TRANSPORTATION IMPACT STUDY PROPOSED RESIDENTIAL DEVELOPMENT 22-28 ANN STREET & 78 PARK STREET EAST, PORT CREDIT CITY OF MISSISSAUGA

April 2019 19244 Disclaimer

This Report represents the work of LEA Consulting Ltd (“LEA”). This Report may not be relied upon for detailed implementation or any other purpose not specifically identified within this Report. This Document is confidential and prepared solely for the use of Edenshaw Ann Developments Ltd. Neither LEA, its sub-consultants nor their respective employees assume any liability for any reason, including, but not limited to, negligence, to any party other than Edenshaw Ann Developments Ltd. for any information or representation herein. Transportation Impact Study Proposed Residential Development 22- 28 Ann Street & 78 Park Street East, City of Mississauga

TABLE OF CONTENTS

1 INTRODUCTION ...... 1 2 EXISTING CONDITIONS ...... 3 Transit Network ...... 3 Existing Cycling Network ...... 4 Pedestrian Network ...... 6 Street Network ...... 6 Existing Traffic Data Collection ...... 8 Intersection Capacity Analysis ...... 8 3 FUTURE BACKGROUND TRAFFIC CONDITIONS ...... 13 Background Developments ...... 13 Corridor Growth ...... 15 Road Network Improvements ...... 15 Intersection Capacity Analysis (2023) ...... 15 Intersection Capacity Analysis (2031) ...... 20 4 SITE-GENERATED TRAFFIC ...... 26 Modal Split ...... 26 Trip Generation ...... 27 4.2.1 Site Auto Trips - 2023 ...... 27 4.2.2 Site Auto Trips - 2031 ...... 27 Trip Distribution and Assignment ...... 28 5 FUTURE TOTAL TRAFFIC CONDITIONS ...... 31 Intersection Capacity Analysis (2023) ...... 31 Intersection Capacity Analysis (2031) ...... 36 6 TRAVEL DEMAND MANAGEMENT ...... 41 7 VEHICULAR PARKING REVIEW ...... 42 Automobile Parking ...... 42 7.1.1 Literature Review ...... 43 7.1.2 Supporting Facilities ...... 44 7.1.3 Comparable Developments ...... 46 7.1.4 Visitor Parking ...... 46 7.1.5 Summary ...... 47 Bicycle Parking ...... 48 8 LOADING REVIEW ...... 49 9 CONCLUSIONS ...... 50

Transportation Impact Study Proposed Residential Development 22- 28 Ann Street & 78 Park Street East, City of Mississauga

LIST OF FIGURES

Figure 1: Site Location (Image: Google Maps) ...... 1 Figure 2: Proposed Site Plan ...... 2 Figure 3: Existing Transit Network ...... 3 Figure 4: Existing Cycling Network ...... 5 Figure 5: Future Cycling Network ...... 5 Figure 6: Existing Lane Configurations ...... 7 Figure 7: Existing Peak Hour Traffic Volumes ...... 9 Figure 8: Proposed and Planned Developments (2031) ...... 14 Figure 9: Future Background (2023) Peak Hour Traffic Volumes ...... 16 Figure 10: Future Background (2031) Peak Hour Traffic Volumes ...... 21 Figure 11: Site Generated Traffic (2023) ...... 29 Figure 12: Site Generated Traffic (2031) ...... 30 Figure 13: Future Total (2023) Traffic ...... 32 Figure 14: Future Total (2031) Traffic ...... 37 Figure 15: 22 Ann Street Walk Score (Source: Walkscore.com) ...... 45

LIST OF TABLES

Table 1: Proposed Site Statistics ...... 2 Table 2: Signalized Intersection Capacity Analysis – Existing Weekday AM ...... 10 Table 3: Signalized Intersection Capacity Analysis – Existing Weekday PM ...... 11 Table 4: Existing Capacity Analysis – Unsignalized Intersections ...... 12 Table 5: Background Developments ...... 13 Table 6: Site Statistics – Planned Developments (2031) ...... 14 Table 7: Corridor Growth Rates ...... 15 Table 8: Signalized Intersection Capacity Analysis – Future Background (2023) Weekday AM ...... 17 Table 9: Signalized Intersection Capacity Analysis – Future Background (2023) Weekday PM ...... 18 Table 10: Unsignalized Intersection Capacity Analysis – Future Background (2023) ...... 18 Table 11: Hurontario/Park Street Capacity Analysis – Future Background (2023) Weekday AM (Improved) ...... 19 Table 12: Existing and Proposed Signal Timings (AM) – Hurontario/Park Street Intersection ...... 19 Table 13: Signalized Intersection Capacity Analysis – Future Background (2031) Weekday AM ...... 22 Table 14: Signalized Intersection Capacity Analysis – Future Background (2031) Weekday PM ...... 23 Table 15: Unsignalized Intersection Capacity Analysis – Future Background (2031) ...... 23 Table 16: Signalized Intersection Capacity Analysis – Future Background (2031) with Improvements ...... 25 Table 17: Recommended Signal Time Improvements – Future (2031) Background Conditions ...... 25 Table 18: Modal Split Summary – 2023 Horizon ...... 26 Table 19: 2031 Modal Split (Source: TMP) ...... 26 Table 20: 2031 Residential Auto Trip Rates (Source: TMP) ...... 26 Table 21: 2023 Trip Generation ...... 27 Table 22: 2031 Trip Generation ...... 28 Table 23: Directional Trip Distribution ...... 28 Table 24: Signalized Intersection Capacity Analysis – Future Total (2023) Weekday AM ...... 32 Transportation Impact Study Proposed Residential Development 22- 28 Ann Street & 78 Park Street East, City of Mississauga

Table 25: Signalized Intersections Capacity Analysis – Future Total (2023) Weekday PM ...... 34 Table 26: Unsignalized Intersections Capacity Analysis – Future Total (2023) ...... 35 Table 27: Signalized Intersection Capacity Analysis – Future Total (2031) Weekday AM ...... 38 Table 28: Signalized Intersection Capacity Analysis – Future Total (2031) Weekday PM ...... 39 Table 29: Unsignalized Intersection Capacity Analysis – Future Total (2031) ...... 40 Table 30: Automobile Parking Summary ...... 42 Table 31: Comparison of Parking Rates ...... 42 Table 32: Comparable Developments ...... 46 Table 33: Bicycle Parking Summary ...... 48

LIST OF APPENDICES APPENDIX A TORs CORRESPONDENCE WITH CITY STAFF APPENDIX B EXISTING TRAFFIC DATA & SIGNAL TIMING PLANS APPENDIX C INTERSECTION CAPACITY ANALYSIS – EXISTING CONDITIONS APPENDIX D HURONTARIO STREET & PARK STREET EAST INTERSECTION FUTURE LAYOUT APPENDIX E INTERSECTION CAPACITY ANALYSIS – FUTURE BACKGROUND APPENDIX F INTERSECTION CAPACITY ANALYSIS – FUTURE TOTAL APPENDIX G LOADING VEHICLE SWEPT PATH DIAGRAM

Transportation Impact Study Proposed Residential Development 22- 28 Ann Street & 78 Park Street East, City of Mississauga

1 INTRODUCTION LEA Consulting Ltd. (LEA) was retained by Edenshaw Ann Developments Ltd. to conduct a Transportation Impact Study (“TIS”) for the proposed residential development located at 22-28 Ann Street & 78 Park Street East, Port Credit, in the City of Mississauga (the “site”). The site is adjacent to the Port Credit GO Station to the north and the GO Station Parking Lot to the east, as illustrated in Figure 1. The site is currently occupied by four separate single-family detached homes and one triplex apartment.

Figure 1: Site Location (Image: Google Maps)

The proposed redevelopment will consist of a 22-storey residential tower with 313 units and 3 live-work units, with four underground parking levels providing a total of 227 parking spaces. The site concept plan is shown in Figure 2. Site access is proposed via a driveway on Ann Street. A summary of the preliminary site statistics is presented in Table 1. The site is within the boundaries of the Port Credit GO Mobility Hub and the Port Credit GO Station Southeast Area Master Plan (TMP) Study. The Lakeshore West GO Line runs on an average 15-minute frequency on weekdays. With the completion of the Hurontario-Main LRT (HMLRT) in 2022 and planned GO expansion by 2025, the site will be within walking distance of a higher order transit hub providing easier integration between multiple transit modes. The TMP contemplates full development by 2031 and the HMLRT Environmental Project Report also investigates the associated traffic impacts for the 2031 horizon year. Therefore, the analysis of future traffic conditions in this study is based on two horizons; the usual five-year (2023) horizon and a 2031 planning horizon. This report has been prepared in accordance with the City of Mississauga Guidelines for the

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Preparation of Transportation Impact Studies and the approved Terms of Reference (Appendix A). Weekday AM and PM peak hours are analyzed.

Table 1: Proposed Site Statistics Type Units Live-Work 3 1-Bedroom 91 2-Bedroom 206 3-Bedroom 16 Total 316

Figure 2: Proposed Site Plan

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2 EXISTING CONDITIONS

TRANSIT NETWORK The proposed development is located within an area that is well served by multiple transit services including rail and buses. The Port Credit GO Station is located just 200 metres north of the proposed development. GO Transit and MiWay routes within the study area are described below and illustrated in Figure 3.

Figure 3: Existing Transit Network

 GO Rail – Lakeshore West Line: As explained earlier, the Port Credit GO Station is situated near the site. The east-west line providing service to and from Union Station and has an average headway of 15 minutes on weekdays. On the weekend, it runs every 30 minutes. With the planned GO Expansion by 2025, the line will provide 15-minute all-day service throughout the week.

MiWay Bus Routes  Route 8 – Cawthra: This route operates all day, Monday to Saturday, and is accessible at the Ann Street & Park Street East intersection. The north-south route operates between Port Credit GO Station and the City Centre Transit Terminal at Square One, traveling along Cawthra Road between Atwater Avenue and Bloor Street. It currently operates with 15 to 20-minute headways during the AM and PM peak periods.  Route 14 – Lorne Park: This route offers two services during the week (Routes 14 and 14A) that are accessible at the Ann Street & Park Street East intersection. Route 14 operates during off peak periods

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Monday to Friday, while route 14A only operates during peak periods on weekdays. The east-west route operates between Port Credit GO Station and Clarkson GO Station, with Route 14A extending south on Southdown Road to loop around Lakeshore Road West and Royal Windsor Drive back to Clarkson GO Station. It currently operates with approximately 35 to 40-minute headways during the AM and PM peak periods.  Route 19 – Hurontario: This route offers four services during the week (Route 19, 19A, 19B and 19C) that are accessible at the Ann Street & Park Street East intersection. Route 19 operates all day, seven days a week; Routes 19A and 19B operate all day during the weekdays, and Route 19C only operates on Saturdays. The north-south route mainly operates between the Port Credit GO Station and the Park & Ride at Highway 407/Hurontario Street, while the branch routes operate from Trillium Health Centre towards Britannia Road West. It currently operates with approximately 10 to 15-minute headways throughout the day.  Route 23 – Lakeshore: This route operates all day, Monday to Sunday, and is accessible at the Elizabeth Ann Street & Park Street East intersection. The east-west route operates between Clarkson GO Station, Port Credit GO Station and Long Branch GO Station. It currently operates with 10 to 15-minute headways during the AM and PM peak periods.  Route 103 – Hurontario Express: This is an express route that operates all day, Monday to Sunday, and is accessible at Port Credit GO Station. The north-south route operates between Port Credit GO Station and the Brampton Gateway Terminal. It currently operates with 10-minute headways during the AM and PM peak periods.

EXISTING CYCLING NETWORK The existing cycling network surrounding the site is illustrated in Figure 4. Cycling infrastructure in the form of multi-use trails are available near the site along Hurontario Street and Port Street East, however, the network-wide connectivity is limited. The Mississauga Cycling Master Plan 2018 proposes an integrated cycling network as shown in Figure 5. The master plan does not specify an implementation timeline but contemplates overall completion within twenty years. When implemented, the site will have safer and better connected bike access to surrounding neighbourhoods.

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Figure 4: Existing Cycling Network

Site

Source: Mississauga Cycling Master Plan 2018

Figure 5: Future Cycling Network

Site

Source: Mississauga Cycling Master Plan 2018

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PEDESTRIAN NETWORK In the area immediately surrounding the site, continuous sidewalks are available on both sides of the street within the study area, with crosswalks available at all signalized intersections. Sidewalk access is also available to the Port Credit GO Station. The pedestrian environment also facilitates utilitarian travel, with some commercial activity located along Hurontario Street and Lakeshore Road East.

STREET NETWORK Figure 6 illustrates the intersections and lane configuration within the study area. The following existing intersections have been included in the traffic study: • Hurontario Street and Park Street East (Signalized); • Hurontario Street and High Street East (Signalized); • Hurontario Street and Lakeshore Road East (Signalized); • Park Street East and Ann Street (Unsignalized); and • Ann Street and Lakeshore Road East (Unsignalized);

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Figure 6: Existing Lane Configurations

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 Hurontario Street is a north-south arterial road with a four-lane cross-section within the study area. Hurontario Street extends south to Lakeshore Road East, where it becomes St. Lawrence Drive. The street maintains a posted 50km/h speed limit within the study area. There are continuous sidewalks along both sides of the street as well as pedestrian crosswalks at all major intersections within the study area.  Lakeshore Road East is an east-west arterial road with a four-lane cross-section as well as on-street parking on both sides of the road within the study area. The roadway maintains a posted 50km/h speed limit within the study area. There are continuous sidewalks along both sides of the street as well as pedestrian crosswalks at all major intersections within the study area.  Park Street East is an east-west local road with a two-lane cross-section within the study area. Park Street East extends east from Stavebank Road terminating at Rosewood Avenue, just east of Hurontario Street. The street maintains an assumed and unposted speed limit of 40km/h. There are continuous sidewalks along both sides of the street within the study area.  Ann Street is a north-south minor collector road with a two-lane cross-section within the study area. Ann Street extends north to become Queen Street East and extends south where it terminates at Lakeshore Road East. On-street parking is available on the west side of the road. The street maintains an assumed and unposted speed limit of 40km/h with continuous sidewalks along both sides of the street within the study area.

EXISTING TRAFFIC DATA COLLECTION LEA collected turning movement counts (TMC) of intersections in the study area on Wednesday, November 21st, 2018 between 7:00 AM to 9:30 AM and 4:00 PM to 7:00 PM. Heavy vehicle traffic, pedestrians, and cyclists at the surveyed intersections were recorded separately and are accounted for in the intersection capacity analyses. Signal timing plans were obtained from the City of Mississauga prepared on December 3rd, 2018. The collected TMC data and signal timing plans are attached as Appendix B.

INTERSECTION CAPACITY ANALYSIS The capacity analysis for the study area intersections was undertaken using Synchro version 9.0, based on the Highway Capacity Manual (2000) methodology, and adhering to the City of Mississauga Traffic Impact Study Guidelines. The existing traffic volumes are illustrated in Figure 7. Table 2 and Table 3 below summarize the signalized intersections analysis results for the AM and PM peak hours. Table 4 summarizes the results for the unsignalized intersections. Detailed Synchro reports are provided in Appendix C.

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Figure 7: Existing Peak Hour Traffic Volumes

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Table 2: Signalized Intersection Capacity Analysis – Existing Weekday AM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 1.03 135.1 F 47.1 80.7 EBTR 0.08 42.3 D 6.2 15.8 WBL 0.05 41.9 D 3.2 8.7 Park Street E & WBTR 0.25 44.3 D 6.0 29.2 Hurontario 0.61 27.6 C NBL 0.01 17.2 B 0.9 4.8 Street NBTR 0.31 19.4 B 43.2 79.2 SBL 0.45 9.6 A 25.8 47.4 SBT 0.22 9.2 A 27.2 43.5 SBR 0.15 8.8 A 7.8 20.7 EBLTR 0.40 64.8 E 10.8 24.1 Hurontario WBLTR 0.13 61.4 E 3.9 12.6 NBL 0.02 2.6 A 0.4 2.4 Street & High 0.20 7.0 A NBTR 0.18 2.9 A 9.5 32.8 Street E SBL 0.02 1.5 A 0.5 2.0 SBTR 0.18 1.8 A 9.1 15.7 EBL 0.57 8.7 A 24.1 46.5 EBT 0.49 9.0 A 73.8 114.8 EBR 0.01 5.4 A 0.0 0.0 WBL 0.16 13.3 B 4.9 14.9 Lakeshore Rd E WBT 0.33 13.9 B 48.9 78.1 and Hurontario 0.62 15.8 B WBR 0.17 12.4 B 7.9 24.5 Street NBL 0.07 47.5 D 3.7 9.5 NBTR 0.22 49.2 D 17.6 31.0 SBL 0.74 55.9 E 47.6 36.3 SBT 0.17 38.1 D 9.8 15.9 SBR 0.15 22.8 C 0.0 5.0

Under existing AM conditions, all the signalized intersections are operating well and within capacity overall. However, it should be noted that the eastbound-left movement at the Park Street/Hurontario Street intersection is observed to be at capacity with a V/C ratio of 1.03 and LOS F. However, the overall intersection operates with residual capacity and acceptable delays. All other movements are operating acceptably during the AM peak hour. Under existing PM conditions, all signalized intersections are also operating well as summarized in Table 3. All movements operate acceptably, as well.

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Table 3: Signalized Intersection Capacity Analysis – Existing Weekday PM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.77 50.1 D 30.0 54.4 EBTR 0.11 29.1 C 5.6 15.5 WBL 0.04 28.6 C 1.9 6.3 Park Street E & WBTR 0.27 30.7 C 9.3 29.0 Hurontario 0.44 15.4 B NBL 0.03 6.5 A 1.3 3.8 Street NBTR 0.31 7.6 A 27.6 34.5 SBL 0.28 10.6 B 13.1 26.2 SBT 0.26 9.3 A 30.5 41.5 SBR 0.21 9.2 A 10.2 23.4 EBLTR 0.57 44.0 D 20.9 36.4 Hurontario WBLTR 0.04 37.3 D 1.3 6.6 NBL 0.03 3.7 A 0.8 3.7 Street & High 0.29 6.8 A NBTR 0.24 4.5 A 16.2 31.8 Street E SBL 0.01 0.4 A 0.0 0.2 SBTR 0.24 0.7 A 0.8 2.2 EBL 0.82 33.7 C 20.4 72.8 EBT 0.29 9.8 A 35.2 58.1 EBR 0.01 7.8 A 0.0 0.3 WBL 0.07 14.4 B 3.2 10.2 Lakeshore Rd E WBT 0.65 22.2 C 108.4 160.2 and Hurontario 0.84 16.0 C WBR 0.23 16.1 B 16.7 39.2 Street NBL 0.03 34.1 C 1.9 5.7 NBTR 0.32 37.3 D 27.5 41.5 SBL 0.80 57.0 E 54.8 76.3 SBT 0.15 35.3 D 13.6 22.9 SBR 0.42 38.8 D 19.1 43.5

All unsignalized intersections (Table 4) currently operate well under existing traffic conditions, with all individual movements operating within capacity during both peak hours except the southbound left movement at the Lakeshore Road East/Ann Street intersection. The movement shows LOS F due to the delays experienced, however, no capacity constraints are observed.

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Table 4: Existing Capacity Analysis – Unsignalized Intersections Weekday AM Peak Hour Weekday PM Peak Hour Intersection Delay Movement LOS Delay (s) V/C Movement LOS V/C (s) EBLTR A 9.6 0.30 EBLTR A 9.6 0.27 Park Street & Ann WBLT A 7.8 0.13 WBLT A 9.3 0.31 Street NBLTR A 9.1 0.18 NBLTR A 9.3 0.15 SBLTR A 8.2 0.02 SBLTR A 9.1 0.14 EBL B 10.4 0.06 EBL B 14.0 0.1 Lakeshore Road East SBL F 54.1 0.02 SBL F 99.1 0.14 & Ann Street SBR B 10.4 0.01 SBR A 9.9 0.02

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3 FUTURE BACKGROUND TRAFFIC CONDITIONS For the analysis of future background traffic conditions, this study considers a five-year horizon (2023) as well as a ten-year horizon to 2031. Future background conditions include the traffic added to the network from other future developments within the surrounding study area, corridor growth, as well as incorporating all planned infrastructure improvements within the study area.

