2% 0% 1% 2% 0%Turn Type Perm NA Perm NA Perm NA Prot NAProtected Phases 4 4 2 1 2Permitted Phases 4 4 2Actuated Green, G (s) 17.4 17.4 67.5 67.5 1.4 67.5Effective Green, g (s) 17.4 17.4 67.5 67.5 1.4 67.5Actuated g/C Ratio 0.17 0.17 0.68 0.68 0.01 0.68Clearance Time (s) 5.4 5.4 5.3 5.3 3.0 5.3Vehicle Extension (s) 3.0 3.0 5.0 5.0 2.5 5.0Lane Grp Cap (vph) 277 227 504 1210 25 1256v/s Ratio Prot 0.28 c0.01 c0.29v/s Ratio Perm 0.01 c0.12 0.01v/c Ratio 0.04 0.71 0.02 0.42 0.44 0.44Uniform Delay, d1 34.3 38.9 5.4 7.4 48.9 7.5Progression Factor 1.00 1.00 1.00 1.00 0.92 0.83Incremental Delay, d2 0.1 9.6 0.1 1.1 8.4 1.1Delay (s) 34.4 48.5 5.4 8.4 53.6 7.3Level of Service C D A A D AApproach Delay (s) 34.4 48.5 8.4 8.2Approach LOS C D A A


Queues Future (2021) Background PM Peak Hour1: Eighth Line & North Ridge Trail 12/01/2016




HCM Signalized Intersection Capacity Analysis Future (2021) Background PM Peak Hour1: Eighth Line & North Ridge Trail 12/01/2016




HCM Unsignalized Intersection Capacity Analysis Future (2021) Background PM Peak Hour2: Coronation Drive/Felhaber Crescent & North Ridge Trail 12/01/2016





HCM Unsignalized Intersection Capacity Analysis Future (2021) Background PM Peak Hour3: Kestell Boulevard & Coronation Drive 12/01/2016





Queues Future (2021) Background PM Peak Hour4: Eighth Line & Kestell Boulevard 12/01/2016




HCM Signalized Intersection Capacity Analysis Future (2021) Background PM Peak Hour4: Eighth Line & Kestell Boulevard 12/01/2016




APPENDIX D 2011 TTS Data Analysis

TTS Analysis for Iroquois Ridge

Transit excluding GO rail

Cycle Auto driverGO rail only

Joint GO rail and local transit

MotorcycleAuto

passengerSchool bus

Taxi passenger Walk TOTAL

4025 138 0 8611 859 284 0 1040 0 14 194 111404032 180 0 4835 226 82 0 955 66 36 66 64464033 509 46 11780 631 317 18 1216 0 23 0 145404034 0 0 3471 186 54 0 406 0 0 0 4117TOTAL 827 46 28697 1902 737 18 3617 66 73 260 36243

2% 0% 79% 5% 2% 0% 10% 0% 0% 1%

10%10%Non‐Auto Model Reduction

APPENDIX E Intersection Capacity Analysis Reports

Future (2021) Total Traffic Conditions

Queues Future (2021) Total AM Peak Hour1: Eighth Line & North Ridge Trail 12/02/2016


Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 29 252 113 213 110 328 15 210 22v/c Ratio 0.14 0.70 0.47 0.40 0.24 0.33 0.12 0.36 0.04Control Delay 33.5 38.4 31.2 29.1 28.5 22.5 45.4 28.8 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 33.5 38.4 31.2 29.1 28.5 22.5 45.4 28.8 0.1Queue Length 50th (m) 5.1 36.1 17.2 33.9 18.6 34.7 2.9 33.0 0.0Queue Length 95th (m) 12.1 58.1 27.7 49.2 37.7 95.0 9.4 53.5 0.0Internal Link Dist (m) 127.9 240.3 537.4 131.0Turn Bay Length (m) 20.0 15.0 20.0 30.0Base Capacity (vph) 362 571 240 770 453 1006 129 583 586Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.44 0.47 0.28 0.24 0.33 0.12 0.36 0.04

