proposed residential subdivision 346- 362 lakeshore … planning/da-17006171801-tis.pdf · homes....

PROPOSED RESIDENTIAL SUBDIVISION 346- 362 LAKESHORE ROAD WEST TOWN OF OAKVILLE Traffic Impact Study

Prepared For: Kingsmen Group Inc. June 2017

© BA Consulting Group Ltd. 45 St. Clair Avenue West, Suite 300 Toronto, ON M4V 1K9 www.bagroup.com

http://www.bagroup.com/

346-362 LAKESHORE RD W

JUNE 2017 7086-12 P:\70\86\12\Report\Lakeshore Road West\TIS 2017.docx

TABLE OF CONTENTS

1.0 INTRODUCTION .................................................................................................... 1 1.1 Study Scope .............................................................................................. 1

2.0 TRANSPORTATION CONTEXT ............................................................................ 1 2.1 Area Road Network .................................................................................... 1 2.2 Transit Context .......................................................................................... 2

3.0 TRAFFIC VOLUMES ............................................................................................. 5 3.1 Existing Traffic Volumes ............................................................................. 5 3.2 Lakeshore Road West Improvements .......................................................... 5 3.3 Future Background Traffic Volumes ............................................................. 6

3.3.1 Corridor Growth......................................................................................................... 6

3.4 Site Traffic ................................................................................................. 6 3.4.1 Trip Generation ......................................................................................................... 6

3.4.2 Distribution and Assignment ..................................................................................... 6

3.5 Future Total Traffic ..................................................................................... 7

4.0 TRAFFIC OPERATIONS ..................................................................................... 12 4.1 Capacity Analysis Review ......................................................................... 12 4.2 Capacity Analysis Results ......................................................................... 12

5.0 SUMMARY AND CONCLUSIONS ....................................................................... 14


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LIST OF TABLES Table 1 Traffic Counts ......................................................................................................................... 5

Table 2 Trip Generation ...................................................................................................................... 6

Table 3 Trip Distribution Pattern ......................................................................................................... 7

Table 4 Capacity Analysis Summary – Lakeshore Road / Morden Road ......................................... 12

Table 5 Unsignalized Intersections – Capacity Analysis Summary .................................................. 13

LIST OF FIGURES Figure 1: Site Location .......................................................................................................................... 2

Figure 2: Site Plan ................................................................................................................................. 4

Figure 3: Existing Traffic Volumes ........................................................................................................ 8

Figure 4: Future Background Traffic Volumes ...................................................................................... 9

Figure 5: Site Traffic Volumes ............................................................................................................. 10

Figure 6: Future Total Traffic Volumes ................................................................................................ 11

TABLE OF APPENDICES APPENDIX A: Traffic Count Data and Signal Timing Plan

APPENDIX B: Synchro Analysis


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1.0 INTRODUCTION BA Group has been retained by Kingsmen Group Inc. to prepare a Traffic Impact Study (TIS) in support of a proposed residential subdivision located at 346-462 Lakeshore Road West. The site is located on the south side of Lakeshore Road Dorval Drive. The location of the site is illustrated in Figure 1. The program involves the construction of 19 detached homes on minor local public road. The Site Plan is provided in Figure 2. This report documents the results of the traffic impact study.

1.1 Study Scope An overview of key parameters is outlined below: Analysis Periods

• The typical weekday morning and afternoon peak hours were reviewed Horizon Years

• A 5-year beyond build-out horizon was adopted for the evaluation of future traffic conditions. Build-out is anticipated for 2019 and 5-year horizon of 2024 was adopted accordingly.

Background Traffic • The study includes traffic allowances for area growth from general corridor and area development

sources. Study Intersections Analysis presented reviews traffic operations at the following intersections:

• Lakeshore Road West / Morden Road; • Lakeshore Road West / Tavistock Square / Shorewood Place; and • Lakeshore Road West / Proposed Public Road.