BACKGROUND DEVELOPMENTS Based on the City’s online Development Application database and consultation with the City Staff, three background developments (Table 5) were identified for the 2023 horizon within the surrounding study area. The site traffic volumes for these developments were obtained from their respective Traffic Impact Studies.

Table 5: Background Developments Sources Location Site Statistics (Date) 15-storey Residential Building (204 units) LEA Consulting 1 21,25,27,29 Park Street 6 Townhouses (April 2018) 8 Ann Street, 77 & 81 High 15-storey Residential Building (69 units) GHD 2 Street 3 Townhouses (October 2018) R.J. Burnside 3 55 Port Street 35 Units (February 2018)

For the horizon year 2031, additional background developments have been included that were identified in the TMP. The approximate site locations are shown in Figure 8 as sourced from the TMP, and site statistics are summarized in Table 6. Two of these developments were already included in the 2023 scenario, therefore the most recent development information was used for the 2031 scenario instead of the site statistics assumed in the TMP. Site 4 is the subject site, and therefore the corresponding trips were removed from the background analysis. For all other sites, the traffic volumes estimated in the TMP were used for the 2031 background analysis.

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Figure 8: Proposed and Planned Developments (2031)

Source: TMP

Table 6: Site Statistics – Planned Developments (2031) Site Site Statistics from TMP Comments 225 residential units; 1,250 m2 retail; 13,200 m2 office & 1 400 net new parking spaces 2 112 residential units & 200 m2 retail No new development, continuation of Bell Canada utility 3 operations 4 149 residential units & 500 m2 retail Subject Site Already included in the 2023 5 66 residential units & 180 m2 retail Scenario (8 Ann Street, 77 & 81 High Street) 6 60 residential units & 180 m2 retail 7 66 residential units 8 66 residential units Already included in 2023 9 20 residential units & 180 m2 retail Scenario. (55 Port Street) 10 56 residential units; 1,905 m2 retail & 2,301 m2 office 11 110 residential units & 900 m2 retail 12 583 m2 bank; 670 m2 restaurant & 2,109 m2 office 750 residential units & 3,150 m2 retail; 3000 m2 office; 13 1,764 m2 marine & 1,973 m2 live-work (Half of the site assumed to be built by 2031)

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CORRIDOR GROWTH Corridor growth rates applicable to Hurontario Street and Lakeshore Road East were confirmed with City Staff and are summarized in Table 7. These rates are sensitive to the HMLRT impacts. South of the QEW, there will be no lane reductions to accommodate the LRT; City Staff advised that analysis did not show any reduction in auto traffic in this area. The study area is south of the QEW and therefore it is assumed that there will be no reduction of auto traffic due to the HMLRT.

Table 7: Corridor Growth Rates Annual Growth Rate Corridors Directions AM Peak Hour PM Peak Hour Northbound 0.00% 0.50% Hurontario Street Southbound 1.50% 1.00% Eastbound 0.25% 1.25% Lakeshore Road East Westbound 1.75% 0.50%

ROAD NETWORK IMPROVEMENTS The HMLRT is scheduled to be completed by 2022. The path of the HMLRT impacts the Hurontario Street/Park Street intersection within the study area. Lane configuration changes will be made to the southbound approach at the intersection of Hurontario Street and Park Street, including: • The removal of the southbound right-turn lane; • The conversion of the curbside southbound through lane to a shared through-right lane; and • An increase in the amount of storage for the southbound left-turn lane from 20m to 60m.

The intersection layout is included in Appendix D.

INTERSECTION CAPACITY ANALYSIS (2023) The future background (2023) traffic volumes utilized for the intersection capacity analysis was determined by adding traffic from the identified background developments and corridor growth to the existing traffic volumes. The future background (2023) traffic volumes are illustrated in Figure 9. The Synchro results for the weekday AM and PM peak periods are summarized in Table 8 and Table 9, respectively, while the unsignalized intersections are summarized in Table 10. Detailed capacity results are provided in Appendix E.

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Figure 9: Future Background (2023) Peak Hour Traffic Volumes

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Table 8: Signalized Intersection Capacity Analysis – Future Background (2023) Weekday AM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.99 114.6 F 53.3 100.6 EBTR 0.07 38.6 D 5.7 16.0 WBL 0.04 38.3 D 2.9 8.7 Park Street E & WBTR 0.24 40.7 D 5.5 29.2 Hurontario 0.65 28.9 C NBL 0.03 20.2 C 1.3 6.0 Street NBTR 0.34 22.8 C 50.7 84.6 SBL 0.49 11.8 B 32.1 47.4 SBTR 0.34 12.4 B 47.9 61.8 EBLTR 0.50 65.9 E 14.3 29.1 Hurontario WBLTR 0.13 60.8 E 3.9 12.6 NBL 0.02 2.8 A 0.4 2.4 Street & High 0.22 7.6 A NBTR 0.18 3.0 A 10.4 33.4 Street E SBL 0.02 1.7 A 0.5 2.1 SBTR 0.20 1.9 A 10.0 17.6 EBL 0.58 9.0 A 24.7 47.6 EBT 0.50 9.3 A 76.0 118.1 EBR 0.01 5.5 A 0.0 0.0 WBL 0.16 13.7 B 4.9 14.9 Lakeshore Rd E WBT 0.33 14.2 B 50.0 79.5 and Hurontario 0.62 16.1 B WBR 0.17 12.7 B 8.1 25.1 Street NBL 0.06 47.0 D 3.6 9.5 NBTR 0.27 49.2 D 22.0 36.4 SBL 0.75 54.9 D 29.9 41.4 SBT 0.17 37.8 D 10.1 16.6 SBR 0.15 21.2 C 0.0 4.7

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Table 9: Signalized Intersection Capacity Analysis – Future Background (2023) Weekday PM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.80 52.1 D 33.8 57.7 EBTR 0.10 28.3 C 5.6 14.9 WBL 0.04 27.8 C 1.9 6.1 Park Street E & WBTR 0.27 29.8 C 9.3 27.7 Hurontario 0.54 16.5 B NBL 0.06 7.0 A 1.4 4.4 Street NBTR 0.32 8.0 A 28.5 35.8 SBL 0.29 11.4 B 13.1 28.1 SBTR 0.43 11.5 B 48.3 68.8 EBLTR 0.59 45.0 D 22.1 38.1 Hurontario WBLTR 0.04 37.2 D 1.3 6.6 NBL 0.03 3.7 A 0.8 3.7 Street & High 0.31 6.9 A NBTR 0.25 4.6 A 17.0 32.5 Street E SBL 0.01 0.7 A 0.1 0.2 SBTR 0.26 0.9 A 2.6 4.6 EBL 0.83 35.3 D 20.5 73.6 EBT 0.29 9.8 A 35.3 58.4 EBR 0.01 7.8 A 0.0 0.3 WBL 0.07 14.5 B 3.3 10.3 Lakeshore Rd E WBT 0.65 22.4 C 109.6 161.5 and Hurontario 0.84 25.4 C WBR 0.23 16.2 B 16.9 39.6 Street NBL 0.03 34.0 C 1.9 5.7 NBTR 0.31 37.1 D 26.8 40.6 SBL 0.80 56.7 E 55.2 76.7 SBT 0.19 35.6 D 17.0 27.3 SBR 0.42 38.7 D 19.1 43.5

Table 10: Unsignalized Intersection Capacity Analysis – Future Background (2023) Weekday AM Peak Hour Weekday PM Peak Hour Intersection Moveme Delay Movemen Delay LOS V/C LOS V/C nt (s) t (s) EBLTR B 10.1 0.35 EBLTR A 9.9 0.27 Park Street & Ann WBLT A 8.0 0.14 WBLT A 10.1 0.31 Street NBLTR A 9.3 0.19 NBLTR A 9.5 0.15 SBLTR A 8.3 0.02 SBLTR A 9.3 0.14 EBL B 10.4 0.06 EBL B 14.1 0.12 Lakeshore Road East SBL F 55.3 0.04 SBL F 107.4 0.17 & Ann Street SBR B 10.4 0.02 SBR A 9.9 0.02

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Under future conditions, both signalized and unsignalized intersections are operating acceptably and within capacity during the AM and PM peak hours. The eastbound left movement at the Hurontario/Park Street intersection is shown to be constrained with an LOS F and approaching capacity during the AM peak hour. The EBL movement is permitted under existing AM conditions. Implementing an eastbound advanced left- turn protected phase improves the movement to LOS D as well as a slight improvement in overall intersection V/C and delay as shown in Table 11. Of note, cycle length and offsets were not changed. A summary of changes proposed in the split timings is presented in Table 12. Similar to existing conditions, the SBL movement at the unsignalized Lakeshore Road East & Ann Street intersection shows an LOS F in both AM and PM peak hours. The movement is well within capacity, however, delay are experienced due to high traffic volume on Lakeshore Road East. The SBL turning volume is very low – 3 and 7 vehicles in AM and PM, respectively. Such conditions are typical for urban side streets during peak hours. As such no improvements are recommended for this intersection.

Table 11: Hurontario/Park Street Capacity Analysis – Future Background (2023) Weekday AM (Improved) Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.71 48.0 D 37.9 55.1 EBTR 0.07 35.0 C 5.1 14.0 WBL 0.07 49.8 D 3.2 9.7 Park Street E & WBTR 0.28 52.1 D 6.1 33.3 Hurontario 0.60 27.8 C NBL 0.03 27.9 C 1.5 8.0 Street NBTR 0.38 30.7 C 61.0 108.0 SBL 0.51 14.3 B 38.5 59.8 SBTR 0.36 14.9 B 58.1 78.2

Table 12: Existing and Proposed Signal Timings (AM) – Hurontario/Park Street Intersection Existing Split Proposed Split Phases Direction (seconds) (seconds) 2 NBT 66 52 5 SBL 25 25 6 SBT 91 77 3 EBL - 23 4 EBT 49 40 8 WBT 49 63 Cycle Length 140 140

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INTERSECTION CAPACITY ANALYSIS (2031) For the 2031 background analysis, all planned developments in the TMP were considered as noted earlier. The site traffic of all the planned developments excluding the site was sourced from the TMP. The future background (2031) traffic volumes utilized for the intersection capacity analysis was determined by adding traffic from the TMP background developments and corridor growth to the existing traffic volumes. Figure 10 show the total future background traffic. The Synchro results for the weekday AM and PM peak periods are summarized in Table 13 and Table 14, respectively, while the unsignalized intersections are summarized in Table 15. Detailed capacity results are provided in Appendix E.

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Figure 10: Future Background (2031) Peak Hour Traffic Volumes

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Table 13: Signalized Intersection Capacity Analysis – Future Background (2031) Weekday AM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.98 85.9 F 59.4 110.6 EBTR 0.08 33.6 C 4.9 15.7 WBL 0.07 50.6 D 3.2 9.7 Park Street E & WBTR 0.28 52.9 D 6.1 33.3 Hurontario 0.78 34.5 C NBL 0.37 36.8 D 18.6 40.9 Street NBTR 0.52 35.0 C 113.2 140.2 SBL 0.62 18.4 B 41.3 59.8 SBTR 0.58 19.8 B 112.5 137.5 EBLTR 0.52 64.2 E 18.5 34.9 Hurontario WBLTR 0.10 58.2 E 3.8 12.6 NBL 0.04 4.2 A 1.0 3.9 Street & High 0.31 7.0 A NBTR 0.28 4.8 A 25.2 61.2 Street E SBL 0.03 0.9 A 0.2 0.6 SBTR 0.28 1.1 A 5.6 9.3 EBL 0.89 31.4 C 48.7 117.1 EBT 0.55 12.7 B 97.8 139.3 EBR 0.01 7.5 A 0.0 0.0 WBL 0.24 20.5 C 7.8 20.1 Lakeshore Rd E WBT 0.41 20.3 C 68.5 96.1 and Hurontario 0.91 24.8 C WBR 0.23 18.3 B 14.6 36.3 Street NBL 0.06 41.9 D 3.4 9.0 NBTR 0.41 46.5 D 42.9 61.3 SBL 0.88 72.0 E 35.4 64.5 SBT 0.32 36.9 D 20.5 29.4 SBR 0.19 35.5 D 0.0 13.6

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Table 14: Signalized Intersection Capacity Analysis – Future Background (2031) Weekday PM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.97 71.1 E 70.8 130.6 EBTR 0.11 21.5 C 5.2 17.1 WBL 0.03 20.8 C 1.7 5.9 Park Street E & WBTR 0.29 23.3 C 17.9 38.3 Hurontario 0.82 25.6 C NBL 0.38 19.1 B 3.8 8.4 Street NBTR 0.49 13.4 B 35.1 42.5 SBL 0.49 23.0 C 16.2 35.5 SBTR 0.72 22.1 C 91.0 117.6 EBLTR 0.63 46.1 D 24.2 41.3 Hurontario WBLTR 0.04 36.7 D 1.3 6.6 NBL 0.05 4.1 A 1.0 4.2 Street & High 0.41 6.5 A NBTR 0.33 5.2 A 25.5 45.3 Street E SBL 0.01 0.8 A 0.1 m0.2 SBTR 0.37 1.1 A 4.1 8.0 EBL 1.45 252.9 F 94.9 157.3 EBT 0.33 13.0 B 47.1 61.6 EBR 0.01 10.2 B 0.0 0.3 WBL 0.11 18.3 B 5.4 13.3 Lakeshore Rd E & WBT 0.74 28.7 C 135.4 168.1 Hurontario 1.29 50.6 D WBR 0.27 20.1 C 22.6 43.3 Street NBL 0.03 29.5 C 1.7 5.7 NBTR 0.37 33.5 C 36.3 57.0 SBL 0.90 67.8 E 64.9 110.8 SBT 0.36 33.4 C 37.7 57.7 SBR 0.52 36.0 D 31.2 63.6

Table 15: Unsignalized Intersection Capacity Analysis – Future Background (2031) Weekday AM Peak Hour Weekday PM Peak Hour Intersection Moveme Delay Movemen Delay LOS V/C LOS V/C nt (s) t (s) EBLTR B 14.3 0.51 EBLTR B 14.5 0.51 Park Street & Ann WBLT B 10.3 0.26 WBLT B 14.1 0.51 Street NBLTR B 14.0 0.47 NBLTR B 11.7 0.24 SBLTR B 11.1 0.24 SBLTR C 16.4 0.59 EBL B 11.4 0.15 EBL C 15.2 0.15 Lakeshore Road East SBL F 92.5 0.05 SBL F 189.1 0.35 & Ann Street SBR B 10.5 0.06 SBR B 10.2 0.09

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All the signalized and unsignalized intersections are operating acceptably with residual capacity during the AM and PM peak hour except the Lakeshore Road East/Hurontario Street intersection during the PM peak hour. The eastbound left movement is above capacity at this intersection which is impacting the overall capacity of the intersection. The intersection is part of a coordinated corridor, therefore signal time improvements were tested without changing the cycle length. Maximum possible green time was allocated to the EBL, remaining within the constraints of minimum splits for the other phases. The V/C for the intersection as well as the EBL movement improved to 1. Although the EBL delay shows a significant improvement of 167 seconds, the LOS is still F. It is expected that corridor signal timings will be reviewed under future conditions to optimize the throughput on an ongoing basis.

In the 2023 scenario, the advanced left-turn phase was implemented for EBL movement at the Hurontario Street/Park Street intersection during AM peak hour. The movement is shown to be approaching capacity with LOS F. The movement improved to LOS E with slight signal timing modifications without changing the cycle length. The Synchro results with improvements are summarized in Table 16, while the signal timing modifications are summarized in Table 17. Detailed Synchro report is provided as Appendix E.

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Table 16: Signalized Intersection Capacity Analysis – Future Background (2031) with Improvements Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th AM Peak Hour EBL 0.85 55.9 E 57.9 85.6 EBTR 0.08 31.2 C 4.8 14.2 WBL 0.07 50.6 D 3.2 9.7 Park Street E & WBTR 0.28 52.9 D 6.1 33.3 Hurontario 0.75 33.2 C NBL 0.41 39.2 D 18.8 43.7 Street NBTR 0.56 37.1 D 113.1 142.7 SBL 0.65 21.1 C 42.7 67.9 SBTR 0.61 22.3 C 117.3 156.5 PM Peak Hour EBL 1.00 85.7 F 70.6 134.3 EBT 0.33 12.6 B 45.4 57.8 EBR 0.01 9.9 A 0.0 0.3 WBL 0.13 24.1 C 6.2 14.8 Lakeshore Rd E & WBT 0.89 42.2 D 154.0 199.9 Hurontario 1.00 40.0 D WBR 0.32 26.6 C 27.4 50.1 Street NBL 0.03 30.1 C 1.7 6.0 NBT 0.38 34.1 C 37.1 59.4 SBL 0.93 74.2 E 66.6 118.0 SBT 0.37 34.0 C 38.6 60.0 SBR 0.27 32.8 C 1.5 25.4

Table 17: Recommended Signal Time Improvements – Future (2031) Background Conditions Hurontario/Park Street Intersection (AM) Lakeshore / Hurontario Intersection (PM) Phases Direction 2023 Split 2031 Proposed Phases Direction 2023 Split 2031 Proposed (seconds) Split (seconds) (seconds) Split (seconds) 2 NBT 52 45 2 EBT 72 75 5 SBL 25 25 5 EBL 14 24 6 SBT 77 70 6 WBT 58 51 3 EBL 23 32 4 EBT 40 70 4 NBT 48 45 8 WBT 63 38 8 SBT 48 45 Cycle Length 140 140 Cycle Length 120 120

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4 SITE-GENERATED TRAFFIC The proposed development will introduce 316 residential units. The sections below discusses in detail the calculation, distribution and assignment of site-generated vehicle trips.

MODAL SPLIT The HMLRT is expected to be completed by 2022. Although some modal shift from auto to transit would be expected by 2023, to be conservative, the 2016 Transportation Tomorrow Survey (TTS) modal split has been utilized for the 2023 horizon. The TTS 2016 modal split data for home-based trips originating and terminating in the study area is summarized in Table 18.

Table 18: Modal Split Summary – 2023 Horizon Peak Auto Auto Direction Transit Walk Other Total Hour Driver Passenger Outbound 60% 27% 7% 5% 1% 100% AM Inbound 68% 14% 10% 8% - 100% Outbound 49% 8% 11% 32% - 100% PM Inbound 60% 24% 4% 12% - 100%

For the 2031 horizon, the TMP considered a reduced auto mode share given the increased transit options available including the HMLRT, and determined the trip rates accordingly. For consistency the modal split and trip shares employed in the TMP have been used for 2031 site traffic estimation. The 2031 modal split and auto trip rates sourced from the TMP are presented in Table 19 and Table 20 respectively.

Table 19: 2031 Modal Split (Source: TMP) Peak Hour Auto Driver Non-Auto AM 50% 50% PM 55% 45%

Table 20: 2031 Residential Auto Trip Rates (Source: TMP) Peak Hour In Out Total AM 0.03 0.17 0.20 PM 0.17 0.09 0.26

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TRIP GENERATION The 2023 trip generation for the development is estimated utilizing the ITE Trip Generation Manual 10th Edition trip rates for Multifamily Housing High-rise (LUC 222), while the 2031 trips have been calculated using 2031 TMP trip rates presented in Table 20.

4.2.1 Site Auto Trips - 2023 The site trip generation for the 2023 horizon was based on the trip generation methodology for an urban infill/redevelopment recommended in the ITE Trip Generation Handbook (3rd edition) as follows: 1. Estimate baseline vehicle trips using respective land-use data plots in the ITE Trip Generation Manual. 2. Convert vehicle trips to person trips using auto mode share for baseline sites provided in the ITE Trip Generation Handbook (3rd edition). 3. Determine the mode shares for the site context and calculate the site trips by mode from the person trips calculated in step 2 above.