Intersection Summary

HCM Signalized Intersection Capacity Analysis Future (2021) Total AM Peak Hour1: Eighth Line & North Ridge Trail 12/02/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 27 103 131 105 181 17 102 237 68 14 195 20Future Volume (vph) 27 103 131 105 181 17 102 237 68 14 195 20Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.9 5.9 4.5 5.9 3.0 5.7 3.0 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.96Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.92 1.00 0.99 1.00 0.97 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1774 1690 1768 1821 1805 1809 1805 1863 1554Flt Permitted 0.62 1.00 0.28 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1167 1690 526 1821 1805 1809 1805 1863 1554Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 29 111 141 113 195 18 110 255 73 15 210 22RTOR Reduction (vph) 0 54 0 0 4 0 0 7 0 0 0 15Lane Group Flow (vph) 29 198 0 113 209 0 110 321 0 15 210 7Confl. Peds. (#/hr) 6 4 4 6 9 1 1 9Heavy Vehicles (%) 1% 2% 1% 2% 3% 0% 0% 1% 1% 0% 2% 0%Turn Type Perm NA pm+pt NA Prot NA Prot NA PermProtected Phases 4 3 8 5 2 1 6Permitted Phases 4 8 6Actuated Green, G (s) 18.0 18.0 29.0 29.0 25.1 53.4 3.0 31.3 31.3Effective Green, g (s) 18.0 18.0 29.0 29.0 25.1 53.4 3.0 31.3 31.3Actuated g/C Ratio 0.18 0.18 0.29 0.29 0.25 0.53 0.03 0.31 0.31Clearance Time (s) 5.9 5.9 4.5 5.9 3.0 5.7 3.0 5.7 5.7Vehicle Extension (s) 4.0 4.0 3.0 4.0 3.0 4.5 3.0 4.5 4.5Lane Grp Cap (vph) 210 304 233 528 453 966 54 583 486v/s Ratio Prot c0.12 c0.03 0.11 c0.06 c0.18 0.01 c0.11v/s Ratio Perm 0.02 0.11 0.00v/c Ratio 0.14 0.65 0.48 0.40 0.24 0.33 0.28 0.36 0.01Uniform Delay, d1 34.5 38.1 27.7 28.5 29.9 13.2 47.4 26.6 23.7Progression Factor 1.00 1.00 1.00 1.00 0.84 1.53 1.00 1.00 1.00Incremental Delay, d2 0.4 5.4 1.6 0.7 1.2 0.9 2.8 1.7 0.1Delay (s) 34.9 43.5 29.3 29.1 26.3 21.1 50.2 28.3 23.8Level of Service C D C C C C D C CApproach Delay (s) 42.6 29.2 22.4 29.2Approach LOS D C C C


HCM Unsignalized Intersection Capacity Analysis Future (2021) Total AM Peak Hour2: Coronation Drive/Felhaber Crescent & North Ridge Trail 12/02/2016





HCM Unsignalized Intersection Capacity Analysis Future (2021) Total AM Peak Hour3: Kestell Boulevard & Coronation Drive 12/02/2016





Queues Future (2021) Total AM Peak Hour4: Eighth Line & Kestell Boulevard 12/02/2016




HCM Signalized Intersection Capacity Analysis Future (2021) Total AM Peak Hour4: Eighth Line & Kestell Boulevard 12/02/2016