2.0 TRANSPORTATION CONTEXT

2.1 Area Road Network An overview of the study area roads which serve the site is provided below: Lakeshore Road West is an east-west minor arterial road under the jurisdiction of the Town of Oakville. It has a two-lane rural cross section, is largely residential in nature and provides access for large executive homes. It extends east-west across the Town, continues west through the City of Burlington and east through the City of Mississauga. As its name implies, the road closely follows the shoreline of Lake Ontario, The Lakeshore Road West / Morden Road intersection is under pedestrian-actuated signal control. Lakeshore Road has a posted speed on 50 Km/h. Morden Road is a north-south Town of Oakville collector road. It has a two-lane cross section and extends north from Lakeshore Road West to the south side of the GO Rail. It provides connectivity to Town and

https://en.wikipedia.org/wiki/Lake_Ontario


JUNE 2017 7086-12 2

Regional arterial roads which in turn provides connectivity to the Queen Elizabeth Way. Morden Road has a posted speed on 50 Km/h. Tavistock Square and Shorewood Place are north-south minor local roads which extend north and south, respectively, from Lakeshore Road West.

2.2 Transit Context The area is serviced by Oakville Transit. A description of area bus routes is provided below. Route 14 Lakeshore West operates between the Oakville Main GO Station and the Appleby GO Station via Rebecca Street, Lakeshore Road West (west of the site), Great Lakes Boulevard, Burloak Road and Harvester Road in Burlington. AM/PM peak period headways (average time between buses) for this route are in range of 20 to 30 minutes Route 15 Bridge operates generally east-west along Wildwood between Kerr Street and the RioCan Centre at Burloak and Wyecroft Road. An illustration of the local area routes is provided in Exhibit 1

Source: Oakville Transit Website

FIGURE 1: SITE LOCATION

EXHIBIT 1 - AREA TRANSIT FACILITIES

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Figure 1Lakeshore Road/Morden Road Subdivision, Oakville7086-12 June 2017


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3.0 TRAFFIC VOLUMES Traffic Volumes were developed for the following scenarios for the weekday morning and afternoon peak hours:

• Existing Traffic – baseline traffic levels reflective of current peak hour traffic activity levels for 2016. • Future Background Traffic – forecast traffic levels 6 years into the future. • Site Traffic – traffic activity levels associated with the site. • Future Total Traffic – future traffic volumes 6 years into the future inclusive of site traffic.

Traffic volume figures are provided in Appendix A.

3.1 Existing Traffic Volumes Existing baseline traffic volumes were established through traffic counts performed by Spectrum Traffic Data Services Inc. on behalf of BA Group. Traffic counts were performed during the weekday morning and afternoon peak periods to document typical peak hour traffic volumes. A list of intersections counted is provided in Table 1.

TABLE 1 TRAFFIC COUNTS

Intersection Count Date Source

Lakeshore Road West / Morden Road Monday, September 14, 2015 Town of Oakville

Lakeshore Shore Road / Morden Road Wednesday, March 20, 2017 Spectrum on behalf of BA Group

Lakeshore Shore Road / Tavistock Square / Shorewood Place Wednesday, March 20, 2017 Spectrum on behalf of BA Group

Turning movements counts completed September 14, 2015, were also obtained from the Town of Oakville. Existing peak hour traffic volumes are shown in Figure 3. Traffic count data is provided in Appendix A.

3.2 Lakeshore Road West Improvements The Town of Oakville has initiated a Municipal Class Environmental Assessment (Class EA) study for improvements to Lakeshore Road West from Mississauga Street to Dorval Drive, east of the subject site. The Class EA study did not identify the indicates that the Lakeshore Road / Fourth Line and Lakeshore Road / Dorval Drive west and east of the subject site, respectively, currently operate at level of service (LOS) B during peak hours. Both Lakeshore Road West intersections operates at an acceptable LOS ‘B’ at horizon year 2031.maintaining 1 through lane in each direction. We note that the Lakeshore Road / Morden Road intersection was not included in the Class EA study.