It is recognized that the ITE trip rates reflect an approximate 90% auto mode share and therefore, the ITE baseline trips have been divided by 90% to determine the number of person trips. Subsequently, the TTS modal split was applied to estimate the number of vehicular trips generated by the development. The resulting trips are summarized in Table 21.

Table 21: 2023 Trip Generation Weekday AM Peak Hour Weekday PM Peak Hour Land Use Trip Gen Info In Out Total In Out Total ITE Trip Rate/Unit 0.07 0.27 0.34 0.24 0.15 0.39 Residential ITE Trips Generated 23 88 111 78 48 126 LUC 222 Person Trips 26 98 124 87 53 140 (320 Units) Site Auto Trips (Using Table 4-1 18 59 77 52 26 78 Mode Split)

4.2.2 Site Auto Trips - 2031 As mentioned earlier, the site traffic for the 2031 horizon has been estimated using trip rates from the TMP presented above. The resulting site trips are tabulated below in Table 22.

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Table 22: 2031 Trip Generation Peak Hour In Out Total Trip Rate/Unit 0.03 0.17 0.20 AM Trips 9 54 63 Trip Rate/Unit 0.17 0.09 0.26 PM Trips 54 28 82

TRIP DISTRIBUTION AND ASSIGNMENT The directional trip distribution was determined using 2016 TTS data for Home-Based trip purposes for the AM and PM peak periods. Trip assignment was subsequently determined based on the trip origin, destination, site access and most logical routing. Table 23 below summarizes the estimated trip distribution for this study.

Table 23: Directional Trip Distribution AM Peak PM Peak Direction Inbound Outbound Inbound Outbound North 64% 84% 79% 74% South 0% 0% 0% 0% East 16% 10% 10% 1% West 20% 6% 6% 25% TOTAL 100% 100% 100% 100%

The site-generated peak hour traffic volumes for the 2023 and 2031 horizons are illustrated in Figure 11 and Figure 12, respectively.

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Figure 11: Site Generated Traffic (2023)

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Figure 12: Site Generated Traffic (2031)

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5 FUTURE TOTAL TRAFFIC CONDITIONS Future total traffic combines background traffic volumes with the new site trips generated by the proposed development. Similar to future background conditions, horizon years 2023 and 2031 have been analysed. The following sections detail the analysis results.

INTERSECTION CAPACITY ANALYSIS (2023) The future total capacity analysis for the weekday AM and PM peak hours are summarized in Table 24 and Table 25, respectively, while the unsignalized intersections are summarized in Table 26. The signal timings from the future background (2023) improved scenario have been carried forward in the analysis of future total conditions. Detailed results are provided in Appendix F. Figure 13 shows the future total (2023) traffic.

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Figure 13: Future Total (2023) Traffic

Table 24: Signalized Intersection Capacity Analysis – Future Total (2023) Weekday AM

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Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.83 57.9 E 47.8 70.9 EBTR 0.07 34.0 C 5.0 14.4 WBL 0.07 50.4 D 3.2 9.7 Park Street E & WBTR 0.28 52.7 D 6.1 33.3 Hurontario 0.65 30.1 C NBL 0.04 28.6 C 2.1 9.8 Street NBTR 0.39 32.0 C 62.4 107.9 SBL 0.52 15.2 B 40.4 59.8 SBTR 0.38 15.8 B 61.8 79.5 EBLTR 0.50 65.9 E 14.3 29.1 Hurontario WBLTR 0.13 60.8 E 3.9 12.6 NBL 0.02 2.9 A 0.4 m2.5 Street & High 0.23 7.0 A NBTR 0.18 3.2 A 10.5 34.8 Street E SBL 0.02 0.7 A 0.2 m0.7 SBTR 0.20 0.8 A 3.7 6.0 EBL 0.58 9.4 A 25.2 48.3 EBT 0.50 9.5 A 77.1 119.6 EBR 0.01 5.7 A 0.0 0.0 WBL 0.16 14.0 B 4.9 15.0 Lakeshore Rd E & WBT 0.33 14.5 B 50.6 80.3 Hurontario 0.63 15.8 B WBR 0.17 13.0 B 8.3 25.6 Street NBL 0.06 46.6 D 3.6 9.4 NBTR 0.26 48.8 D 21.9 36.3 SBL 0.76 52.2 D 25.8 33.2 SBT 0.17 34.8 C 8.6 13.8 SBR 0.15 15.8 B 0.0 4.5

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Table 25: Signalized Intersections Capacity Analysis – Future Total (2023) Weekday PM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.84 55.8 E 37.9 62.5 EBTR 0.10 27.6 C 5.6 14.8 WBL 0.04 27.1 C 1.9 5.9 Park Street E & WBTR 0.26 29.1 C 9.3 26.8 Hurontario 0.58 17.4 B NBL 0.08 7.6 A 1.9 5.5 Street NBTR 0.32 8.3 A 28.4 36.0 SBL 0.30 11.9 B 13.2 29.4 SBTR 0.46 12.2 B 49.7 74.4 EBLTR 0.59 45.0 D 22.1 38.1 Hurontario WBLTR 0.04 37.2 D 1.3 6.6 NBL 0.03 3.7 A 0.8 3.7 Street & High 0.31 7.0 A NBTR 0.25 4.6 A 17.2 32.8 Street E SBL 0.01 0.8 A 0.1 0.2 SBTR 0.26 1.0 A 3.1 5.3 EBL 0.84 37.2 D 21.5 76.2 EBT 0.29 9.8 A 35.3 58.4 EBR 0.01 7.8 A 0.0 0.3 WBL 0.07 14.5 B 3.3 10.3 Lakeshore Rd E & WBT 0.65 22.4 C 109.8 161.9 Hurontario 0.85 25.6 C WBR 0.23 16.2 B 17.2 40.1 Street NBL 0.03 34.0 C 1.9 5.7 NBTR 0.31 37.1 D 26.8 40.6 SBL 0.80 56.7 E 55.2 76.7 SBT 0.19 35.6 D 17.0 27.3 SBR 0.42 38.8 D 19.5 43.9

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Table 26: Unsignalized Intersections Capacity Analysis – Future Total (2023) Weekday AM Peak Hour Weekday PM Peak Hour Intersection Delay Delay Movement LOS V/C Movement LOS V/C (s) (s) EBLTR B 10.6 0.38 EBLTR B 10.2 0.31 Park Street & Ann WBLT A 8.3 0.15 WBLT A 10.4 0.38 Street NBLTR A 9.6 0.20 NBLTR A 9.8 0.17 SBLTR A 9.1 0.12 SBLTR A 9.8 0.19 EBL B 10.4 0.07 EBL B 14.3 0.13 Lakeshore Road East SBL F 57.3 0.07 SBL F 111.4 0.17 & Ann Street SBR B 10.4 0.03 SBR A 9.9 0.03 Ann Street & Site EBR A 8.6 0.06 EBR A 8.8 0.03 Access NBL A 0.6 0.01 NBL A 2.0 0.04

The introduction of the proposed development has an acceptable impact on traffic operations as all the signalized and unsignalized intersections continue to operate at similar levels of service observed under future background (2023) traffic conditions. All individual movements are expected to operate with residual capacity and acceptable delay with the addition of site-generated traffic during the both peak hours.

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INTERSECTION CAPACITY ANALYSIS (2031) The results of the intersection capacity analysis for the signalized intersections during the weekday AM and PM peak periods are summarized in Table 27 and Table 28, respectively. The unsignalized intersections are summarized in Table 29, with detailed results provided in Appendix F. The signal timing plans have been carried forward from future background (2031) conditions. Figure 14 shows the future total (2031) traffic.

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Figure 14: Future Total (2031) Traffic

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Table 27: Signalized Intersection Capacity Analysis – Future Total (2031) Weekday AM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.91 63.3 E 70.1 103.9 EBTR 0.08 29.6 C 4.6 14.3 WBL 0.07 50.6 D 3.2 9.7 Park Street E & WBTR 0.28 52.9 D 6.1 33.3 Hurontario 0.80 36.0 D NBL 0.45 43.2 D 20.0 45.6 Street NBTR 0.59 39.4 D 116.9 143.0 SBL 0.67 23.2 C 44.5 69.1 SBTR 0.63 24.2 C 122.4 159.8 EBLTR 0.52 64.2 E 18.5 34.9 Hurontario WBLTR 0.10 58.2 E 3.8 12.6 NBL 0.04 4.2 A 1.0 3.8 Street & High 0.31 6.9 A NBTR 0.28 4.9 A 25.4 61.2 Street E SBL 0.03 0.8 A 0.2 0.4 SBTR 0.28 0.9 A 4.3 7.5 EBL 0.90 32.3 C 49.4 118.2 EBT 0.55 12.9 B 99.0 139.4 EBR 0.01 7.6 A 0.0 0.0 WBL 0.25 20.7 C 7.8 20.2 Lakeshore Rd E & WBT 0.41 20.5 C 69.2 96.2 Hurontario 0.91 25.9 C WBR 0.24 18.5 B 14.8 36.5 Street NBL 0.06 41.7 D 3.4 9.0 NBTR 0.41 46.2 D 42.7 61.3 SBL 0.89 72.3 E 36.1 67.0 SBT 0.31 37.4 D 18.5 31.7 SBR 0.19 47.5 D 0.1 21.2

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Table 28: Signalized Intersection Capacity Analysis – Future Total (2031) Weekday PM Overall Queue (m) Intersection Movement V/C Delay (s) LOS V/C Delay LOS 50th 95th EBL 0.92 54.2 D 47.1 72.9 EBTR 0.13 20.7 C 7.1 17.4 WBL 0.05 30.4 C 1.9 6.4 Park Street E & WBTR 0.48 34.6 C 23.8 46.7 Hurontario 0.86 26.5 C NBL 0.52 31.3 C 7.6 30.6 Street NBTR 0.50 14.7 B 46.4 53.4 SBL 0.52 25.4 C 20.0 47.8 SBTR 0.77 24.9 C 119.1 167.4 EBLTR 0.63 46.1 D 24.2 41.3 Hurontario WBLTR 0.04 36.7 D 1.3 6.6 NBL 0.05 4.1 A 1.0 4.2 Street & High 0.41 6.6 A NBTR 0.33 5.2 A 25.6 45.6 Street E SBL 0.01 0.9 A 0.1 0.2 SBTR 0.37 1.4 A 5.2 7.8 EBL 1.01 89.1 F 72.5 136.4 EBT 0.33 12.6 B 45.4 57.8 EBR 0.01 9.9 A 0.0 0.3 WBL 0.13 24.1 C 6.2 14.8 Lakeshore Rd E & WBT 0.89 42.3 D 154.3 200.4 Hurontario 1.00 40.4 D WBR 0.33 26.6 C 27.8 50.9 Street NBL 0.03 30.1 C 1.7 6.0 NBTR 0.38 34.1 C 37.1 59.4 SBL 0.93 74.2 E 66.6 118.0 SBT 0.37 34.0 C 38.6 60.0 SBR 0.28 32.9 C 1.9 26.0

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Table 29: Unsignalized Intersection Capacity Analysis – Future Total (2031) Weekday AM Peak Hour Weekday PM Peak Hour Intersection Delay Delay Movement LOS V/C Movement LOS V/C (s) (s) EBLTR C 15.5 0.55 EBLTR C 15.4 0.53 Park Street & Ann WBLT B 10.8 0.28 WBLT B 14.9 0.52 Street NBLTR B 14.9 0.49 NBLTR B 12.3 0.27 SBLTR B 12.5 0.35 SBLTR C 18.9 0.65 EBL B 11.4 0.15 EBL B 14.8 0.15 Lakeshore Road East SBL F 97.5 0.09 SBL F 184.5 0.35 & Ann Street SBR B 10.5 0.07 SBR B 10.6 0.10 Ann Street & Site EBR A 8.7 0.05 EBR A 9.5 0.03 Access NBL A 0.2 0.01 NBL A 1.9 0.04

The 2031 analysis also suggests that the proposed development will have minimal impact, as all the signalized and unsignalized intersections, except the Lakeshore/Hurontario intersection, are acceptable with residual capacity similar to future background 2031 conditions. The Lakeshore/Hurontario intersection is approaching capacity due to heavy EBL movement volumes during the PM peak hour, similar to background conditions. The introduction of the proposed development shows no impact on overall performance of the intersection, however, a three-second increase in delay is noted for the EBL movement. As noted earlier, signal timing improvements were implemented under 2031 future background conditions improving the intersection V/C from 1.45 to 1.00. As the signal is part of a coordinated corridor, the improvements were made without changing the cycle length. Maximum possible green time was allocated to the EBL movement, remaining within the constraints of minimum splits for other phases. It is expected that corridor signal timings will be reviewed under future conditions to optimize the throughput on an ongoing basis. As such, no improvements to the intersections are recommended at this time.

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6 TRAVEL DEMAND MANAGEMENT

Transportation Demand Management (TDM) measures consist of specialized policies, programs, services, and products to encourage people to use sustainable modes of transportation, instead of driving alone, or make fewer trips by car. Such measures include but are not limited to transit-supportive land uses, bicycle and pedestrian facilities, flexible work schedules, carpooling, pay-for-parking and employee incentives.

The proposed development is located within the boundaries of the Port Credit GO Mobility Hub and Port Credit GO Station Southeast Area Master Plan (TMP). The TMP envisions the Port Credit Community to be a transit-supportive and pedestrian-friendly. There are several opportunities to incorporate TDM measures to promote alternate modes of transportation to and from the proposed development. The proposed redevelopment is located in an area with a high degree of transit accessibility and walkability. The Port Credit GO Station is located just 200 metres to the north of the proposed development. With the planned GO expansion by 2025, a 15-minute all-day train service will be available throughout the week. Once completed by 2022, the Hurontario-Main LRT will also be accessible within a two-minute walk of the site. Local routes operated by MiWay are available at Ann Street & Park Street intersection, at the doorstep of the proposed development. In the area immediately surrounding the site, continuous sidewalks are available on both sides of the street within the study area, with crosswalks available at all signalized intersections. The pedestrian environment also facilitates utilitarian travel, with some commercial activity located along Hurontario Street and Lakeshore Road East. Although the existing cycling infrastructure provides limited network wide connectivity, the Mississauga Cycling Master Plan proposes an integrated network providing access to major destinations in the surrounding area. As such the site context provides strong opportunity to implement TDM.

To align with the vision of the TMP and complement the transit supportive strategy of the City of Mississauga, the following TDM measures are recommended for the proposed development based on the site context. • The project will provide unbundled parking for all residential spaces thereby separating parking from residential unit costs. It will allow residents to choose whether or not to obtain a parking space. This measure will support a shift in reduction in car ownership, parking demand and ultimately car trips. • There are no bicycle parking requirements in the Zoning By-law, however, the City of Mississauga Cycling Master Plan recommends 0.08 and 0.70 spaces per residential unit for short-term and long- term parking, respectively. This is equivalent to 26 short-term and 222 long-term spaces, which will be provided. • The project marketing materials highlight the features of the development that reduce the need to own a car. These features include the transit, cycling and walking context of the site as well as the surplus bike parking, direct access to Ann Street for visitor bike parking and a bike repair facility. • Participation in the Smart Commute program will also be explored to complement the above- mentioned TDM measures. The program includes carpool matching programs, emergency ride home programs and discounted transit pass programs.

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7 VEHICULAR PARKING REVIEW

AUTOMOBILE PARKING The amount of parking spaces to be provided at the site will be governed by Zoning By-Law 0225-2007. The required and proposed parking are summarized in Table 30. The three live-work units are treated as 2- bedroom units for the purpose of identifying their by-law parking requirements.

Table 30: Automobile Parking Summary Proposed Land Use Parking Rate/Unit Units Required Parking Parking 1 Bedroom 1.25 91 114 2 Bedroom 1.4 209 293 211 3 Bedroom 1.75 16 28 Visitor (per unit) 0.2 316 63 16 Total 498 227

According to the By-law, the proposed development is required to provide 498 parking spaces which is equivalent to an overall rate of 1.58 spaces per unit. Recognizing the transit-supportive vision for the Port Credit Community, reduced parking rates have been approved for other developments in the recent past. The TMP also recommends reduced transit supportive parking rates. Comparison of existing Zoning By-Law rates, rates approved by the City in recent past and the TMP recommended rates to the proposed parking supply are presented in Table 31.

Table 31: Comparison of Parking Rates Existing By-Law Past Approved Rates (21-29 Land Use TMP Rates Proposed Parking Rates Park Street E) 1 Bedroom 1.25 0.80 0.80 2 Bedroom 1.40 1.00 0.90 211 3 Bedroom 1.75 1.00 1.00 Visitor 0.20 0.10 0.15 16 Total 498 329 324 227 Overall Rate 1.58 1.04 1.03 0.72

The proposed development will provide 227 parking spaces, resulting in a proposed parking rate of 0.72 spaces per unit. This represents a deficiency of 97 spaces relative to the recommended rate outlined in the TMP. In support of the proposed parking supply, an extensive literature review was conducted to uncover current findings and trends regarding parking provision, auto and transit usage, and self-selection. In

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addition, a review was conducted of comparable developments and supporting transit and active transportation facilities. 7.1.1 Literature Review The literature reviewed investigates the link between parking provision, parking standards, and auto ownership and usage. Particularly, it has been discovered that providing off-street parking encourages greater auto ownership.1 Additionally, that providing guaranteed off-street residential parking has a significant influence on a commuter’s choice to drive.2 It is unsurprising that given an increase in auto ownership, an increase in auto usage can be expected as well. The literature has also investigated how the provision of residential parking affects developers, and prospective buyers. More specifically, that providing residential parking can introduce travel behaviours into an area that would have otherwise not existed given the area’s built environment, market factors, and self-selection. While the concern may be that reducing the amount of required residential parking may lead to an insufficient supply of parking, and therefore overspill or a lack of means of travel, the research conducted in the literature suggests that this will not be the case. It is suggested that circular logic exists with the determination of parking requirements. This occurs when excessive minimum parking requirements have been determined in the past, leading to an oversupply of parking. The oversupply of parking is then met with an increased parking demand that would have otherwise not existed.3 The argument being minimum parking standards are not necessarily reflective of the area in which they are being applied. Regarding the subject site, it is difficult to conclude that the parking rates in City of Mississauga Zoning By- Law 0225-2007, when applied (yielding a parking supply rate of 1.58 spaces per unit), will be those needed by the future community. Further, it is more appropriate and supportive of City of Mississauga policies to provide less parking than required given future envisioned built form, anticipating those who will live in the Port Credit area will use GO Transit and MiWay services more intensely than a personal vehicle. As the literature warns, providing too much parking may pre-determine the travel behaviours to exist in the area. This concept is further supported by the observed occurrence of self-selection. To understand the impact of the built environment on mode choice, the literature has identified that households and/or individuals are locating themselves in built environments that are consistent with their lifestyle preferences, attitudes, and values. In other words, households and individuals are making residential location and travel choice

1 Guo, Zhan. "Does the Availability of On-street Parking Affect the Car Ownership of Households with Off-Street Parking?" TRB 2012 Annual Meeting. New York City: Wagner Graduate School of Public Service, Rudin Center for Transportation Policy and Management, 2012. 1-25. 2 Weinberger, Rachel, Mark Seaman, and Carolyn Johnson. "Residential Off-Street Parking Impacts on Car Ownership, Vehicle Miles Traveled, and Related Carbon Emissions. New York City Case Study." Transportation Research Record: Journal of the Transportation Research Board, 2009: 24-30. 3 Shoup, Donald. "The High Cost of Free Parking." University of California Transportation Center - eScholarship, 1997: 22.

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decisions jointly as part of an overall lifestyle package.4 As revealed in case study research in the U.S., working within a mile of a rail station or transit hub induces households to reside near transit, all else being equal.5 It is important to note that the subject site is located less than 200m from both the Port Credit GO Station and the future Hurontario LRT terminal stop. Other studies have found that residents who choose to live in transit-oriented-development (TOD) areas place a high importance on transit and walking accessibility when choosing their home. This has been observed, for example, in the Portland, Oregon area.6 Overall it has been concluded that the self-selection hypothesis contains three non-mutually exclusive hypotheses7:

• People decide where to live based on how they expect to travel (and their predictions are correct); • The sorting process is not significantly constrained, so preferences and built environment characteristics are highly correlated; and, • Self-selecters are more responsive to the built environment.