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 2 1 37 132 2 22 10 370 91 10 487 3Future Volume (vph) 2 1 37 132 2 22 10 370 91 10 487 3Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.4 5.4 5.3 5.3 3.0 5.3Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.97 1.00 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00Frt 0.87 0.98 1.00 0.97 1.00 1.00Flt Protected 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1610 1721 1779 1792 1787 1861Flt Permitted 0.99 0.73 0.40 1.00 0.95 1.00Satd. Flow (perm) 1593 1305 741 1792 1787 1861Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Adj. Flow (vph) 2 1 42 148 2 25 11 416 102 11 547 3RTOR Reduction (vph) 0 35 0 0 7 0 0 6 0 0 0 0Lane Group Flow (vph) 0 10 0 0 168 0 11 512 0 11 550 0Confl. Peds. (#/hr) 7 5 5 7 5 19 19 5Heavy Vehicles (%) 0% 0% 0% 3% 0% 0% 1% 2% 0% 1% 2% 0%Turn Type Perm NA Perm NA Perm NA Prot NAProtected Phases 4 4 2 1 2Permitted Phases 4 4 2Actuated Green, G (s) 17.8 17.8 67.1 67.1 1.4 67.1Effective Green, g (s) 17.8 17.8 67.1 67.1 1.4 67.1Actuated g/C Ratio 0.18 0.18 0.67 0.67 0.01 0.67Clearance Time (s) 5.4 5.4 5.3 5.3 3.0 5.3Vehicle Extension (s) 3.0 3.0 5.0 5.0 2.5 5.0Lane Grp Cap (vph) 283 232 497 1202 25 1248v/s Ratio Prot 0.29 c0.01 c0.30v/s Ratio Perm 0.01 c0.13 0.01v/c Ratio 0.04 0.73 0.02 0.43 0.44 0.44Uniform Delay, d1 34.0 38.8 5.5 7.6 48.9 7.7Progression Factor 1.00 1.00 1.00 1.00 0.92 0.84Incremental Delay, d2 0.1 10.7 0.1 1.1 8.4 1.1Delay (s) 34.1 49.5 5.6 8.7 53.6 7.5Level of Service C D A A D AApproach Delay (s) 34.1 49.5 8.6 8.4Approach LOS C D A A


HCM Unsignalized Intersection Capacity Analysis Future (2021) Total AM Peak Hour5: Coronation Drive & Site Access 12/02/2016


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 25 9 3 53 33 9Future Volume (Veh/h) 25 9 3 53 33 9Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 27 10 3 58 36 10PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 105 41 46vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 105 41 46tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 97 99 100cM capacity (veh/h) 896 1036 1575

Direction, Lane # EB 1 NB 1 SB 1Volume Total 37 61 46Volume Left 27 3 0Volume Right 10 0 10cSH 930 1575 1700Volume to Capacity 0.04 0.00 0.03Queue Length 95th (m) 1.0 0.0 0.0Control Delay (s) 9.0 0.4 0.0Lane LOS A AApproach Delay (s) 9.0 0.4 0.0Approach LOS A

Intersection SummaryAverage Delay 2.5Intersection Capacity Utilization 15.2% ICU Level of Service AAnalysis Period (min) 15

Queues Future (2021) Total PM Peak Hour1: Eighth Line & North Ridge Trail 12/01/2016




HCM Signalized Intersection Capacity Analysis Future (2021) Total PM Peak Hour1: Eighth Line & North Ridge Trail 12/01/2016



Intersection SummaryHCM 2000 Control Delay 29.2 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.46Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.6Intersection Capacity Utilization 73.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis Future (2021) Total PM Peak Hour2: Coronation Drive/Felhaber Crescent & North Ridge Trail 12/01/2016





HCM Unsignalized Intersection Capacity Analysis Future (2021) Total PM Peak Hour3: Kestell Boulevard & Coronation Drive 12/01/2016





Queues Future (2021) Total PM Peak Hour4: Eighth Line & Kestell Boulevard 12/01/2016




HCM Signalized Intersection Capacity Analysis Future (2021) Total PM Peak Hour4: Eighth Line & Kestell Boulevard 12/01/2016




HCM Unsignalized Intersection Capacity Analysis Future (2021) Total PM Peak Hour5: Coronation Drive & Site Access 12/01/2016


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 15 6 9 22 56 28Future Volume (Veh/h) 15 6 9 22 56 28Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 16 7 10 24 61 30PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 120 76 91vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 120 76 91tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 98 99 99cM capacity (veh/h) 870 985 1504

Direction, Lane # EB 1 NB 1 SB 1Volume Total 23 34 91Volume Left 16 10 0Volume Right 7 0 30cSH 902 1504 1700Volume to Capacity 0.03 0.01 0.05Queue Length 95th (m) 0.6 0.2 0.0Control Delay (s) 9.1 2.2 0.0Lane LOS A AApproach Delay (s) 9.1 2.2 0.0Approach LOS A

Intersection SummaryAverage Delay 1.9Intersection Capacity Utilization 18.3% ICU Level of Service AAnalysis Period (min) 15

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