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3.3 Future Background Traffic Volumes Future background traffic volumes were established for a horizon year 5-years beyond buildout. Construction of the site is anticipated to be completed for 2019, and therefore future background traffic volumes were established for 2024. Future background traffic volumes include allowances for Corridor Growth on Collector and Arterial roads in the site environs and for traffic volumes related to active development applications in the area. An overview of corridor growth and site specific allowances is provided below.

3.3.1 Corridor Growth Corridor growth was estimated for area roadways based on discussions with Town of Oakville transportation planning staff and a review of historical traffic count data. Growth rates for Lakeshore Road West and Morden Road were estimated based on a review of historical traffic data at the intersection. The resulting future background traffic volumes are shown in Figure 4.

3.4 Site Traffic 3.4.1 Trip Generation Trip generation rates for the proposed development were developed based upon trip generation rates observed during trip generation surveys conducted at the existing residential subdivision along Shorewood Place. Resultant trip rates are 0.28 and 0.44 for AM and PM peak hours, respectively. As indicated in Table 2 the resulting site traffic is approximately 5 and 8 two-way trips during the weekday morning and afternoon peak hours.

TABLE 2 TRIP GENERATION

Land Use Morning Peak Hour Afternoon Peak Hour

In Out 2-Way In Out 2-Way

Trip Rates based upon survey 0.11 0.17 0.28 0.22 0.22 0.44

Vehicle Trips 2 3 5 4 4 8

3.4.2 Distribution and Assignment Site traffic was assigned to the road network based on a review of network peak hour traffic volumes and distribution pattern evidenced by the residential subdivision on Shorewood Place. The distribution pattern applied is summarized in Table 3.


JUNE 2017 7086-12 7

TABLE 3 TRIP DISTRIBUTION PATTERN

Outbound Inbound

Route Distribution Route Distribution

Lakeshore Road – to the east 75% Lakeshore – from the east 75%

Lakeshore Road – to the west 25% Lakeshore Road – to the west 25%

Total 100% Total 100%

Site traffic volumes are shown in Figure 5.

3.5 FUTURE TOTAL TRAFFIC Future total traffic volumes represent the addition of site traffic to future background traffic activity levels and are illustrated in Figure 6.

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4.0 TRAFFIC OPERATIONS

4.1 Capacity Analysis Review Traffic operations analyses have been undertaken in accordance with the methodologies outlined in the Highway Capacity Manual (HCM) using the Synchro (Version 7) software package. The primary product of the signalized intersection capacity analysis evaluation is two sets of intersection performance indices. Synchro parameters identified in Town of Oakville guidelines have been adopted. The first is a volume-to-capacity (or v/c) ratio that provides an indication of the capacity utilization for movements at an intersection and at the intersection overall. A v/c ratio of 1.0 indicates that a turning movement or intersection may be operating at or near its theoretical capacity. The second measure is a Level of Service (LOS) indicator that provides a measure of the average level of delay that a motorist may experience while travelling through an intersection. The level of service indicator ranges from ‘A’ (minor delay) to ‘F’ (extended delays). The product of the unsignalized intersection capacity evaluation is the Level of Service indicator that characterizes operational conditions for key movements in terms of the average delay that may be experienced by motorists travelling through an intersection. The level of service indicator ranges, as for signalized intersections, ‘A’ (minor delay) to ‘F’ (extended delays). A summary of the results, key observations and conclusions made on the basis of the traffic operations evaluations undertaken at the area intersections is provided in the following sections. Detailed print-outs of the capacity analysis calculations are attached in Appendix C.

4.2 Capacity Analysis Results Capacity analysis results are summarized for signalized intersection in Table 4 and unsignalized intersections in Table 5. A discussion of the results is provided below.