The literature recommends that market-responsive zoning be practiced in and around transit nodes, specifically that households near transit nodes tend to be smaller with fewer cars.8 It is likely that given a market response, and a reduced parking supply, that future residents of the subject site will be seeking a more transit-oriented lifestyle, with reduced reliance on the personal vehicles as envisioned in both the Port Credit GO Station Southeast Area Master Plan. A transit-oriented lifestyle is neither supportable nor possible if an average of 1.58 parking spaces is provided for each unit as per the by-law standards.

7.1.2 Supporting Facilities Detailed below is a review of the active transportation and transit facilities in the surrounding area that will help reduce the automobile usage of residents. Active Transportation Facilities The subject site is located in close proximity to a high concentration of amenities that are accessible by walking. Figure 15 displays the amenities within a 500m walking distance from the subject site, including: • Port Credit GO Station • Parks and the Waterfront

4 Pinjari, Abdul Rawoof, Ram Pendyala, Chandra Bhat, and Paul Waddell. "Modeling residential sorting effects to understand the impact of the built environment on commute mode choice." Transportation, 2007: 557-573. 5 Cervero, Robert. "Transit Oriented Development’s Ridership Bonus: A Product of Self-Selection and Public Policies." Environment and Planning A (University of California Transportation Center), 2006. 6 Dill, Jennifer. "Transit Use at Transit-Oriented Developments in Portland, Oregon, Area." Transportation Research Record: Journal of the Transportation Research Board, 2008: 159-167. 7 Chatman, Daniel. "Residential choice, the built environment, and non-work travel: Evidence using new data and methods." Environment and Planning A, 2008. 8 Cervero, Robert. "Transit Oriented Development’s Ridership Bonus: A Product of Self-Selection and Public Policies." Environment and Planning A (University of California Transportation Center), 2006.

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• Grocery Stores • Restaurants • Coffee Shops and Eateries • Pharmacies and Medical Services • Schools • Additional Retail/Services

The site possesses a Walk Score of 90/100, which classifies the site as “Walker’s Paradise” and indicates that the majority of discretionary trips can be taken as a pedestrian. Continuous sidewalks are provided on both sides for all streets within the study area, and crosswalks are available at all signalized intersections. In addition, the site is located in close to proximity to Saint Lawrence Park, Port Credit Memorial Park, and J.C. Saddington Park, thereby enabling recreational walking trips.

Figure 15: 22 Ann Street Walk Score (Source: Walkscore.com)

As detailed above in Section 2, existing cycling facilities are available along the waterfront and a section of Hurontario Street north of the rail corridor. As per the City of Mississauga Cycling Master Plan, future cycling facilities will be constructed along Hurontario Street and Lakeshore Road within the study area, facilitating cycling movement along the two primary travel corridors connecting to the subject site.

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Transit Facilities Upon completion of the Hurontario LRT (est. 2023) and GO RER project (est. 2025), the subject site will be within a convenient walking distance of two higher-order transit facilities. Once these projects are completed, the subject site will have unparalled transit access for a high-rise residential development within the city of Mississauga. The Hurontario LRT will facilitate access to the high number of jobs and amenities available along the Hurontario corridor between Port Credit and the Brampton Gateway Terminal, as well as connections to the Mississauga Transitway and Brampton Transit/Züm. GO RER will enhance the existing GO commuter service by providing two-way all-day fifteen minute weekday and weekend service for trips destined to downtown Toronto and other major destinations. In addition, Miiway bus service will continue to provide access to destinations not accessible using the LRT or GO. The proposed development will be marketed to prospective residents who are looking to live in a walkable transit-oriented community where a vehicle is not required for commuting and discretionary trips. As the limited number of vehicle parking spaces will be explicitly noted in promotional material, the target audience for this development will be households who frequently use transit and active transportation. 7.1.3 Comparable Developments Development activity along the Lakeshore West corridor was reviewed to identify the parking rates being proposed for new development near GO stations. While the adjacent Long Branch and Clarkson stations have experienced limited development to date, there have been four major developments next to the Mimico GO station, which is two stops east of Port Credit GO. The Mimico neighbourhood has no existing or proposed rapid transit connections other than GO RER, and has access to fewer amenities within a typical walking distance than the subject site (the Walk Score for these developments ranges from 69 – 77). As outlined below in Table 32, all four major developments adjacent to the Mimico GO station are proposing residential parking at a rate of 0.60 spaces per unit.

Table 32: Comparable Developments Total Parking Rate Development Units (per unit) 39 Newcastle Street 833 23 Buckingham Street 724 0.60 25 Audley Street 391 10 Audley Street 1,824

22 Ann Street (subject site) 316 0.72

7.1.4 Visitor Parking As indicated above in Section 7.1, the proposed development will also provide visitor parking at a reduced rate. While the TMP recommends a visitor parking rate of 0.15 spaces per unit, corresponding to 47 spaces, a visitor parking rate of 0.05 spaces per unit is proposed, corresponding to a total of 16 visitor spaces. As a result, the proposed visitor parking supply is deficient by 31 spaces. The motivation for this reduction

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parallels the argument for a reduced residential rate, given the presence of higher order transit facilities which visitors will be able to use to access the site. Once the GO RER and the Hurontario LRT projects are completed, the site will have higher order transit access along multiple corridors during evenings and weekends, when visitor trips are typically more frequent. The self-selection argument outlined in the literature review is applicable to visitor parking as well, as it will encourage visitors to access the site using alternative means such as transit or walking. 7.1.5 Summary Based on a review of the relevant literature and the transportation facilities in the immediate area, it is more likely that the transportation goals of the Port Credit GO Station Southeast Area Master Plan will be achieved if parking is provided at the rate proposed, versus the zoning by-law rate. The zoning by-law rate is excessive, and will further encourage auto-orientation in an area that will be well-serviced by rapid transit. The rate proposed by the TMP is also excessive relative to anticipated demand. There is the opportunity for the subject site to introduce a significant population that is transit-oriented to the area, jumpstarting a further evolution towards transit-orientation for the Port Credit area. To require a residential development at the scale and level of compactness of the subject site to provide 1.58 parking spaces per unit would not only miss this opportunity, but it would be counterproductive. LEA recognizes that a significant reduction in parking is proposed for the subject site from the zoning by-law requirement. LEA also recognizes that the zoning by-law requirement exists to ensure that the demand for parking can be accommodated on-site, thereby not adversely impacting off-site parking supplies. These impacts could include illegal parking activity on residential roads, or other private parking facilities. Provided the zoning by-law minimum parking requirements exist with the intention of preventing parking overspill and subsequent parking issues, the zoning by-law requirements do not exist to facilitate transit-oriented living, or to function as a transportation demand management (TDM) measure. Recognizing the intent of the zoning by-law, it is of LEA’s opinion that while concern may exist over the proposed parking supply, the proposed parking supply will serve to achieve the envisioned transportation context for this area. It is expected that as transit becomes more attractive and convenient in the area, there will be a reduced demand for parking, and therefore the parking supply proposed should not be insufficient in the long-term. Further, the research has identified that self-selection does occur regarding developments that are provided with reduced car parking.

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BICYCLE PARKING The City of Mississauga Zoning By-law does not specify bicycle parking, but the City of Mississauga Cycling Master Plan recommends 0.08 and 0.70 spaces per residential unit for short-term and long-term bicycle parking, respectively. The proposed development will provide bicycle parking at the recommended rate. The required and proposed bicycle parking is detailed in Table 33.

Table 33: Bicycle Parking Summary Rate (spaces/unit) Requirement Proposed Supply Land Use Units Short- Long- Short- Long- Short-Term Long-Term Term Term Term Term Residential 316 0.08 0.70 26 222 26 222

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8 LOADING REVIEW The City of Mississauga Zoning By-law 0225-2007 Section 3.1.14.5 requires one loading space per apartment building containing a minimum of 30 dwelling units. As the proposed building contains 316 units, one loading space has been provided. A review of the functionality and accessibility of the proposed loading space was completed to determine that the loading space can be accessed and egressed by the appropriate vehicles. The swept path diagrams are provided in Appendix G.

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9 CONCLUSIONS • Site Description: The site is located at 22-28 Ann Street & 78 Park Street East, Port Credit, in the City of Mississauga. The site is adjacent to the Port Credit GO Station to the north and the GO Station Parking Lot to the east. The site is adjacent to the Port Credit GO Station to the north and the GO Station Parking Lot to the east. The proposed redevelopment will consist of a 22-storey residential tower containing a total of 313 units and 3 live-work units, and four underground parking levels providing a total of 227 parking spaces. Site access is proposed via a driveway on Ann Street. • Policy Context: The proposed development is located within the boundaries of the Port Credit GO Mobility Hub and Port Credit GO Station Southeast Area Master Plan (TMP) Study. The site area is well served by multiple levels of transit modes such as rail and buses. The Port Credit GO Station is located just 200 metres to the north of the proposed development. The Lakeshore West GO Line runs with an average 20-minute frequency every day. With the completion of the Hurontario-Main LRT (HMLRT) in 2022 and the planned GO Expansion by 2025, the site will have access within walking distance to a higher-order transit hub providing enhanced integration between multiple transit modes. • Active Transportation Infrastructure: Existing cycling infrastructure surrounding the site includes multi-use trails along Hurontario Street and Port Street East, however, the network-wide connectivity is limited. The Mississauga Cycling Master Plan 2018 proposes an integrated cycling network in the area around the site and contemplates the completion in 20 year’s time. When implemented, the site will have safer and better connected bike access to the surrounding areas. Continuous sidewalks are available on both sides of the streets within the study area, with crosswalks available at all signalized intersections. Sidewalk access is also available to the Port Credit GO Station. The pedestrian environment also facilitates utilitarian travel, with some commercial activity located along Hurontario Street and Lakeshore Road East. • Existing Conditions Analysis: Under existing conditions, all intersections are operating acceptably and within capacity. The eastbound left movement at the Park Street/Hurontario Street intersection is observed to be at capacity with a V/C ratio of 1.03 and LOS F. However, the overall intersection operates with residual capacity and acceptable delays. The southbound left movement at the Lakeshore Road East/Ann Street intersection shows LOS F due to delays experienced, however, no capacity constraints are observed. • Future Improvements: For the analysis of future traffic conditions, this study considers a typical five-year horizon (2023) as well as a 2031 horizon. The HMLRT is scheduled to be completed by 2022. The path of the HMLRT impacts the Hurontario Street/Park Street intersection within the study area. Lane configuration changes at the intersection of Hurontario Street and Park Street, include removing the southbound right turn lane and converting the curbside southbound through lane to a shared through-right lane. Storage for the southbound left turn lane will be increased from 20m to 60m. • Future Background Conditions (2023): Under future background (2023) traffic conditions, both signalized and unsignalized intersections are operating acceptably and within capacity during the AM and PM peak hours. The eastbound left movement at the Hurontario/Park Street intersection is shown to be constrained with an LOS F and approaching capacity during AM peak hour similar to existing conditions. The EBL movement is permitted under existing AM conditions. Implementing an eastbound advanced left-turn protected phase improves the movement to LOS D as well as a slight

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improvement in overall intersection V/C and delay. Of note, cycle length and offsets were not changed. Similar to existing conditions, the SBL movement at the unsignalized Lakeshore Road East & Ann Street intersection shows an LOS F in both AM and PM peak hours. The movement is well within the capacity, however, experiences delay due to high traffic volumes on the Lakeshore Road East. The SBL turning volume is very low – 3 and 7 vehicles in AM and PM, respectively. Such conditions are typical for urban side streets during peak hours. As such no improvements are recommended for this intersection. • Future Background Conditions (2031): For 2031 background analysis, all planned developments in the TMP were considered. All the signalized and unsignalized intersections are operating acceptably with residual capacity during the AM and PM peak hour except Lakeshore Road East/Hurontario Street intersection during PM peak hour. The eastbound left movement is above capacity at this intersection which is impacting the overall capacity of the intersection. The intersection is part of a coordinated corridor, therefore signal time improvements were tested without changing the cycle length. Maximum possible green time was allocated to EBL, remaining within the constraints of minimum splits for other phases. The intersection V/C as well the EBL V/C improved to 1. It is expected that corridor signal timings will be reviewed under future conditions to optimize the throughput on an ongoing basis. An advanced left turn phase was implemented in the 2023 scenario for the EBL movement at Hurontario Street/Park Street intersection during AM peak hour. The movement continues to perform acceptably and within capacity with slight signal time modifications without changing the cycle length. • Trip Generation: Site trip generation for the 2023 horizon was based on the trip generation methodology for an urban infill/redevelopment recommended in the ITE Trip Generation Handbook (3rd edition), using ITE trip rates. The site traffic for the 2031 horizon has been estimated using trip rates from the TMP. Under future total (2023) conditions, the proposed development is estimated to generate a total of 77 (18 In, 59 Out) and 78 (52 In, 26 Out) two-way site trips for the weekday AM and PM peak hours, respectively. The 2031 site trip estimate is 63 (9 In, 54 Out) and 82 (54 In, 28 Out) for the AM and PM peak hours, respectively. • Future Total Conditions (2023 and 2031): Under future total conditions for both analysis horizons, the traffic impact introduced by the proposed redevelopment is acceptable. The intersections operate similarly to respective future background conditions. • Transportation Demand Management: A comprehensive TDM Plan has been prepared, outlining a number of measures that will reduce site vehicle demand and encourage sustainable travel behaviour. • Parking: The proposed parking supply will consist of 211 residential and 16 visitor parking spaces, for a total of 227 spaces contained in four levels of underground parking. This represents a deficiency of 97 spaces relative to the TMP recommended parking rates. Based on the literature review, comparable developments, the surrounding higher order transit and active transportation facilities, and the TDM plan, we have concluded that the proposed parking rate is appropriate and can be supported. • Loading: A swept path analysis was conducted, confirming the functionality of the proposed loading layout.

CANADA | INDIA | AFRICA | MIDDLE EAST Page | li APPENDIX A Terms of Reference

CANADA | INDIA | AFRICA | MIDDLE EAST LEA Consulting Ltd. 425 University Avenue, Suite 400 Toronto, ON, M5G 1T6 Canada T | 905 470 0015 F | 905 470 0030 WWW.LEA.CA

November 19, 2018 Reference Number: 19244.200

Gregory Borys Transportation and Works Department City of Mississauga

Via Email: [email protected]

Dear Mr. Borys,

RE: Terms of Reference – Transportation Impact Assessment Proposed Residential Development 22-28 Ann Street & 78 Park Street East, Port Credit, City of Mississauga

LEA Consulting Ltd. has been retained by Edenshaw Development Limited to conduct a Transportation Impact Assessment for the proposed residential development located at 22-28 Ann Street & 78 Park Street East, Port Credit, in the City of Mississauga (“the Site”). The site is subject to Zoning By-law 0225-2007 and is currently occupied by four separate single family detached homes and one tri-plex apartment. Figure 1 illustrates the proposed site location.

Subject Site

Figure 1: Proposed Site Location

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The following outlines the proposed Terms of Reference for this Study and we would like to receive comments/confirmation before we proceed.

Proposed Development Based on the preliminary drawings, the proposed redevelopment will consist of a residential tower containing a total of 313 units, 275 m2 of retail space, 2,963 m2 of office space and four (4) two-storey townhouses. The site plan is shown in Figure 2.

Figure 2: Proposed Site Plan

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Study Area & Analysis Period

The study will assess the weekday AM and PM peak hours. The proposed study area will include the analysis of the following intersections: 1) Hurontario Street and Park Street East (Signalized); 2) Hurontario Street and High Street East (Signalized); 3) Hurontario Street and Lakeshore Road East (Signalized); 4) Park St East and Ann Street (Unsignalized); and 5) Ann Street and Lakeshore Road East (Unsignalized); If counts less than two years old are not readily available for purchase from the City, LEA will conduct existing turning movement counts for the analysis periods specified above, as well as obtain additional field data as required.

Traffic Assessment and Study Horizon Year

The study will focus on traffic operations of the intersections within the study area during the typical weekday AM and PM peak hours. Synchro version 9.0 will be used to assess intersection operations during the peak hours. A five-year horizon will be assessed in this study for the year 2023.

Background Traffic

General Corridor Growth Rate

LEA recently completed the Traffic Impact Assessment for 21-29 Park Street East, which utilized following corridor growth rates based on the discussion with the City Staff. It is proposed to use the same rates for this study.

Annual Growth Rate Corridors Directions AM Peak Hour PM Peak Hour Northbound 0.00% 0.50% Hurontario Street Southbound 1.50% 1.00% Eastbound 0.25% 1.25% Lakeshore Road East Westbound 1.75% 0.50% Table 1: Proposed General Corridor Growth Rates

Road Network Improvements

LEA will note any road network improvements (e.g. road widening) identified within the study area and account for any traffic diversions associated with these improvements within our analysis. The Hurontario LRT is expected to be completed in 2022, therefore, the road network alterations associated with this project will be included in the analysis.

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Background Development Traffic

Based on the online databased of Current Development Applications, following background developments have been identified within the area of the subject site.

• 6,8,10 Ann Street – 69 Residential Units • 21-29 Park Street East – 204 Residential Units

Trip Generation, Distribution, and Assignment

To estimate vehicle trip generation for the proposed development, LEA will apply the appropriate 10th Edition ITE Trip Generation rates. Trip distribution and assignment will be based upon the latest Transportation for Tomorrow Survey (2016) data, as well as observations of traffic patterns and existing turn permissions/prohibitions.

Future Traffic Scenarios

Future background and future total analysis for the aforementioned intersections within the study area will be conducted for the proposed horizon year.

Should you have any concerns with the above assumptions, please contact the undersigned at (416) 572-1792 or [email protected].

Yours truly, LEA CONSULTING LTD.

Imran Salam, M.Eng, PMP Transportation EIT

:is

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Robert Keel

From: Greg Borys Sent: Tuesday, November 20, 2018 4:23 PM To: Imran Salam Subject: RE: 22-28 Ann Street, Port Credit - Terms of Reference

Good morning Imran,

Based on our review of the Terms of Reference for 22‐28 Ann Street & 78 Park Street East, dated November 19, 2018, the following comments are provided:

• The historical AADT data and Turning Movement Count can be obtained from William Wright ([email protected], Ext. 3221). If the data is older than 2 years, than consultant is responsible to conduct the latest counts; • Please contact Norbert Orzel ([email protected], Ext. 3636) to confirm growth rates; • Please use the following link to gather information of any development proposed in the neighbouring lands for background traffic: http://www.mississauga.ca/portal/residents/developmentinformation; • The signal timing plan for signalized intersections can be obtained from Jim Kartsomaniz ([email protected], Ext. 3964) • Internal Road System Driveway Locations ‐ Please include the truck turning templates; • A comprehensive Transportation Demand Management Plan is to be part of the report. Provide a TDM plan to demonstrate measures to be implemented to reduce single occupancy vehicle (SOV) trips to the site in support of the city’s vision of Hurontario Corridor; • The Hurontario‐Main LRT (LRT) has been funded; therefore, 5 year and 2031 horizons with LRT scenario are to be analyzed and the LRT Infrastructure Design is to be referenced for future lane and intersection conditions (http://lrt‐ mississauga.brampton.ca/EN/EPR/Pages/Welcome.aspx). • The Hurontario‐Main LRT is scheduled to be completed by 2022.

If you have any questions or concerns please feel free to contact me.

Regards,

From: Imran Salam [mailto:[email protected]] Sent: 2018/11/20 12:02 PM To: Greg Borys Cc: Andrew Brown Subject: 22-28 Ann Street, Port Credit - Terms of Reference

Good afternoon Gregory,

As discussed on phone, please see attached the Terms of Reference for our Transportation Impact Assessment for the proposed development located at 22‐28 Ann Street. Please let us know if any changes to the provided work plan are required.