TABLE 4 CAPACITY ANALYSIS SUMMARY – LAKESHORE ROAD / MORDEN ROAD

Existing Future Background Future Total

v/c Delay LOS v/c Delay LOS v/c Delay LOS

Weekday Morning Peak Hour

Overall 0.40 3.1s A 0.42 3.2s A 0.42 3.2s A

Weekday Afternoon Peak Hour

Overall 0.32

3.7s A 0.34 3.6s A 0.34 3.6s A

:


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TABLE 5 UNSIGNALIZED INTERSECTIONS – CAPACITY ANALYSIS SUMMARY

Existing Future Background Future Total

Delay LOS Delay LOS Delay LOS

Lakeshore / Tavistock /Shorewood

WBTL 0.1s (0.1s) A (A) 0.1s (0.1s) A (A) 0.1s (0.1s) A (A)

NBLR 12.9s (14.3s) B (B) 12.9s (14.9s) B (B) 13.0s (15.0s) B (B)

SBLR 15.8s (17.7s) (C) (C) 15.8s (18.7s) C (C) 15.9s (18.8s) C (C)

Lakeshore / Site Driveway

WBLR n/a 0.1s (10.0s) A (B)

NBLR n/a 13.6s (19.3s) B (C) Notes: 1. “ n/a” indicates intersection does not exist under existing and future background conditions. The Lakeshore Road / Morden Road intersection (which operates a pedestrian-actuated signalized intersection) operates at good levels of services (LOS) A with minimal delay and significant reserve capacity. Under future background and future total traffic conditions the intersection will continue to operate at good levels overall. Site traffic may result in minimal delay. Traffic operations at the Lakeshore Road / Tavistock Square / Shorewood Place intersection reflect acceptable operating conditions. Northbound and southbound turns from the side street operate acceptably at LOS C or better during the peak hours. Under future traffic condition this intersection will continue to operate at LOS ‘C’ or better. Site traffic will have minimal impact on this intersection. Site Driveway The proposed driveway (public road) will be aligned approximately 84 degrees to Lakeshore Road West which is well within the range of an acceptable angle of intersection. The proposed new road will have a minimum Town of Oakville standard road allowance of 18.0 metres. Standard 7.5 by 7.5 metre daylight triangle will be provided at the Lakeshore Road West intersection with the new public road. The proposed new road will be located approximately 30.0 east of Morden Road, measured centre to centre. Traffic operations at the proposed site driveway reflect acceptable operating conditions. The northbound exit movement will operate at LOS ‘C’ or better during peak hours. Westbound left turns will experience minimal delay and will operate at LOS ‘B’ or better. Generally, Lakeshore Road operate under free-flow conditions at Morden Road, except when the pedestrian push-button is activated. Southbound left turn demand from Morden Road is quite low (approximately 5 vehicles) during peak hours. We note that a residential driveway on Lakeshore Road is located within 18 metres from Morden Road. Therefore, the proposed driveway (public road) intersection on Lakeshore Road is consistent with the closely-spaced driveways along Lakeshore Road West. Taking into consideration the small southbound left turn demand from Morden Road and northbound from the proposed development, both intersections will operate at acceptable levels.


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5.0 SUMMARY AND CONCLUSIONS Kingsmen Group Inc. is proposing to develop a 19-unit residential subdivision on the south side of Lakeshore Road west of Dorval Drive. This Traffic Impact Study that was completed in this report permits the following conclusions to be made:

• The Lakeshore Road West subdivision will generate approximately 5 and 8 two-way trips during the weekday morning and afternoon peak hours, respectively. This magnitude of vehicle demand can easily be accommodated by the existing roadway network and intersection configurations.

• The study area intersections operate in a satisfactory manner under existing traffic conditions. All unsignalized intersections operate with good levels of service. The Lakeshore Road intersections operate with satisfactory v/c ratios during the weekday morning and afternoon peak hours.

• Under future traffic conditions, the Lakeshore Road West intersection will continue to operate in a satisfactory manner.

• Site generated traffic will be small and will have minimal impact on traffic operations at the existing Lakeshore Road West intersections. As such, the area study intersections can appropriately accommodate site related traffic activity.

• The site driveways will operate with good levels of service providing high accessibility for residents and visitors.

• The location of the proposed access (public road) is satisfactory. Adequate separation to existing low volumes driveways and Morden Road intersection will be provided.

Based on our review of the development proposal, the traffic impacts associated with the site can readily be accommodated on the existing roadway network. .

346-362 LAKESHORE RD W JUNE 2017 7086-12

APPENDIX A: Traffic Count Data and Signal Timing Plan

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Dorval Dr @ Speers Rd (Master) Lakeshore Rd @ Morden Rd (IPS) 8/26/2014 16:08

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 . . . . . . . .Exclusive Ped . . . . . X . . . . . . . .Direction . . . .SBLT NB WBLT EB SB WB

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 . . . . . . 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 8Terminal/Facilities. . . . X . . . . . . .Detector Rack. . . . . . . . . . . . . . .

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 . . . . . . . . . YESAB3418 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 . . . . . . . . . NOTelemetry Address . . . . . . . 0System 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 . . . 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. VersionBoot 27831 2.83Program 45561 7.9 Application . 3Help 27891 6.33Configuration 27913 C165�


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

Phase 1 2 3 4 5 6 7 8 9 10 11 12Direction SBLT NB WBLT EB SB WB

Minimum Green 0 64 0 0 0 0 0 0 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 0 0 10 0 5 0 5 0 10 0 10

Ped Clearance 0 7 0 7 0 7 0 7 0 16 0 16

Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0 0 0 0 0 0 0 0 35 35 35 35

Max 2 0 0 0 0 0 0 0 0 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 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Red Clearance 1.0 2.7 1.0 2.7 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 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


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

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

Enable Programmable OptionsDual Entry. . . . . . . . . . . OFF Backup Protection Group 1 . . . . OFFConditional Service . . . . . . OFF Backup Protection Group 2 . . . . OFFPed 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. . . . . . 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 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 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 . . . . . . . . . . . . 2 . . . . . . . . . . . . 3 . . . . . . . . . . . . 4 . . . . . . . . . . . . 5 . . . . . . . . . . . . 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 . . . . . . . . . . . .


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

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

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

Actuated Coord Phase . . . . Actuated Walk Rest . . . XInhibit Max Timing . . . . . 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-----------------------------------------------------------------


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 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 . . . 1 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 . . 1 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


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

Step Program Step Begins Pattern Override


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

346-362 LAKESHORE RD W JUNE 2017 7086-12

APPENDIX B: Synchro Analysis

HCM Signalized Intersection Capacity Analysis EXAM4: Lakeshore Rd & Morden Rd Baseline

2017-05-16 Synchro 9 ReportJYK Page 1

Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 35 530 205 30 5 15Future Volume (vph) 35 530 205 30 5 15Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.7 5.7 4.0Lane Util. Factor 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.96Flpb, ped/bikes 1.00 1.00 1.00Frt 1.00 0.98 0.90Flt Protected 1.00 1.00 0.99Satd. Flow (prot) 1876 1794 1371Flt Permitted 0.97 1.00 0.99Satd. Flow (perm) 1822 1794 1371Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87Adj. Flow (vph) 40 609 236 34 6 17RTOR Reduction (vph) 0 0 2 0 16 0Lane Group Flow (vph) 0 649 268 0 7 0Confl. Peds. (#/hr) 3 3 3Heavy Vehicles (%) 0% 1% 4% 2% 33% 13%Turn Type Perm NA NA ProtProtected Phases 4 8 6Permitted Phases 4Actuated Green, G (s) 80.5 80.5 4.1Effective Green, g (s) 80.5 80.5 4.1Actuated g/C Ratio 0.85 0.85 0.04Clearance Time (s) 5.7 5.7 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 1555 1531 59v/s Ratio Prot 0.15 c0.00v/s Ratio Perm c0.36v/c Ratio 0.42 0.17 0.11Uniform Delay, d1 1.6 1.2 43.4Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.8 0.2 0.9Delay (s) 2.4 1.4 44.2Level of Service A A DApproach Delay (s) 2.4 1.4 44.2Approach LOS A A D