We would really appreciate it if you could provide some feedback on our study area intersections at your earliest convenience as we would like to proceed with the counts as soon as possible.

Thanks in advance,

1

Imran Salam, M.Eng, PMP Transportation EIT

LEA Consulting Ltd. 425 University Avenue, Suite 400 | Toronto, ON | M5G 1T6 T: 416‐572‐1792 | 905‐470‐0015, ext. 316 www.LEA.ca

This e‐mail is confidential and intended solely for the use of the addressee(s) listed above. Please notify the sender and delete all copies of this message together with any attached files if you have obtained this message in error. LEA is not responsible for edited or reproduced versions of this digital data.

2 Robert Keel

From: Tyler Xuereb Sent: Monday, November 26, 2018 7:38 AM To: Imran Salam Subject: RE: 22-28 Ann Street, Port Credit

Good Morning Imran,

I have reviewed the rates that you provided and these rates are still applicable.

Regards,

Tyler

From: Imran Salam [mailto:[email protected]] Sent: 2018/11/21 4:31 PM To: Tyler Xuereb Subject: RE: 22-28 Ann Street, Port Credit

Hello Tyler,

Thanks for your email. The rates for the Lakeshore were provided in the City’s comments on 21‐29 Park Street TIS. I have attached for your reference (page 1 of the pdf). Please let me know if you require additional information

Regards,

Imran Salam, M.Eng, PMP Transportation EIT T: 416 572 1792 LEA Consulting Ltd.

From: Tyler Xuereb Sent: Wednesday, November 21, 2018 11:44 AM To: Imran Salam Subject: 22‐28 Ann Street, Port Credit

Hello Imran,

I just received your request from Norbert in regards to confirming growth rates for Hurontario Street and Lakeshore Road. I recall providing rates on Hurontario Street for the TIS that was completed for 21‐29 Park Street which was stated in your email but I don’t believe I provided rates for Lakeshore Road. Can you confirm that the rates on Lakeshore were provided by the City.

Thanks,

Tyler

1 Proposal / Report Title and Information

APPENDIX B Existing Traffic Data and Signal Timing Plans

CANADA | INDIA | AFRICA | MIDDLE EAST LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 1

Turning Movement Data Hurontario Street Lakeshore Road East St. Lawrence Drive Lakeshore Road East Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 7:00 AM 27 4 28 0 4 59 43 89 1 0 3 133 6 6 0 0 0 12 0 259 51 0 10 310 514 7:15 AM 32 12 27 0 6 71 37 91 5 0 3 133 1 12 1 0 2 14 2 278 70 0 7 350 568 7:30 AM 34 18 35 0 8 87 58 117 9 0 1 184 3 10 3 0 0 16 0 234 52 0 5 286 573 7:45 AM 53 15 41 0 5 109 36 138 5 0 2 179 9 11 4 0 3 24 4 356 91 0 9 451 763 Hourly Total 146 49 131 0 23 326 174 435 20 0 9 629 19 39 8 0 5 66 6 1127 264 0 31 1397 2418 8:00 AM 44 9 42 0 8 95 43 165 7 0 3 215 4 17 6 0 3 27 0 287 66 0 16 353 690 8:15 AM 50 21 37 0 6 108 50 180 9 0 2 239 9 9 3 0 1 21 3 302 79 0 3 384 752 8:30 AM 62 13 49 0 8 124 57 207 20 0 0 284 4 23 2 0 1 29 2 309 66 0 3 377 814 8:45 AM 56 19 50 0 16 125 48 244 14 0 3 306 7 7 5 0 4 19 3 239 46 0 5 288 738 Hourly Total 212 62 178 0 38 452 198 796 50 0 8 1044 24 56 16 0 9 96 8 1137 257 0 27 1402 2994 9:00 AM 80 20 48 0 19 148 53 118 10 0 2 181 4 10 6 0 0 20 4 188 57 0 9 249 598 9:15 AM 47 16 50 0 11 113 44 116 6 0 3 166 1 11 2 0 7 14 2 205 56 0 9 263 556 9:30 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Grand Total 486 147 407 0 91 1040 469 1465 86 0 22 2020 48 116 32 0 21 196 20 2657 634 0 76 3311 6567 Approach % 46.7 14.1 39.1 0.0 - - 23.2 72.5 4.3 0.0 - - 24.5 59.2 16.3 0.0 - - 0.6 80.2 19.1 0.0 - - - Total % 7.4 2.2 6.2 0.0 - 15.8 7.1 22.3 1.3 0.0 - 30.8 0.7 1.8 0.5 0.0 - 3.0 0.3 40.5 9.7 0.0 - 50.4 - Lights 417 144 385 0 - 946 443 1402 84 0 - 1929 47 115 31 0 - 193 20 2569 568 0 - 3157 6225 % Lights 85.8 98.0 94.6 - - 91.0 94.5 95.7 97.7 - - 95.5 97.9 99.1 96.9 - - 98.5 100.0 96.7 89.6 - - 95.3 94.8 Buses 51 0 7 0 - 58 9 27 0 0 - 36 0 0 1 0 - 1 0 30 41 0 - 71 166 % Buses 10.5 0.0 1.7 - - 5.6 1.9 1.8 0.0 - - 1.8 0.0 0.0 3.1 - - 0.5 0.0 1.1 6.5 - - 2.1 2.5 Trucks 17 3 15 0 - 35 17 34 2 0 - 53 1 1 0 0 - 2 0 53 24 0 - 77 167 % Trucks 3.5 2.0 3.7 - - 3.4 3.6 2.3 2.3 - - 2.6 2.1 0.9 0.0 - - 1.0 0.0 2.0 3.8 - - 2.3 2.5 Bicycles on Road 1 0 0 0 - 1 0 2 0 0 - 2 0 0 0 0 - 0 0 5 1 0 - 6 9

% Bicycles on 0.1 0.0 0.1 0.0 - - 0.1 0.0 0.0 0.0 - - 0.0 0.0 0.2 0.2 - - 0.2 0.1 Road 0.2 0.0 0.0 - -

Bicycles on - - - - - 0 - - - - - 1 - - - - - 0 - - Crosswalk - - - - 0

% Bicycles on - - - - - 0.0 - - - - - 4.8 - - - - - 0.0 - - Crosswalk - - - - 0.0 Pedestrians - - - - 91 - - - - - 22 - - - - - 20 - - - - - 76 - - % Pedestrians - - - - 100.0 - - - - - 100.0 - - - - - 95.2 - - - - - 100.0 - - LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 2

Hurontario Street [N] Out In Total 1126 946 2072 50 58 108 42 35 77 1 1 2 0 0 0 1219 1040 2259

417 144 385 0 0 51 0 7 0 0 17 3 15 0 0 1 0 0 0 0 0 0 0 0 91 486 147 407 0 91 R T L U P 469 443 17 R 0 0 9 0 0 0 0 0 0 U Lakeshore RoadEast[E] 1465 1402 3112 3001 Out 34 27 69 37 T 0 2 0 5 9 0 1 0 L 41 24 150 128 568 634 Total 5007 5294 2020 1929 86 84 53 36 In 11/21/2018 7:00 AM L 0 0 2 0 0 2 6 0 5 0 T In 71 77 30 53 Ending At 3157 3311 2569 2657 11/21/2018 9:45 AM

5132 4930 Total 122 73

Lights U 0 0 0 0 0 0 0 7 3 0 0 0 0 0 R

79 51 20 20 Buses Out 1850 1983

Lakeshore Road East [W] Trucks Bicycles on Road

Other 22 22 P 0 0 0 0 0 0 0 0 P 76 76

U L T R P 0 31 115 47 0 0 1 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 21 0 32 116 48 21

248 193 441 0 1 1 5 2 7 0 0 0 0 0 0 253 196 449 Out In Total St. Lawrence Drive [S] Turning Movement Data Plot LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 3

Turning Movement Peak Hour Data (7:45 AM) Hurontario Street Lakeshore Road East St. Lawrence Drive Lakeshore Road East Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 7:45 AM 53 15 41 0 5 109 36 138 5 0 2 179 9 11 4 0 3 24 4 356 91 0 9 451 763 8:00 AM 44 9 42 0 8 95 43 165 7 0 3 215 4 17 6 0 3 27 0 287 66 0 16 353 690 8:15 AM 50 21 37 0 6 108 50 180 9 0 2 239 9 9 3 0 1 21 3 302 79 0 3 384 752 8:30 AM 62 13 49 0 8 124 57 207 20 0 0 284 4 23 2 0 1 29 2 309 66 0 3 377 814 Total 209 58 169 0 27 436 186 690 41 0 7 917 26 60 15 0 8 101 9 1254 302 0 31 1565 3019 Approach % 47.9 13.3 38.8 0.0 - - 20.3 75.2 4.5 0.0 - - 25.7 59.4 14.9 0.0 - - 0.6 80.1 19.3 0.0 - - - Total % 6.9 1.9 5.6 0.0 - 14.4 6.2 22.9 1.4 0.0 - 30.4 0.9 2.0 0.5 0.0 - 3.3 0.3 41.5 10.0 0.0 - 51.8 - PHF 0.843 0.690 0.862 0.000 - 0.879 0.816 0.833 0.513 0.000 - 0.807 0.722 0.652 0.625 0.000 - 0.871 0.563 0.881 0.830 0.000 - 0.868 0.927 Lights 181 57 159 0 - 397 173 664 40 0 - 877 26 60 14 0 - 100 9 1216 276 0 - 1501 2875 % Lights 86.6 98.3 94.1 - - 91.1 93.0 96.2 97.6 - - 95.6 100.0 100.0 93.3 - - 99.0 100.0 97.0 91.4 - - 95.9 95.2 Buses 22 0 3 0 - 25 5 10 0 0 - 15 0 0 1 0 - 1 0 14 16 0 - 30 71 % Buses 10.5 0.0 1.8 - - 5.7 2.7 1.4 0.0 - - 1.6 0.0 0.0 6.7 - - 1.0 0.0 1.1 5.3 - - 1.9 2.4 Trucks 6 1 7 0 - 14 8 15 1 0 - 24 0 0 0 0 - 0 0 24 10 0 - 34 72 % Trucks 2.9 1.7 4.1 - - 3.2 4.3 2.2 2.4 - - 2.6 0.0 0.0 0.0 - - 0.0 0.0 1.9 3.3 - - 2.2 2.4 Bicycles on Road 0 0 0 0 - 0 0 1 0 0 - 1 0 0 0 0 - 0 0 0 0 0 - 0 1

% Bicycles on 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 Road 0.0 0.0 0.0 - - 0.0 0.0 0.1 0.0 - - 0.1 0.0

Bicycles on - - - - - 0 - - - - - 1 - - - - - 0 - - Crosswalk - - - - 0

% Bicycles on - - - - - 0.0 - - - - - 12.5 - - - - - 0.0 - - Crosswalk - - - - 0.0 Pedestrians - - - - 27 - - - - - 7 - - - - - 7 - - - - - 31 - - % Pedestrians - - - - 100.0 - - - - - 100.0 - - - - - 87.5 - - - - - 100.0 - - LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 4

Hurontario Street [N] Out In Total 509 397 906 21 25 46 18 14 32 0 0 0 0 0 0 548 436 984

181 57 159 0 0 22 0 3 0 0 6 1 7 0 0 0 0 0 0 0 0 0 0 0 27 209 58 169 0 27 R T L U P 186 173 R 0 0 8 5 0 0 0 0 0 0 U Lakeshore RoadEast[E] 1449 1401 690 664 Out

Peak Hour Data 15 10 31 17 T 0 1 0 0 1 0 0 0 L 63 55 16 10 276 302 Total 2360 2479 917 877 41 40 24 15 In 11/21/2018 7:45 AM L 0 0 1 0 0 1 0 0 0 0 T In 30 34 14 24 Ending At 1501 1565 1216 1254 11/21/2018 8:45 AM

2366 2278 Total 55 32

Lights U 0 0 0 0 0 0 0 1 1 0 9 0 0 0 0 9 R

33 21 Buses Out 859 914

Lakeshore Road East [W] Trucks Bicycles on Road Other P 7 7 0 0 0 0 0 0 0 0 P 31 31

U L T R P 0 14 60 26 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 15 60 26 8

106 100 206 0 1 1 2 0 2 0 0 0 0 0 0 108 101 209 Out In Total St. Lawrence Drive [S] Turning Movement Peak Hour Data Plot (7:45 AM) LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 1

Turning Movement Data Hurontario Street Lakeshore Road East St. Lawrence Drive Hurontario Street Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 4:00 PM 82 15 75 0 15 172 67 231 16 0 0 314 12 20 2 0 5 34 0 141 55 0 12 196 716 4:15 PM 55 9 45 0 21 109 54 265 14 0 0 333 6 19 1 0 7 26 2 163 65 0 15 230 698 4:30 PM 59 13 53 0 9 125 55 303 7 2 0 367 10 22 1 0 4 33 5 165 63 0 7 233 758 4:45 PM 79 20 68 0 7 167 34 302 8 0 0 344 13 20 3 0 6 36 2 176 53 0 18 231 778 Hourly Total 275 57 241 0 52 573 210 1101 45 2 0 1358 41 81 7 0 22 129 9 645 236 0 52 890 2950 5:00 PM 74 15 48 0 12 137 75 291 2 0 9 368 13 39 4 0 8 56 3 149 56 0 13 208 769 5:15 PM 90 22 66 0 9 178 58 303 10 0 1 371 12 27 2 0 5 41 2 169 60 0 12 231 821 5:30 PM 60 14 56 0 13 130 52 241 8 0 2 301 12 22 5 0 8 39 3 164 52 0 9 219 689 5:45 PM 67 18 74 0 15 159 69 264 12 0 2 345 9 13 3 0 6 25 3 218 63 0 9 284 813 Hourly Total 291 69 244 0 49 604 254 1099 32 0 14 1385 46 101 14 0 27 161 11 700 231 0 43 942 3092 6:00 PM 55 12 71 0 13 138 57 229 10 0 2 296 15 19 7 0 6 41 2 174 54 0 14 230 705 6:15 PM 64 11 46 0 13 121 65 231 9 0 1 305 7 10 2 0 2 19 7 171 59 0 13 237 682 6:30 PM 71 12 56 0 15 139 64 236 11 0 0 311 10 10 4 0 0 24 4 121 52 1 5 178 652 6:45 PM 63 11 62 0 9 136 60 208 9 0 9 277 7 10 0 0 4 17 2 126 55 0 4 183 613 Hourly Total 253 46 235 0 50 534 246 904 39 0 12 1189 39 49 13 0 12 101 15 592 220 1 36 828 2652 7:00 PM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 1 3 Grand Total 819 172 720 0 151 1711 710 3106 116 2 26 3934 126 231 34 0 61 391 35 1938 687 1 131 2661 8697 Approach % 47.9 10.1 42.1 0.0 - - 18.0 79.0 2.9 0.1 - - 32.2 59.1 8.7 0.0 - - 1.3 72.8 25.8 0.0 - - - Total % 9.4 2.0 8.3 0.0 - 19.7 8.2 35.7 1.3 0.0 - 45.2 1.4 2.7 0.4 0.0 - 4.5 0.4 22.3 7.9 0.0 - 30.6 - Lights 763 170 713 0 - 1646 698 3058 116 2 - 3874 124 228 33 0 - 385 34 1902 630 1 - 2567 8472 % Lights 93.2 98.8 99.0 - - 96.2 98.3 98.5 100.0 100.0 - 98.5 98.4 98.7 97.1 - - 98.5 97.1 98.1 91.7 100.0 - 96.5 97.4 Buses 37 0 1 0 - 38 2 15 0 0 - 17 0 0 0 0 - 0 0 16 46 0 - 62 117 % Buses 4.5 0.0 0.1 - - 2.2 0.3 0.5 0.0 0.0 - 0.4 0.0 0.0 0.0 - - 0.0 0.0 0.8 6.7 0.0 - 2.3 1.3 Trucks 19 2 6 0 - 27 10 33 0 0 - 43 2 3 1 0 - 6 1 19 11 0 - 31 107 % Trucks 2.3 1.2 0.8 - - 1.6 1.4 1.1 0.0 0.0 - 1.1 1.6 1.3 2.9 - - 1.5 2.9 1.0 1.6 0.0 - 1.2 1.2 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 1 0 0 - 1 1

% Bicycles on 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.1 0.0 0.0 - 0.0 0.0 Road 0.0 0.0 0.0 - -

Bicycles on - - - - - 0 - - - - - 0 - - - - - 0 - - Crosswalk - - - - 1

% Bicycles on - - - - - 0.0 - - - - - 0.0 - - - - - 0.0 - - Crosswalk - - - - 0.7 Pedestrians - - - - 150 - - - - - 26 - - - - - 61 - - - - - 131 - - % Pedestrians - - - - 99.3 - - - - - 100.0 - - - - - 100.0 - - - - - 100.0 - - LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 2

Hurontario Street [N] Out In Total 1556 1646 3202 48 38 86 24 27 51 0 0 0 0 0 0 1628 1711 3339

763 170 713 0 0 37 0 1 0 0 19 2 6 0 0 0 0 0 0 0 0 0 0 0 151 819 172 720 0 151 R T L U P 710 698 10 R 0 0 2 1 0 0 0 0 1 U Lakeshore RoadEast[E] 3106 3058 2786 2741 Out 33 15 27 17 T 0 0 0 1 1 0 0 0 L 84 46 11 114 630 687 Total 6422 6621 3934 3874 116 116 43 17 In 11/21/2018 4:00 PM L 0 0 0 0 0 0 1 0 1 0 T In 62 31 16 19 Ending At 2567 2661 1902 1938 11/21/2018 7:15 PM

6720 6615 Total 70 34

Lights U 2 0 0 0 0 2 0 1 0 0 0 1 0 0 R Hurontario Street [W] 52 53 34 35 Buses Out 3855 3960 Trucks Bicycles on Road

Other 26 26 P 0 0 0 0 0 0 0 0 P 131 131

U L T R P 0 33 228 124 0 0 0 0 0 0 0 1 3 2 0 0 0 0 0 0 0 0 0 0 61 0 34 231 126 61

320 385 705 0 0 0 3 6 9 0 0 0 0 0 0 323 391 714 Out In Total St. Lawrence Drive [S] Turning Movement Data Plot LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 3

Turning Movement Peak Hour Data (4:30 PM) Hurontario Street Lakeshore Road East St. Lawrence Drive Hurontario Street Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 4:30 PM 59 13 53 0 9 125 55 303 7 2 0 367 10 22 1 0 4 33 5 165 63 0 7 233 758 4:45 PM 79 20 68 0 7 167 34 302 8 0 0 344 13 20 3 0 6 36 2 176 53 0 18 231 778 5:00 PM 74 15 48 0 12 137 75 291 2 0 9 368 13 39 4 0 8 56 3 149 56 0 13 208 769 5:15 PM 90 22 66 0 9 178 58 303 10 0 1 371 12 27 2 0 5 41 2 169 60 0 12 231 821 Total 302 70 235 0 37 607 222 1199 27 2 10 1450 48 108 10 0 23 166 12 659 232 0 50 903 3126 Approach % 49.8 11.5 38.7 0.0 - - 15.3 82.7 1.9 0.1 - - 28.9 65.1 6.0 0.0 - - 1.3 73.0 25.7 0.0 - - - Total % 9.7 2.2 7.5 0.0 - 19.4 7.1 38.4 0.9 0.1 - 46.4 1.5 3.5 0.3 0.0 - 5.3 0.4 21.1 7.4 0.0 - 28.9 - PHF 0.839 0.795 0.864 0.000 - 0.853 0.740 0.989 0.675 0.250 - 0.977 0.923 0.692 0.625 0.000 - 0.741 0.600 0.936 0.921 0.000 - 0.969 0.952 Lights 278 68 235 0 - 581 216 1172 27 2 - 1417 48 105 10 0 - 163 11 646 211 0 - 868 3029 % Lights 92.1 97.1 100.0 - - 95.7 97.3 97.7 100.0 100.0 - 97.7 100.0 97.2 100.0 - - 98.2 91.7 98.0 90.9 - - 96.1 96.9 Buses 12 0 0 0 - 12 0 7 0 0 - 7 0 0 0 0 - 0 0 5 14 0 - 19 38 % Buses 4.0 0.0 0.0 - - 2.0 0.0 0.6 0.0 0.0 - 0.5 0.0 0.0 0.0 - - 0.0 0.0 0.8 6.0 - - 2.1 1.2 Trucks 12 2 0 0 - 14 6 20 0 0 - 26 0 3 0 0 - 3 1 8 7 0 - 16 59 % Trucks 4.0 2.9 0.0 - - 2.3 2.7 1.7 0.0 0.0 - 1.8 0.0 2.8 0.0 - - 1.8 8.3 1.2 3.0 - - 1.8 1.9 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0

% Bicycles on 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 Road 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0

Bicycles on - - - - - 0 - - - - - 0 - - - - - 0 - - Crosswalk - - - - 1

% Bicycles on - - - - - 0.0 - - - - - 0.0 - - - - - 0.0 - - Crosswalk - - - - 2.7 Pedestrians - - - - 36 - - - - - 10 - - - - - 23 - - - - - 50 - - % Pedestrians - - - - 97.3 - - - - - 100.0 - - - - - 100.0 - - - - - 100.0 - - LEA Consulting Ltd. Count Name: 625 Cochrane Drive 19244_HurontarioSt&LakeshoreRdE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 4

Hurontario Street [N] Out In Total 532 581 1113 14 12 26 16 14 30 0 0 0 0 0 0 562 607 1169

278 68 235 0 0 12 0 0 0 0 12 2 0 0 0 0 0 0 0 0 0 0 0 0 37 302 70 235 0 37 R T L U P 222 216 R 0 0 6 0 0 0 0 0 0 0 U Lakeshore RoadEast[E] 1199 1172 944 931 Out

Peak Hour Data 20 T 0 0 7 0 0 8 5 0 0 7 0 0 L 38 48 14 211 232 Total 2328 2414 1450 1417 27 27 26 In 11/21/2018 4:30 PM L 0 0 0 0 0 0 7 0 0 5 8 0 0 T In 19 16

868 903 646 659 Ending At 11/21/2018 5:30 PM

2394 2348 Total 34 12

Lights U 2 0 0 0 0 2 0 0 0 0 0 1 0 0 R Hurontario Street [W] 19 32 11 12 Buses Out 1460 1511 Trucks Bicycles on Road

Other 10 10 P 0 0 0 0 0 0 0 0 P 50 50

U L T R P 0 10 105 48 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 23 0 10 108 48 23

106 163 269 0 0 0 3 3 6 0 0 0 0 0 0 109 166 275 Out In Total St. Lawrence Drive [S] Turning Movement Peak Hour Data Plot (4:30 PM) LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 1

Turning Movement Data Hurontario Street Park Street East Hurontario Street Park Street East Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 7:00 AM 57 60 14 0 17 131 19 2 1 0 2 22 2 78 16 0 7 96 2 2 31 0 7 35 284 7:15 AM 27 75 9 0 7 111 12 2 0 0 0 14 2 129 1 0 1 132 7 6 43 0 2 56 313 7:30 AM 55 74 13 0 7 142 20 11 0 0 13 31 2 125 7 0 5 134 7 6 38 0 7 51 358 7:45 AM 51 100 28 0 16 179 23 7 1 0 4 31 8 124 1 0 10 133 5 4 55 0 8 64 407 Hourly Total 190 309 64 0 47 563 74 22 2 0 19 98 14 456 25 0 23 495 21 18 167 0 24 206 1362 8:00 AM 53 81 33 0 15 167 29 7 2 0 8 38 10 139 3 0 7 152 8 2 46 0 4 56 413 8:15 AM 38 94 61 0 8 193 48 5 4 0 3 57 8 139 0 0 17 147 5 11 51 0 5 67 464 8:30 AM 40 122 109 0 2 271 73 8 3 0 7 84 6 140 2 0 4 148 3 11 19 0 3 33 536 8:45 AM 54 126 68 0 7 248 102 6 5 0 6 113 7 97 2 0 16 106 4 3 36 0 3 43 510 Hourly Total 185 423 271 0 32 879 252 26 14 0 24 292 31 515 7 0 44 553 20 27 152 0 15 199 1923 9:00 AM 43 146 19 0 6 208 32 2 0 0 1 34 2 128 2 0 7 132 3 0 33 0 1 36 410 9:15 AM 34 124 16 0 1 174 18 3 2 0 0 23 5 105 1 0 3 111 7 3 30 0 0 40 348 Grand Total 452 1002 370 0 86 1824 376 53 18 0 44 447 52 1204 35 0 77 1291 51 48 382 0 40 481 4043 Approach % 24.8 54.9 20.3 0.0 - - 84.1 11.9 4.0 0.0 - - 4.0 93.3 2.7 0.0 - - 10.6 10.0 79.4 0.0 - - - Total % 11.2 24.8 9.2 0.0 - 45.1 9.3 1.3 0.4 0.0 - 11.1 1.3 29.8 0.9 0.0 - 31.9 1.3 1.2 9.4 0.0 - 11.9 - Lights 442 905 356 0 - 1703 356 52 18 0 - 426 52 1110 34 0 - 1196 48 48 372 0 - 468 3793 % Lights 97.8 90.3 96.2 - - 93.4 94.7 98.1 100.0 - - 95.3 100.0 92.2 97.1 - - 92.6 94.1 100.0 97.4 - - 97.3 93.8 Buses 5 60 10 0 - 75 16 1 0 0 - 17 0 48 1 0 - 49 0 0 10 0 - 10 151 % Buses 1.1 6.0 2.7 - - 4.1 4.3 1.9 0.0 - - 3.8 0.0 4.0 2.9 - - 3.8 0.0 0.0 2.6 - - 2.1 3.7 Trucks 5 37 4 0 - 46 4 0 0 0 - 4 0 46 0 0 - 46 3 0 0 0 - 3 99 % Trucks 1.1 3.7 1.1 - - 2.5 1.1 0.0 0.0 - - 0.9 0.0 3.8 0.0 - - 3.6 5.9 0.0 0.0 - - 0.6 2.4 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0

% Bicycles on 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 Road 0.0 0.0 0.0 - -

Bicycles on - - - - - 4 - - - - - 1 - - - - - 1 - - Crosswalk - - - - 0

% Bicycles on - - - - - 9.1 - - - - - 1.3 - - - - - 2.5 - - Crosswalk - - - - 0.0 Pedestrians - - - - 86 - - - - - 40 - - - - - 76 - - - - - 39 - - % Pedestrians - - - - 100.0 - - - - - 90.9 - - - - - 98.7 - - - - - 97.5 - - LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 2

Hurontario Street [N] Out In Total 1838 1703 3541 74 75 149 50 46 96 0 0 0 0 0 0 1962 1824 3786

442 905 356 0 0 5 60 10 0 0 5 37 4 0 0 0 0 0 0 0 0 0 0 0 86 452 1002 370 0 86 R T L U P 376 356 16 R 0 0 4 0 0 0 0 0 0 U 470 456 Out 53 52 10 T 0 0 0 1 0 0 4 Park StreetEast[E] 8 0 0 0 0 0 L 17 10 996 372 382 Total 1021 447 426 18 18 17 In 11/21/2018 7:00 AM L 0 0 0 0 0 0 4 3 0 0 0 0 0 0 T In 10 48 48

468 481 Ending At 11/21/2018 9:30 AM

Total 917 882 27

Lights U 0 0 0 0 0 0 0 0 8 7 5 0 0 0 3 0 0 Park Street East [W] R

48 51 Buses Out 528 540 Trucks Bicycles on Road

Other 44 44 P 0 0 0 0 0 0 0 0 P 40 40

U L T R P 0 34 1110 52 0 0 1 48 0 0 0 0 46 0 0 0 0 0 0 0 0 0 0 0 77 0 35 1204 52 77

971 1196 2167 60 49 109 40 46 86 0 0 0 0 0 0 1071 1291 2362 Out In Total Hurontario Street [S] Turning Movement Data Plot LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 3

Turning Movement Peak Hour Data (8:00 AM) Hurontario Street Park Street East Hurontario Street Park Street East Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 8:00 AM 53 81 33 0 15 167 29 7 2 0 8 38 10 139 3 0 7 152 8 2 46 0 4 56 413 8:15 AM 38 94 61 0 8 193 48 5 4 0 3 57 8 139 0 0 17 147 5 11 51 0 5 67 464 8:30 AM 40 122 109 0 2 271 73 8 3 0 7 84 6 140 2 0 4 148 3 11 19 0 3 33 536 8:45 AM 54 126 68 0 7 248 102 6 5 0 6 113 7 97 2 0 16 106 4 3 36 0 3 43 510 Total 185 423 271 0 32 879 252 26 14 0 24 292 31 515 7 0 44 553 20 27 152 0 15 199 1923 Approach % 21.0 48.1 30.8 0.0 - - 86.3 8.9 4.8 0.0 - - 5.6 93.1 1.3 0.0 - - 10.1 13.6 76.4 0.0 - - - Total % 9.6 22.0 14.1 0.0 - 45.7 13.1 1.4 0.7 0.0 - 15.2 1.6 26.8 0.4 0.0 - 28.8 1.0 1.4 7.9 0.0 - 10.3 - PHF 0.856 0.839 0.622 0.000 - 0.811 0.618 0.813 0.700 0.000 - 0.646 0.775 0.920 0.583 0.000 - 0.910 0.625 0.614 0.745 0.000 - 0.743 0.897 Lights 181 387 262 0 - 830 238 25 14 0 - 277 31 473 7 0 - 511 20 27 148 0 - 195 1813 % Lights 97.8 91.5 96.7 - - 94.4 94.4 96.2 100.0 - - 94.9 100.0 91.8 100.0 - - 92.4 100.0 100.0 97.4 - - 98.0 94.3 Buses 3 24 9 0 - 36 13 1 0 0 - 14 0 19 0 0 - 19 0 0 4 0 - 4 73 % Buses 1.6 5.7 3.3 - - 4.1 5.2 3.8 0.0 - - 4.8 0.0 3.7 0.0 - - 3.4 0.0 0.0 2.6 - - 2.0 3.8 Trucks 1 12 0 0 - 13 1 0 0 0 - 1 0 23 0 0 - 23 0 0 0 0 - 0 37 % Trucks 0.5 2.8 0.0 - - 1.5 0.4 0.0 0.0 - - 0.3 0.0 4.5 0.0 - - 4.2 0.0 0.0 0.0 - - 0.0 1.9 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0

% Bicycles on 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 Road 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0

Bicycles on - - - - - 1 - - - - - 1 - - - - - 1 - - Crosswalk - - - - 0

% Bicycles on - - - - - 4.2 - - - - - 2.3 - - - - - 6.7 - - Crosswalk - - - - 0.0 Pedestrians - - - - 32 - - - - - 23 - - - - - 43 - - - - - 14 - - % Pedestrians - - - - 100.0 - - - - - 95.8 - - - - - 97.7 - - - - - 93.3 - - LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-AM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 4

Hurontario Street [N] Out In Total 859 830 1689 36 36 72 24 13 37 0 0 0 0 0 0 919 879 1798

181 387 262 0 0 3 24 9 0 0 1 12 0 0 0 0 0 0 0 0 0 0 0 0 32 185 423 271 0 32 R T L U P 252 238 13 R 0 0 1 0 0 0 0 0 0 U 329 320 Out

Peak Hour Data 26 25 T 0 0 0 1 0 0 0 9 Park StreetEast[E] 8 1 0 0 4 0 0 0 L 408 417 148 152 Total 292 277 14 14 14 In 11/21/2018 8:00 AM L 0 0 0 0 0 0 1 4 0 0 0 0 0 0 0 T In 27 27

195 199 Ending At 11/21/2018 9:00 AM

Total 621 597 23

Lights U 0 0 0 0 0 0 0 0 1 4 1 0 0 0 0 0 0 Park Street East [W] R

20 20 Buses Out 213 218 Trucks Bicycles on Road

Other 24 24 P 0 0 0 0 0 0 0 0 P 15 15

U L T R P 0 7 473 31 0 0 0 19 0 0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 44 0 7 515 31 44

421 511 932 24 19 43 12 23 35 0 0 0 0 0 0 457 553 1010 Out In Total Hurontario Street [S] Turning Movement Peak Hour Data Plot (8:00 AM) LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 1

Turning Movement Data Hurontario Street Park Street East Hurontario Street Park Street East Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 4:00 PM 46 156 31 0 7 233 48 6 7 0 3 61 12 158 2 0 4 172 5 8 41 0 3 54 520 4:15 PM 55 123 30 0 1 208 43 8 1 0 1 52 6 140 1 0 5 147 5 3 37 0 0 45 452 4:30 PM 33 108 22 0 4 163 59 15 7 0 2 81 7 148 4 0 2 159 7 14 50 0 2 71 474 4:45 PM 55 152 33 0 6 240 63 17 8 0 2 88 3 114 3 0 6 120 9 7 38 0 8 54 502 Hourly Total 189 539 116 0 18 844 213 46 23 0 8 282 28 560 10 0 17 598 26 32 166 0 13 224 1948 5:00 PM 60 118 36 0 6 214 70 19 4 0 1 93 7 163 3 0 3 173 8 11 27 0 12 46 526 5:15 PM 52 167 34 0 3 253 45 23 5 0 3 73 5 180 1 0 2 186 8 11 50 0 1 69 581 5:30 PM 72 112 27 0 17 211 38 9 3 0 5 50 7 120 8 0 10 135 5 7 44 0 16 56 452 5:45 PM 57 164 28 0 2 249 36 7 1 0 3 44 10 158 5 0 0 173 7 10 52 0 0 69 535 Hourly Total 241 561 125 0 28 927 189 58 13 0 12 260 29 621 17 0 15 667 28 39 173 0 29 240 2094 6:00 PM 62 109 19 0 13 190 29 14 2 0 5 45 5 132 0 0 11 137 8 13 53 0 18 74 446 6:15 PM 66 113 21 0 5 200 13 3 1 0 4 17 1 149 2 0 4 152 6 6 37 0 0 49 418 6:30 PM 84 137 19 0 0 240 13 10 2 0 2 25 3 136 7 0 1 146 7 1 18 0 1 26 437 6:45 PM 54 117 14 0 5 185 8 3 0 0 1 11 2 122 5 0 6 129 11 4 56 0 9 71 396 Hourly Total 266 476 73 0 23 815 63 30 5 0 12 98 11 539 14 0 22 564 32 24 164 0 28 220 1697 7:00 PM 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 Grand Total 696 1577 314 0 69 2587 465 134 41 0 32 640 68 1721 41 0 54 1830 86 95 503 0 70 684 5741 Approach % 26.9 61.0 12.1 0.0 - - 72.7 20.9 6.4 0.0 - - 3.7 94.0 2.2 0.0 - - 12.6 13.9 73.5 0.0 - - - Total % 12.1 27.5 5.5 0.0 - 45.1 8.1 2.3 0.7 0.0 - 11.1 1.2 30.0 0.7 0.0 - 31.9 1.5 1.7 8.8 0.0 - 11.9 - Lights 692 1514 310 0 - 2516 459 134 40 0 - 633 68 1644 41 0 - 1753 86 93 502 0 - 681 5583 % Lights 99.4 96.0 98.7 - - 97.3 98.7 100.0 97.6 - - 98.9 100.0 95.5 100.0 - - 95.8 100.0 97.9 99.8 - - 99.6 97.2 Buses 2 38 3 0 - 43 4 0 0 0 - 4 0 47 0 0 - 47 0 0 1 0 - 1 95 % Buses 0.3 2.4 1.0 - - 1.7 0.9 0.0 0.0 - - 0.6 0.0 2.7 0.0 - - 2.6 0.0 0.0 0.2 - - 0.1 1.7 Trucks 1 25 1 0 - 27 2 0 1 0 - 3 0 30 0 0 - 30 0 1 0 0 - 1 61 % Trucks 0.1 1.6 0.3 - - 1.0 0.4 0.0 2.4 - - 0.5 0.0 1.7 0.0 - - 1.6 0.0 1.1 0.0 - - 0.1 1.1 Bicycles on Road 1 0 0 0 - 1 0 0 0 0 - 0 0 0 0 0 - 0 0 1 0 0 - 1 2

% Bicycles on 0.0 0.0 0.0 0.0 - - 0.0 0.0 0.0 0.0 - - 0.0 0.0 1.1 0.0 - - 0.1 0.0 Road 0.1 0.0 0.0 - -

Bicycles on - - - - - 1 - - - - - 2 - - - - - 1 - - Crosswalk - - - - 1

% Bicycles on - - - - - 3.1 - - - - - 3.7 - - - - - 1.4 - - Crosswalk - - - - 1.4 Pedestrians - - - - 68 - - - - - 31 - - - - - 52 - - - - - 69 - - % Pedestrians - - - - 98.6 - - - - - 96.9 - - - - - 96.3 - - - - - 98.6 - - LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 2

Hurontario Street [N] Out In Total 2605 2516 5121 52 43 95 32 27 59 0 1 1 0 0 0 2689 2587 5276

692 1514 310 0 0 2 38 3 0 0 1 25 1 0 0 1 0 0 0 0 0 0 0 0 69 696 1577 314 0 69 R T L U P 465 459 R 0 0 2 4 0 0 0 0 0 0 U 134 134 477 471 Out T 0 0 0 0 0 1 2 3 Park StreetEast[E] 3 2 2 0 1 0 0 0 L 502 503 Total 1548 1555 640 633 41 40 In 11/21/2018 4:00 PM L 0 0 1 0 0 0 3 4 1 1 1 0 0 1 1 0 T In 93 95

681 684 Ending At 11/21/2018 7:15 PM

1117 1104 Total

Lights U 0 0 0 0 0 0 0 1 5 7 2 1 1 0 0 0 0 0 Park Street East [W] R

86 86 Buses Out 867 871 Trucks Bicycles on Road

Other 32 32 P 0 0 0 0 0 0 0 0 P 70 70

U L T R P 0 41 1644 68 0 0 0 47 0 0 0 0 30 0 0 0 0 0 0 0 0 0 0 0 54 0 41 1721 68 54

1640 1753 3393 38 47 85 26 30 56 0 0 0 0 0 0 1704 1830 3534 Out In Total Hurontario Street [S] Turning Movement Data Plot LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 3

Turning Movement Peak Hour Data (5:00 PM) Hurontario Street Park Street East Hurontario Street Park Street East Southbound Westbound Northbound Eastbound Start Time App. App. Thru Left U-Turn Peds App. Right Thru Left U-Turn Peds App. Int. Total Right Thru Left U-Turn Peds Total Right Thru Left U-Turn Peds Total Right Total Total 5:00 PM 60 118 36 0 6 214 70 19 4 0 1 93 7 163 3 0 3 173 8 11 27 0 12 46 526 5:15 PM 52 167 34 0 3 253 45 23 5 0 3 73 5 180 1 0 2 186 8 11 50 0 1 69 581 5:30 PM 72 112 27 0 17 211 38 9 3 0 5 50 7 120 8 0 10 135 5 7 44 0 16 56 452 5:45 PM 57 164 28 0 2 249 36 7 1 0 3 44 10 158 5 0 0 173 7 10 52 0 0 69 535 Total 241 561 125 0 28 927 189 58 13 0 12 260 29 621 17 0 15 667 28 39 173 0 29 240 2094 Approach % 26.0 60.5 13.5 0.0 - - 72.7 22.3 5.0 0.0 - - 4.3 93.1 2.5 0.0 - - 11.7 16.3 72.1 0.0 - - - Total % 11.5 26.8 6.0 0.0 - 44.3 9.0 2.8 0.6 0.0 - 12.4 1.4 29.7 0.8 0.0 - 31.9 1.3 1.9 8.3 0.0 - 11.5 - PHF 0.837 0.840 0.868 0.000 - 0.916 0.675 0.630 0.650 0.000 - 0.699 0.725 0.863 0.531 0.000 - 0.897 0.875 0.886 0.832 0.000 - 0.870 0.901 Lights 238 536 124 0 - 898 188 58 13 0 - 259 29 597 17 0 - 643 28 38 173 0 - 239 2039 % Lights 98.8 95.5 99.2 - - 96.9 99.5 100.0 100.0 - - 99.6 100.0 96.1 100.0 - - 96.4 100.0 97.4 100.0 - - 99.6 97.4 Buses 1 14 1 0 - 16 1 0 0 0 - 1 0 13 0 0 - 13 0 0 0 0 - 0 30 % Buses 0.4 2.5 0.8 - - 1.7 0.5 0.0 0.0 - - 0.4 0.0 2.1 0.0 - - 1.9 0.0 0.0 0.0 - - 0.0 1.4 Trucks 1 11 0 0 - 12 0 0 0 0 - 0 0 11 0 0 - 11 0 0 0 0 - 0 23 % Trucks 0.4 2.0 0.0 - - 1.3 0.0 0.0 0.0 - - 0.0 0.0 1.8 0.0 - - 1.6 0.0 0.0 0.0 - - 0.0 1.1 Bicycles on Road 1 0 0 0 - 1 0 0 0 0 - 0 0 0 0 0 - 0 0 1 0 0 - 1 2