Intersection SummaryHCM 2000 Control Delay 3.1 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.40Actuated Cycle Length (s) 94.3 Sum of lost time (s) 9.7Intersection Capacity Utilization 61.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis EXPM4: Lakeshore Rd & Morden Rd Baseline


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 10 270 465 5 5 30Future Volume (vph) 10 270 465 5 5 30Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.7 5.7 4.0Lane Util. Factor 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.95Flpb, ped/bikes 1.00 1.00 1.00Frt 1.00 1.00 0.89Flt Protected 1.00 1.00 0.99Satd. Flow (prot) 1878 1897 1593Flt Permitted 0.98 1.00 0.99Satd. Flow (perm) 1848 1897 1593Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88Adj. Flow (vph) 11 307 528 6 6 34RTOR Reduction (vph) 0 0 0 0 33 0Lane Group Flow (vph) 0 318 534 0 7 0Confl. Peds. (#/hr) 2 2 3Heavy Vehicles (%) 0% 1% 0% 0% 0% 0%Turn Type Perm NA NA ProtProtected Phases 4 8 6Permitted Phases 4Actuated Green, G (s) 80.5 80.5 4.1Effective Green, g (s) 80.5 80.5 4.1Actuated g/C Ratio 0.85 0.85 0.04Clearance Time (s) 5.7 5.7 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 1577 1619 69v/s Ratio Prot c0.28 c0.00v/s Ratio Perm 0.17v/c Ratio 0.20 0.33 0.11Uniform Delay, d1 1.2 1.4 43.3Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.3 0.5 0.7Delay (s) 1.5 2.0 44.0Level of Service A A DApproach Delay (s) 1.5 2.0 44.0Approach LOS A A D

Intersection SummaryHCM 2000 Control Delay 3.7 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.32Actuated Cycle Length (s) 94.3 Sum of lost time (s) 9.7Intersection Capacity Utilization 37.0% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis EXPM5: Shorewood Pl/Tavistock Sq & Lakeshore Rd Baseline


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 2 275 1 5 470 5 2 0 2 5 0 1Future Volume (Veh/h) 2 275 1 5 470 5 2 0 2 5 0 1Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Hourly flow rate (vph) 2 313 1 6 534 6 2 0 2 6 0 1Pedestrians 7 3Lane Width (m) 3.6 3.6Walking Speed (m/s) 1.2 1.2Percent Blockage 1 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 114pX, platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99vC, conflicting volume 543 321 874 880 320 872 877 540vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 543 307 867 872 307 864 870 540tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 99 100 100 98 100 100cM capacity (veh/h) 1033 1243 267 283 725 269 284 544

Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 316 546 4 7Volume Left 2 6 2 6Volume Right 1 6 2 1cSH 1033 1243 390 290Volume to Capacity 0.00 0.00 0.01 0.02Queue Length 95th (m) 0.0 0.1 0.2 0.6Control Delay (s) 0.1 0.1 14.3 17.7Lane LOS A A B CApproach Delay (s) 0.1 0.1 14.3 17.7Approach LOS B C

Intersection SummaryAverage Delay 0.3Intersection Capacity Utilization 38.3% ICU Level of Service AAnalysis Period (min) 15

HCM Signalized Intersection Capacity Analysis FBAM4: Lakeshore Rd & Morden Rd Baseline




HCM Unsignalized Intersection Capacity Analysis FBAM5: Shorewood Pl/Tavistock Sq & Lakeshore Rd Baseline