% Bicycles on 0.0 0.0 - - 0.0 0.0 2.6 0.0 - - 0.4 0.1 Road 0.4 0.0 0.0 - - 0.1 0.0 0.0 0.0 - - 0.0 0.0

Bicycles on - - - - - 1 - - - - - 0 - - - - - 0 - - Crosswalk - - - - 0

% Bicycles on - - - - - 8.3 - - - - - 0.0 - - - - - 0.0 - - Crosswalk - - - - 0.0 Pedestrians - - - - 28 - - - - - 11 - - - - - 15 - - - - - 29 - - % Pedestrians - - - - 100.0 - - - - - 91.7 - - - - - 100.0 - - - - - 100.0 - - LEA Consulting Ltd. 625 Cochrane Drive Count Name: 19244_HurontarioSt&ParkStE-PM Site Code: 19244 Markam, Ontario, Canada L3R 9R9 Start Date: 11/21/2018 905-470-0015 x240 [email protected] Page No: 4

Hurontario Street [N] Out In Total 958 898 1856 14 16 30 11 12 23 0 1 1 0 0 0 983 927 1910

238 536 124 0 0 1 14 1 0 0 1 11 0 0 0 1 0 0 0 0 0 0 0 0 28 241 561 125 0 28 R T L U P 189 188 R 0 0 0 1 0 0 0 0 0 0 U 193 191 Out

Peak Hour Data 58 58 T 0 0 0 0 0 1 0 1 Park StreetEast[E] 1 1 2 0 0 0 0 0 L 552 556 173 173 Total 260 259 13 13 In 11/21/2018 5:00 PM L 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 T In 38 39

239 240 Ending At 11/21/2018 6:00 PM

Total 453 450

Lights U 0 0 0 0 0 0 0 1 0 2 1 1 1 0 0 0 0 0 Park Street East [W] R

28 28 Buses Out 313 316 Trucks Bicycles on Road

Other 12 12 P 0 0 0 0 0 0 0 0 P 29 29

U L T R P 0 17 597 29 0 0 0 13 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 15 0 17 621 29 15

577 643 1220 14 13 27 11 11 22 0 0 0 0 0 0 602 667 1269 Out In Total Hurontario Street [S] Turning Movement Peak Hour Data Plot (5:00 PM) LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

Project No.: 19244 File Name : Ann&Lakeshore-AM Location: Ann St & Lakeshore Rd E Site Code : 19244019 Weather: Light Rain / Snow Start Date : 11/21/2018 Surveyor(s): Susan Cho Page No : 1

Groups Printed- Cars - Trucks - Buses Ann Street Lakeshore Road East Lakeshore Road East Southbound Westbound Eastbound Start Time Left Right Peds App. Total Thru Right Peds App. Total Left Thru Peds App. Total Int. Total 07:00 1 2 3 6 99 17 0 116 15 306 0 321 443 07:15 0 0 0 0 114 10 0 124 5 349 0 354 478 07:30 0 3 5 8 140 13 0 153 16 283 0 299 460 07:45 1 6 5 12 181 14 0 195 9 449 0 458 665 Total 2 11 13 26 534 54 0 588 45 1387 0 1432 2046

08:00 0 2 4 6 200 15 0 215 14 352 0 366 587 08:15 0 2 5 7 222 10 1 233 8 382 0 390 630 08:30 1 1 11 13 264 7 0 271 14 375 0 389 673 08:45 0 2 12 14 295 10 0 305 6 287 0 293 612 Total 1 7 32 40 981 42 1 1024 42 1396 0 1438 2502

09:00 0 3 5 8 193 11 0 204 11 244 0 255 467 09:15 1 3 13 17 154 10 0 164 8 260 0 268 449 Grand Total 4 24 63 91 1862 117 1 1980 106 3287 0 3393 5464 Apprch % 4.4 26.4 69.2 94 5.9 0.1 3.1 96.9 0 Total % 0.1 0.4 1.2 1.7 34.1 2.1 0 36.2 1.9 60.2 0 62.1 Cars 3 22 63 88 1782 67 0 1849 90 3154 0 3244 5181 % Cars 75 91.7 100 96.7 95.7 57.3 0 93.4 84.9 96 0 95.6 94.8 Trucks 1 2 0 3 49 2 1 52 2 76 0 78 133 % Trucks 25 8.3 0 3.3 2.6 1.7 100 2.6 1.9 2.3 0 2.3 2.4 Buses 0 0 0 0 31 48 0 79 14 57 0 71 150 % Buses 0 0 0 0 1.7 41 0 4 13.2 1.7 0 2.1 2.7 LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Lakeshore-AM Site Code : 19244019 Start Date : 11/21/2018 Page No : 2 Ann Street Out In Total 157 88 245 4 3 7 62 0 62 223 91 314

22 3 63 2 1 0 0 0 0 24 4 63 Right Left Peds 3291 3157 Out Lakeshore Road East 129 102 Right 5048 5279 57 77 2 Total 117 90 14 North 48 67 106 2 Left 11/21/2018 07:00

11/21/2018 09:15 Thru 1862 1782 78 71 1980 1849 In 76 57 In 31 49 3244 3393 79 52 3154 3287 Thru Cars

Trucks Peds 0 0 0 0

Buses Total 51 31 5271 5006 1 0 1 0 136 129 Peds Out 1804 1886 Lakeshore Road East LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Lakeshore-AM Site Code : 19244019 Start Date : 11/21/2018 Page No : 3

Ann Street Lakeshore Road East Lakeshore Road East Southbound Westbound Eastbound Start Time Left Right Peds App. Total Thru Right Peds App. Total Left Thru Peds App. Total Int. Total Peak Hour Analysis From 07:00 to 09:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 07:45 1 6 5 12 181 14 0 195 9 449 0 458 665 08:00 0 2 4 6 200 15 0 215 14 352 0 366 587 08:15 0 2 5 7 222 10 1 233 8 382 0 390 630 08:30 1 1 11 13 264 7 0 271 14 375 0 389 673 Total Volume 2 11 25 38 867 46 1 914 45 1558 0 1603 2555 % App. Total 5.3 28.9 65.8 94.9 5 0.1 2.8 97.2 0 PHF .500 .458 .568 .731 .821 .767 .250 .843 .804 .867 .000 .875 .949 Cars 2 10 25 37 833 26 0 859 39 1499 0 1538 2434 % Cars 100 90.9 100 97.4 96.1 56.5 0 94.0 86.7 96.2 0 95.9 95.3 Trucks 0 1 0 1 20 1 1 22 1 34 0 35 58 % Trucks 0 9.1 0 2.6 2.3 2.2 100 2.4 2.2 2.2 0 2.2 2.3 Buses 0 0 0 0 14 19 0 33 5 25 0 30 63 % Buses 0 0 0 0 1.6 41.3 0 3.6 11.1 1.6 0 1.9 2.5

Ann Street Out In Total 65 37 102 2 1 3 24 0 24 91 38 129

10 2 25 1 0 0 0 0 0 11 2 25 Right Left Peds

Peak Hour Data 56 44 1560 1501 Out Lakeshore Road East Right 2381 2481 25 34 1 5 Total

39 45 North 46 19 26 1 Left Peak Hour Begins at 07:45

Thru 35 30 In 867 833 34 25 914 859 In Cars 14 20 1538 1603 33 22 1499 1558 Thru Trucks

Buses Peds 0 0 0 0 Total 21 14 2474 2360 1 0 1 0 843 878 Peds Out 58 56 Lakeshore Road East LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

Project No.: 19244 File Name : Ann&Lakeshore-PM Location: Ann St & Lakeshore Rd E Site Code : 19244019 Weather: Light Rain / Snow Start Date : 11/21/2018 Surveyor(s): Susan Cho Page No : 1

Groups Printed- Cars - Trucks - Buses Ann Street Lakeshore Road East Lakeshore Road East Southbound Westbound Eastbound Start Time Left Right Peds App. Total Thru Right Peds App. Total Left Thru Peds App. Total Int. Total 16:00 0 6 16 22 305 9 0 314 10 194 0 204 540 16:15 0 3 11 14 314 8 0 322 9 229 0 238 574 16:30 3 2 5 10 352 9 0 361 12 228 0 240 611 16:45 2 5 11 18 368 14 0 382 11 229 0 240 640 Total 5 16 43 64 1339 40 0 1379 42 880 0 922 2365

17:00 0 5 7 12 359 11 0 370 13 207 0 220 602 17:15 1 3 10 14 386 9 0 395 11 228 0 239 648 17:30 1 10 14 25 299 8 0 307 12 216 0 228 560 17:45 1 9 12 22 320 15 0 335 15 281 0 296 653 Total 3 27 43 73 1364 43 0 1407 51 932 0 983 2463

18:00 2 6 10 18 277 14 0 291 12 226 0 238 547 18:15 1 7 13 21 288 9 0 297 7 234 0 241 559 18:30 1 5 11 17 299 12 0 311 9 176 1 186 514 18:45 2 7 9 18 259 12 0 271 3 180 0 183 472 Total 6 25 43 74 1123 47 0 1170 31 816 1 848 2092

Grand Total 14 68 129 211 3826 130 0 3956 124 2628 1 2753 6920 Apprch % 6.6 32.2 61.1 96.7 3.3 0 4.5 95.5 0 Total % 0.2 1 1.9 3 55.3 1.9 0 57.2 1.8 38 0 39.8 Cars 13 67 129 209 3776 76 0 3852 107 2553 0 2660 6721 % Cars 92.9 98.5 100 99.1 98.7 58.5 0 97.4 86.3 97.1 0 96.6 97.1 Trucks 1 1 0 2 50 3 0 53 0 30 1 31 86 % Trucks 7.1 1.5 0 0.9 1.3 2.3 0 1.3 0 1.1 100 1.1 1.2 Buses 0 0 0 0 0 51 0 51 17 45 0 62 113 % Buses 0 0 0 0 0 39.2 0 1.3 13.7 1.7 0 2.3 1.6 LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Lakeshore-PM Site Code : 19244019 Start Date : 11/21/2018 Page No : 2 Ann Street Out In Total 183 209 392 3 2 5 68 0 68 254 211 465

67 13 129 1 1 0 0 0 0 68 14 129 Right Left Peds 82 62 2642 2566 Out Lakeshore Road East Right 6503 6647 45 31 0 Total 130 17 North 51 76 107 124 3 Left 11/21/2018 16:00

11/21/2018 18:45 Thru 3826 3776 31 62 3956 3852 In 30 45 In 50 2660 2753 51 53 0 2553 2628 Thru Cars

Trucks Peds 0 1 0 1 0

Buses Total 51 6598 6418 0 0 0 0 Peds Out 3843 3894 96 84 Lakeshore Road East LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Lakeshore-PM Site Code : 19244019 Start Date : 11/21/2018 Page No : 3

Ann Street Lakeshore Road East Lakeshore Road East Southbound Westbound Eastbound Start Time Left Right Peds App. Total Thru Right Peds App. Total Left Thru Peds App. Total Int. Total Peak Hour Analysis From 16:00 to 18:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 16:30 16:30 3 2 5 10 352 9 0 361 12 228 0 240 611 16:45 2 5 11 18 368 14 0 382 11 229 0 240 640 17:00 0 5 7 12 359 11 0 370 13 207 0 220 602 17:15 1 3 10 14 386 9 0 395 11 228 0 239 648 Total Volume 6 15 33 54 1465 43 0 1508 47 892 0 939 2501 % App. Total 11.1 27.8 61.1 97.1 2.9 0 5 95 0 PHF .500 .750 .750 .750 .949 .768 .000 .954 .904 .974 .000 .978 .965 Cars 5 15 33 53 1435 25 0 1460 42 863 0 905 2418 % Cars 83.3 100 100 98.1 98.0 58.1 0 96.8 89.4 96.7 0 96.4 96.7 Trucks 1 0 0 1 30 2 0 32 0 15 0 15 48 % Trucks 16.7 0 0 1.9 2.0 4.7 0 2.1 0 1.7 0 1.6 1.9 Buses 0 0 0 0 0 16 0 16 5 14 0 19 35 % Buses 0 0 0 0 0 37.2 0 1.1 10.6 1.6 0 2.0 1.4

Ann Street Out In Total 67 53 120 2 1 3 21 0 21 90 54 144

15 5 33 0 1 0 0 0 0 15 6 33 Right Left Peds

Peak Hour Data 45 19 Out Lakeshore Road East 898 868 Right 2355 2419 14 16 0 5 Total

42 47 North 43 16 25 2 Left Peak Hour Begins at 16:30

Thru 1465 1435 15 19 1508 1460 In 905 939 15 14 In Cars 30 863 892 16 32 0 Thru Trucks

Buses Peds 0 0 0 0 0 Total 30 2406 2328 0 0 0 0 Peds Out 1450 1480 30 48 Lakeshore Road East LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

Project No.: 19244 File Name : Ann&Park-AM Location: Ann St & Park St E Site Code : 19244016 Weather: Light Rain / Snow Start Date : 11/21/2018 Surveyor(s): Natalie Law Page No : 1

Groups Printed- Cars - Trucks - Buses Ann Street Park Street East Ann Street Park Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 1 0 0 0 1 8 3 20 3 34 1 30 5 3 39 8 38 0 2 48 122 07:15 1 0 0 2 3 1 8 7 4 20 0 15 15 3 33 4 45 0 1 50 106 07:30 1 0 1 2 4 4 17 34 9 64 0 24 8 3 35 5 52 2 0 59 162 07:45 1 1 0 1 3 9 17 30 5 61 0 23 4 2 29 3 51 0 1 55 148 Total 4 1 1 5 11 22 45 91 21 179 1 92 32 11 136 20 186 2 4 212 538

08:00 2 1 0 6 9 3 23 31 9 66 2 29 6 1 38 8 53 0 3 64 177 08:15 5 1 2 0 8 3 9 22 7 41 1 13 4 4 22 3 51 1 0 55 126 08:30 0 0 0 3 3 1 25 21 3 50 3 14 8 1 26 4 27 3 2 36 115 08:45 4 0 1 4 9 2 32 17 3 54 1 11 4 12 28 2 39 0 1 42 133 Total 11 2 3 13 29 9 89 91 22 211 7 67 22 18 114 17 170 4 6 197 551

09:00 4 2 0 1 7 3 23 14 2 42 2 17 4 9 32 4 26 0 1 31 112 09:15 3 0 0 0 3 3 24 7 1 35 0 12 2 1 15 1 34 1 0 36 89 Grand Total 22 5 4 19 50 37 181 203 46 467 10 188 60 39 297 42 416 7 11 476 1290 Apprch % 44 10 8 38 7.9 38.8 43.5 9.9 3.4 63.3 20.2 13.1 8.8 87.4 1.5 2.3 Total % 1.7 0.4 0.3 1.5 3.9 2.9 14 15.7 3.6 36.2 0.8 14.6 4.7 3 23 3.3 32.2 0.5 0.9 36.9 Cars 22 5 4 19 50 37 175 200 45 457 10 124 60 39 233 42 403 7 9 461 1201 % Cars 100 100 100 100 100 100 96.7 98.5 97.8 97.9 100 66 100 100 78.5 100 96.9 100 81.8 96.8 93.1 Trucks 0 0 0 0 0 0 6 1 1 8 0 0 0 0 0 0 7 0 2 9 17 % Trucks 0 0 0 0 0 0 3.3 0.5 2.2 1.7 0 0 0 0 0 0 1.7 0 18.2 1.9 1.3 Buses 0 0 0 0 0 0 0 2 0 2 0 64 0 0 64 0 6 0 0 6 72 % Buses 0 0 0 0 0 0 0 1 0 0.4 0 34 0 0 21.5 0 1.4 0 0 1.3 5.6 LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Park-AM Site Code : 19244016 Start Date : 11/21/2018 Page No : 2 Ann Street Out In Total 366 50 416 1 0 1 66 0 66 433 50 483

4 5 22 19 0 0 0 0 0 0 0 0 4 5 22 19 Right Thru Left Peds Right 6 0 0 203 200 15 Out 42 42 650 671 498 485 2 1 Left Park Street East Total

North 6 7 Thru 7 6 11/21/2018 07:00 181 175 9 6 403 416 11/21/2018 09:15 0 6 Thru In 461 476 467 457 In Left 2 8 7 0 0 7 Cars

Trucks 37 37 0 0 Right 6 0

Buses Total Peds Park Street East 189 195 9 2 0 965 942 Out 11 15 46 45 8 0 1 Peds

Left Thru Right Peds 10 124 60 39 0 0 0 0 0 64 0 0 10 188 60 39

49 233 282 0 0 0 0 64 64 49 297 346 Out In Total Ann Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Park-AM Site Code : 19244016 Start Date : 11/21/2018 Page No : 3

Ann Street Park Street East Ann Street Park Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 to 09:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 07:30 1 0 1 2 4 4 17 34 9 64 0 24 8 3 35 5 52 2 0 59 162 07:45 1 1 0 1 3 9 17 30 5 61 0 23 4 2 29 3 51 0 1 55 148 08:00 2 1 0 6 9 3 23 31 9 66 2 29 6 1 38 8 53 0 3 64 177 08:15 5 1 2 0 8 3 9 22 7 41 1 13 4 4 22 3 51 1 0 55 126 Total Volume 9 3 3 9 24 19 66 117 30 232 3 89 22 10 124 19 207 3 4 233 613 % App. Total 37.5 12.5 12.5 37.5 8.2 28.4 50.4 12.9 2.4 71.8 17.7 8.1 8.2 88.8 1.3 1.7 PHF .450 .750 .375 .375 .667 .528 .717 .860 .833 .879 .375 .767 .688 .625 .816 .594 .976 .375 .333 .910 .866 Cars 9 3 3 9 24 19 61 116 30 226 3 65 22 10 100 19 200 3 4 226 576 % Cars 100 100 100 100 100 100 92.4 99.1 100 97.4 100 73.0 100 100 80.6 100 96.6 100 100 97.0 94.0 Trucks 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 6 0 0 6 11 % Trucks 0 0 0 0 0 0 7.6 0 0 2.2 0 0 0 0 0 0 2.9 0 0 2.6 1.8 Buses 0 0 0 0 0 0 0 1 0 1 0 24 0 0 24 0 1 0 0 1 26 % Buses 0 0 0 0 0 0 0 0.9 0 0.4 0 27.0 0 0 19.4 0 0.5 0 0 0.4 4.2

Ann Street Out In Total 200 24 224 0 0 0 25 0 25 225 24 249

3 3 9 9 0 0 0 0 0 0 0 0 3 3 9 9 Right Thru Left Peds

Peak Hour Data Right 1 0 0 117 116 11 Out 19 19 293 305 238 231 1 0 Left Park Street East Total

North 1 6 Thru 6 1 Peak Hour Begins at 07:30 66 61 6 1 200 207 0 5 Thru In 226 233 232 226 In Cars Left 3 0 0 3 Trucks 1 5