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 687 299 6 12Volume Left 0 2 0 6Volume Right 0 2 6 6cSH 1260 877 451 336Volume to Capacity 0.00 0.00 0.01 0.04Queue Length 95th (m) 0.0 0.1 0.3 0.9Control Delay (s) 0.0 0.1 13.1 16.1Lane LOS A B CApproach Delay (s) 0.0 0.1 13.1 16.1Approach LOS B C


HCM Signalized Intersection Capacity Analysis FBPM4: Lakeshore Rd & Morden Rd Baseline




HCM Unsignalized Intersection Capacity Analysis FBPM5: Shorewood Pl/Tavistock Sq & Lakeshore Rd Baseline



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 338 580 4 7Volume Left 2 6 2 6Volume Right 1 6 2 1cSH 1004 1220 363 266Volume to Capacity 0.00 0.00 0.01 0.03Queue Length 95th (m) 0.0 0.1 0.3 0.6Control Delay (s) 0.1 0.1 15.0 18.9Lane LOS A A C CApproach Delay (s) 0.1 0.1 15.0 18.9Approach LOS C C


HCM Signalized Intersection Capacity Analysis FTAM4: Lakeshore Rd & Morden Rd Baseline




HCM Unsignalized Intersection Capacity Analysis FTAM5: Shorewood Pl/Tavistock Sq & Lakeshore Rd Baseline



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 689 298 6 12Volume Left 0 0 0 6Volume Right 0 0 6 6cSH 1259 877 449 337Volume to Capacity 0.00 0.00 0.01 0.04Queue Length 95th (m) 0.0 0.0 0.3 0.9Control Delay (s) 0.0 0.0 13.1 16.1Lane LOS B CApproach Delay (s) 0.0 0.0 13.1 16.1Approach LOS B C


HCM Unsignalized Intersection Capacity Analysis FTAM8: Site Dwy & Lakeshore Rd Baseline


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 570 0 2 250 1 2Future Volume (Veh/h) 570 0 2 250 1 2Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 620 0 2 272 1 2PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 33pX, platoon unblocked 0.91 0.91 0.91vC, conflicting volume 620 896 620vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 537 839 537tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 942 306 497

Direction, Lane # EB 1 WB 1 NB 1Volume Total 620 274 3Volume Left 0 2 1Volume Right 0 0 2cSH 1700 942 412Volume to Capacity 0.36 0.00 0.01Queue Length 95th (m) 0.0 0.1 0.2Control Delay (s) 0.0 0.1 13.8Lane LOS A BApproach Delay (s) 0.0 0.1 13.8Approach LOS B


HCM Signalized Intersection Capacity Analysis FTPM4: Lakeshore Rd & Morden Rd Baseline




HCM Unsignalized Intersection Capacity Analysis FTPM5: Shorewood Pl/Tavistock Sq & Lakeshore Rd Baseline



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 339 584 0 6Volume Left 0 6 0 6Volume Right 0 6 0 0cSH 1001 1217 1700 247Volume to Capacity 0.00 0.00 0.00 0.02Queue Length 95th (m) 0.0 0.1 0.0 0.6Control Delay (s) 0.0 0.1 0.0 20.0Lane LOS A A CApproach Delay (s) 0.0 0.1 0.0 20.0Approach LOS A C


HCM Unsignalized Intersection Capacity Analysis FTPM8: Site Dwy & Lakeshore Rd Baseline


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 295 1 3 500 1 3Future Volume (Veh/h) 295 1 3 500 1 3Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 321 1 3 543 1 3PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 31pX, platoon unblocked 0.97 0.97 0.97vC, conflicting volume 322 870 322vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 285 851 285tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1238 320 731

Direction, Lane # EB 1 WB 1 NB 1Volume Total 322 546 4Volume Left 0 3 1Volume Right 1 0 3cSH 1700 1238 553Volume to Capacity 0.19 0.00 0.01Queue Length 95th (m) 0.0 0.1 0.2Control Delay (s) 0.0 0.1 11.6Lane LOS A BApproach Delay (s) 0.0 0.1 11.6Approach LOS B


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