Buses 19 19 0 0 Right 5 0 Total 67 72 Peds Park Street East 4 0 0 4 470 457 Out 11 30 30 2 0 0 Peds

Left Thru Right Peds 3 65 22 10 0 0 0 0 0 24 0 0 3 89 22 10

25 100 125 0 0 0 0 24 24 25 124 149 Out In Total Ann Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

Project No.: 19244 File Name : Ann&Park-PM Location: Ann St & Park St E Site Code : 19244016 Weather: Light Rain / Snow Start Date : 11/21/2018 Surveyor(s): Natalie Law Page No : 1

Groups Printed- Cars - Trucks - Buses Ann Street Park Street East Ann Street Park Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 16:00 5 6 1 2 14 7 41 14 3 65 0 12 5 3 20 6 40 0 1 47 146 16:15 7 1 1 1 10 3 38 19 2 62 0 11 10 3 24 2 28 1 1 32 128 16:30 4 0 0 0 4 2 35 19 4 60 1 10 19 1 31 0 45 1 0 46 141 16:45 14 3 3 3 23 7 50 17 1 75 0 13 5 0 18 4 29 0 0 33 149 Total 30 10 5 6 51 19 164 69 10 262 1 46 39 7 93 12 142 2 2 158 564

17:00 12 5 2 3 22 5 55 20 7 87 3 14 7 5 29 2 33 0 4 39 177 17:15 14 4 1 2 21 4 55 16 5 80 1 8 6 3 18 3 42 1 1 47 166 17:30 15 6 0 2 23 4 50 31 3 88 1 17 9 4 31 4 39 1 8 52 194 17:45 12 5 2 1 20 9 38 17 1 65 1 18 1 4 24 3 46 0 0 49 158 Total 53 20 5 8 86 22 198 84 16 320 6 57 23 16 102 12 160 2 13 187 695

18:00 16 11 1 3 31 4 42 30 6 82 2 16 8 1 27 8 45 0 4 57 197 18:15 6 4 0 0 10 4 47 18 3 72 2 13 4 5 24 3 34 0 2 39 145 18:30 1 2 0 0 3 5 63 29 1 98 1 18 3 3 25 2 23 0 3 28 154 18:45 18 7 0 0 25 2 36 26 1 65 1 9 5 2 17 6 47 2 1 56 163 Total 41 24 1 3 69 15 188 103 11 317 6 56 20 11 93 19 149 2 10 180 659

Grand Total 124 54 11 17 206 56 550 256 37 899 13 159 82 34 288 43 451 6 25 525 1918 Apprch % 60.2 26.2 5.3 8.3 6.2 61.2 28.5 4.1 4.5 55.2 28.5 11.8 8.2 85.9 1.1 4.8 Total % 6.5 2.8 0.6 0.9 10.7 2.9 28.7 13.3 1.9 46.9 0.7 8.3 4.3 1.8 15 2.2 23.5 0.3 1.3 27.4 Cars 124 54 11 17 206 56 545 256 33 890 13 91 82 33 219 43 449 6 24 522 1837 % Cars 100 100 100 100 100 100 99.1 100 89.2 99 100 57.2 100 97.1 76 100 99.6 100 96 99.4 95.8 Trucks 0 0 0 0 0 0 3 0 3 6 0 0 0 1 1 0 1 0 1 2 9 % Trucks 0 0 0 0 0 0 0.5 0 8.1 0.7 0 0 0 2.9 0.3 0 0.2 0 4 0.4 0.5 Buses 0 0 0 0 0 0 2 0 1 3 0 68 0 0 68 0 1 0 0 1 72 % Buses 0 0 0 0 0 0 0.4 0 2.7 0.3 0 42.8 0 0 23.6 0 0.2 0 0 0.2 3.8 LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Park-PM Site Code : 19244016 Start Date : 11/21/2018 Page No : 2 Ann Street Out In Total 390 206 596 0 0 0 68 0 68 458 206 664

11 54 124 17 0 0 0 0 0 0 0 0 11 54 124 17 Right Thru Left Peds Right 5 3 0 0 256 256 Out 43 43 657 655 0 0 1091 1099 Left Park Street East Total

North 1 1 Thru 1 1 11/21/2018 16:00 550 545 2 1 449 451 11/21/2018 18:45 2 3 Thru In 522 525 899 890 In Left 3 6 6 0 0 6 Cars

Trucks 56 56 0 0 Right 3 2

Buses Total 1556 1545 Peds Park Street East 569 574 1 0 Out 24 25 37 33 4 7 1 3 Peds

Left Thru Right Peds 13 91 82 33 0 0 0 1 0 68 0 0 13 159 82 34

116 219 335 0 1 1 0 68 68 116 288 404 Out In Total Ann Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Ann&Park-PM Site Code : 19244016 Start Date : 11/21/2018 Page No : 3

Ann Street Park Street East Ann Street Park Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 16:00 to 18:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:15 17:15 14 4 1 2 21 4 55 16 5 80 1 8 6 3 18 3 42 1 1 47 166 17:30 15 6 0 2 23 4 50 31 3 88 1 17 9 4 31 4 39 1 8 52 194 17:45 12 5 2 1 20 9 38 17 1 65 1 18 1 4 24 3 46 0 0 49 158 18:00 16 11 1 3 31 4 42 30 6 82 2 16 8 1 27 8 45 0 4 57 197 Total Volume 57 26 4 8 95 21 185 94 15 315 5 59 24 12 100 18 172 2 13 205 715 % App. Total 60 27.4 4.2 8.4 6.7 58.7 29.8 4.8 5 59 24 12 8.8 83.9 1 6.3 PHF .891 .591 .500 .667 .766 .583 .841 .758 .625 .895 .625 .819 .667 .750 .806 .563 .935 .500 .406 .899 .907 Cars 57 26 4 8 95 21 182 94 14 311 5 36 24 11 76 18 172 2 12 204 686 % Cars 100 100 100 100 100 100 98.4 100 93.3 98.7 100 61.0 100 91.7 76.0 100 100 100 92.3 99.5 95.9 Trucks 0 0 0 0 0 0 1 0 1 2 0 0 0 1 1 0 0 0 1 1 4 % Trucks 0 0 0 0 0 0 0.5 0 6.7 0.6 0 0 0 8.3 1.0 0 0 0 7.7 0.5 0.6 Buses 0 0 0 0 0 0 2 0 0 2 0 23 0 0 23 0 0 0 0 0 25 % Buses 0 0 0 0 0 0 1.1 0 0 0.6 0 39.0 0 0 23.0 0 0 0 0 0 3.5

Ann Street Out In Total 148 95 243 0 0 0 23 0 23 171 95 266

4 26 57 8 0 0 0 0 0 0 0 0 4 26 57 8 Right Thru Left Peds

Peak Hour Data Right 2 2 0 0 Out 18 18 94 94 395 399 253 253 0 0 Left Park Street East Total

North 0 0 Thru 0 0 Peak Hour Begins at 17:15 185 182

1 0 172 172 2 1 Thru In 204 205 315 311 In Cars Left 2 0 0 2 Trucks 2 2

Buses 21 21 0 0 Right 1 2 Total Peds Park Street East 191 194 1 0 568 564 Out 12 13 15 14 2 2 0 1 Peds

Left Thru Right Peds 5 36 24 11 0 0 0 1 0 23 0 0 5 59 24 12

49 76 125 0 1 1 0 23 23 49 100 149 Out In Total Ann Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

Project No.: 19244 File Name : Hurontario&High-AM Location: Hurontario St & High St E Site Code : 19244029 Weather: Light Rain / Snow Start Date : 11/21/2018 Surveyor(s): Tevin Luu Page No : 1

Groups Printed- Cars - Trucks - Buses Hurontario Street Hight Street East Hurontario Street Hight Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 3 59 4 0 66 2 0 5 2 9 2 90 0 1 93 6 0 4 3 13 181 07:15 3 78 4 0 85 1 0 2 0 3 5 124 0 1 130 8 0 2 0 10 228 07:30 2 80 1 2 85 1 0 0 4 5 2 122 2 2 128 12 0 3 3 18 236 07:45 1 99 7 0 107 5 0 3 1 9 4 123 0 2 129 10 0 7 2 19 264 Total 9 316 16 2 343 9 0 10 7 26 13 459 2 6 480 36 0 16 8 60 909

08:00 0 85 6 3 94 1 0 1 2 4 6 140 0 0 146 12 0 8 4 24 268 08:15 1 100 3 3 107 3 1 3 4 11 4 127 2 0 133 20 0 2 3 25 276 08:30 2 124 4 0 130 4 0 1 3 8 6 136 1 0 143 12 0 6 1 19 300 08:45 8 128 7 6 149 3 3 5 3 14 1 101 4 2 108 5 0 4 8 17 288 Total 11 437 20 12 480 11 4 10 12 37 17 504 7 2 530 49 0 20 16 85 1132

09:00 5 144 5 0 154 0 0 2 3 5 0 125 0 2 127 7 0 5 2 14 300 09:15 8 129 4 0 141 3 0 2 1 6 2 102 3 1 108 9 0 4 0 13 268 Grand Total 33 1026 45 14 1118 23 4 24 23 74 32 1190 12 11 1245 101 0 45 26 172 2609 Apprch % 3 91.8 4 1.3 31.1 5.4 32.4 31.1 2.6 95.6 1 0.9 58.7 0 26.2 15.1 Total % 1.3 39.3 1.7 0.5 42.9 0.9 0.2 0.9 0.9 2.8 1.2 45.6 0.5 0.4 47.7 3.9 0 1.7 1 6.6 Cars 33 931 40 14 1018 23 4 24 21 72 32 1097 12 10 1151 99 0 43 26 168 2409 % Cars 100 90.7 88.9 100 91.1 100 100 100 91.3 97.3 100 92.2 100 90.9 92.4 98 0 95.6 100 97.7 92.3 Trucks 0 35 5 0 40 0 0 0 2 2 0 44 0 1 45 2 0 2 0 4 91 % Trucks 0 3.4 11.1 0 3.6 0 0 0 8.7 2.7 0 3.7 0 9.1 3.6 2 0 4.4 0 2.3 3.5 Buses 0 60 0 0 60 0 0 0 0 0 0 49 0 0 49 0 0 0 0 0 109 % Buses 0 5.8 0 0 5.4 0 0 0 0 0 0 4.1 0 0 3.9 0 0 0 0 0 4.2 LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Hurontario&High-AM Site Code : 19244029 Start Date : 11/21/2018 Page No : 2 Hurontario Street Out In Total 1220 1018 2238 46 40 86 49 60 109 1315 1118 2433

40 931 33 14 5 35 0 0 0 60 0 0 45 1026 33 14 Right Thru Left Peds Right 9 0 2 0 Out 99 24 24 244 253 101 0 0 Left 45 45 Hight Street East Total

North 0 0 Thru 0 0 0 0 11/21/2018 07:00

4 0 11/21/2018 09:15 4 0 0 4 Thru In 168 172 In 74 72 Left 0 2 2 0 Cars 43 45 Trucks 23 23 0 0 Right 5 0

Buses Total 76 81 Peds Hight Street East 0 0 119 117 Out 26 26 23 21 0 2 0 2 Peds

Left Thru Right Peds 32 1097 12 10 0 44 0 1 0 49 0 0 32 1190 12 11

997 1151 2148 37 45 82 60 49 109 1094 1245 2339 Out In Total Hurontario Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Hurontario&High-AM Site Code : 19244029 Start Date : 11/21/2018 Page No : 3

Hurontario Street Hight Street East Hurontario Street Hight Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 to 09:15 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:15 08:15 1 100 3 3 107 3 1 3 4 11 4 127 2 0 133 20 0 2 3 25 276 08:30 2 124 4 0 130 4 0 1 3 8 6 136 1 0 143 12 0 6 1 19 300 08:45 8 128 7 6 149 3 3 5 3 14 1 101 4 2 108 5 0 4 8 17 288 09:00 5 144 5 0 154 0 0 2 3 5 0 125 0 2 127 7 0 5 2 14 300 Total Volume 16 496 19 9 540 10 4 11 13 38 11 489 7 4 511 44 0 17 14 75 1164 % App. Total 3 91.9 3.5 1.7 26.3 10.5 28.9 34.2 2.2 95.7 1.4 0.8 58.7 0 22.7 18.7 PHF .500 .861 .679 .375 .877 .625 .333 .550 .813 .679 .458 .899 .438 .500 .893 .550 .000 .708 .438 .750 .970 Cars 16 461 16 9 502 10 4 11 13 38 11 452 7 4 474 43 0 17 14 74 1088 % Cars 100 92.9 84.2 100 93.0 100 100 100 100 100 100 92.4 100 100 92.8 97.7 0 100 100 98.7 93.5 Trucks 0 11 3 0 14 0 0 0 0 0 0 18 0 0 18 1 0 0 0 1 33 % Trucks 0 2.2 15.8 0 2.6 0 0 0 0 0 0 3.7 0 0 3.5 2.3 0 0 0 1.3 2.8 Buses 0 24 0 0 24 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 43 % Buses 0 4.8 0 0 4.4 0 0 0 0 0 0 3.9 0 0 3.7 0 0 0 0 0 3.7

Hurontario Street Out In Total 506 502 1008 19 14 33 19 24 43 544 540 1084

16 461 16 9 3 11 0 0 0 24 0 0 19 496 16 9 Right Thru Left Peds

Peak Hour Data Right 4 0 1 0 Out 43 44 11 11 105 109 0 0 Left 23 23 Hight Street East Total

North 0 0 Thru 0 0 0 0 Peak Hour Begins at 08:15

1 0 4 0 0 4 74 75 Thru In In Cars 38 38 Left 0 0 Trucks 0 0 17 17 Buses 10 10 0 0 Right 3 0 Total 31 34 Peds Hight Street East 0 0 Out 14 14 61 61 13 13 0 0 0 0 Peds

Left Thru Right Peds 11 452 7 4 0 18 0 0 0 19 0 0 11 489 7 4

488 474 962 11 18 29 24 19 43 523 511 1034 Out In Total Hurontario Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

Project No.: 19244 File Name : Hurontario&High-PM Location: Hurontario St & High St E Site Code : 19244029 Weather: Light Rain / Snow Start Date : 11/21/2018 Surveyor(s): Tevin Luu Page No : 1

Groups Printed- Cars - Trucks - Buses Hurontario Street Hight Street East Hurontario Street Hight Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 16:00 5 159 9 2 175 2 2 2 2 8 3 157 1 0 161 15 1 7 2 25 369 16:15 6 120 9 2 137 2 1 4 1 8 2 131 6 0 139 16 0 2 0 18 302 16:30 4 117 5 1 127 3 2 3 3 11 1 140 8 0 149 19 0 10 2 31 318 16:45 3 160 9 0 172 1 0 1 5 7 0 110 2 1 113 10 0 6 1 17 309 Total 18 556 32 5 611 8 5 10 11 34 6 538 17 1 562 60 1 25 5 91 1298

17:00 3 118 12 1 134 2 1 4 7 14 6 152 2 1 161 21 1 4 3 29 338 17:15 0 173 7 0 180 1 0 1 1 3 6 155 2 0 163 31 0 11 0 42 388 17:30 0 113 7 1 121 2 0 3 1 6 2 115 0 0 117 20 1 10 1 32 276 17:45 3 163 9 0 175 1 0 0 2 3 4 156 3 0 163 17 0 10 3 30 371 Total 6 567 35 2 610 6 1 8 11 26 18 578 7 1 604 89 2 35 7 133 1373

18:00 1 111 8 0 120 4 0 0 6 10 5 115 2 0 122 22 0 14 2 38 290 18:15 1 114 6 1 122 2 0 3 6 11 0 140 3 1 144 12 0 8 2 22 299 18:30 3 141 5 0 149 1 0 2 2 5 0 126 2 0 128 20 0 8 1 29 311 18:45 1 122 6 3 132 3 2 2 3 10 2 4 4 2 12 12 0 8 3 23 177 Total 6 488 25 4 523 10 2 7 17 36 7 385 11 3 406 66 0 38 8 112 1077

Grand Total 30 1611 92 11 1744 24 8 25 39 96 31 1501 35 5 1572 215 3 98 20 336 3748 Apprch % 1.7 92.4 5.3 0.6 25 8.3 26 40.6 2 95.5 2.2 0.3 64 0.9 29.2 6 Total % 0.8 43 2.5 0.3 46.5 0.6 0.2 0.7 1 2.6 0.8 40 0.9 0.1 41.9 5.7 0.1 2.6 0.5 9 Cars 30 1549 90 11 1680 24 8 25 39 96 30 1429 35 5 1499 210 3 97 20 330 3605 % Cars 100 96.2 97.8 100 96.3 100 100 100 100 100 96.8 95.2 100 100 95.4 97.7 100 99 100 98.2 96.2 Trucks 0 24 2 0 26 0 0 0 0 0 1 25 0 0 26 5 0 1 0 6 58 % Trucks 0 1.5 2.2 0 1.5 0 0 0 0 0 3.2 1.7 0 0 1.7 2.3 0 1 0 1.8 1.5 Buses 0 38 0 0 38 0 0 0 0 0 0 47 0 0 47 0 0 0 0 0 85 % Buses 0 2.4 0 0 2.2 0 0 0 0 0 0 3.1 0 0 3 0 0 0 0 0 2.3 LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Hurontario&High-PM Site Code : 19244029 Start Date : 11/21/2018 Page No : 2 Hurontario Street Out In Total 1664 1680 3344 30 26 56 47 38 85 1741 1744 3485

90 1549 30 11 2 24 0 0 0 38 0 0 92 1611 30 11 Right Thru Left Peds Right 9 0 5 0 Out 25 25 458 467 210 215 0 0 Left 68 68 Hight Street East Total

North 0 0 Thru 3 0 0 3 11/21/2018 16:00

6 0 11/21/2018 18:45 8 0 0 8 Thru In 330 336 In 96 96 Left 0 0 1 0 Cars 97 98 Trucks 24 24 0 0 Right 3 0

Buses Total Peds Hight Street East 128 131 0 0 164 164 Out 20 20 39 39 0 0 0 0 Peds

Left Thru Right Peds 30 1429 35 5 1 25 0 0 0 47 0 0 31 1501 35 5

1670 1499 3169 25 26 51 38 47 85 1733 1572 3305 Out In Total Hurontario Street LEA CONSULTING LTD 625 Cochrane Drive 9th Floor Markham, Ontario, L3R 9R9

File Name : Hurontario&High-PM Site Code : 19244029 Start Date : 11/21/2018 Page No : 3

Hurontario Street Hight Street East Hurontario Street Hight Street East Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 16:00 to 18:45 - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 3 118 12 1 134 2 1 4 7 14 6 152 2 1 161 21 1 4 3 29 338 17:15 0 173 7 0 180 1 0 1 1 3 6 155 2 0 163 31 0 11 0 42 388 17:30 0 113 7 1 121 2 0 3 1 6 2 115 0 0 117 20 1 10 1 32 276 17:45 3 163 9 0 175 1 0 0 2 3 4 156 3 0 163 17 0 10 3 30 371 Total Volume 6 567 35 2 610 6 1 8 11 26 18 578 7 1 604 89 2 35 7 133 1373 % App. Total 1 93 5.7 0.3 23.1 3.8 30.8 42.3 3 95.7 1.2 0.2 66.9 1.5 26.3 5.3 PHF .500 .819 .729 .500 .847 .750 .250 .500 .393 .464 .750 .926 .583 .250 .926 .718 .500 .795 .583 .792 .885 Cars 6 543 34 2 585 6 1 8 11 26 18 556 7 1 582 87 2 34 7 130 1323 % Cars 100 95.8 97.1 100 95.9 100 100 100 100 100 100 96.2 100 100 96.4 97.8 100 97.1 100 97.7 96.4 Trucks 0 10 1 0 11 0 0 0 0 0 0 9 0 0 9 2 0 1 0 3 23 % Trucks 0 1.8 2.9 0 1.8 0 0 0 0 0 0 1.6 0 0 1.5 2.2 0 2.9 0 2.3 1.7 Buses 0 14 0 0 14 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 27 % Buses 0 2.5 0 0 2.3 0 0 0 0 0 0 2.2 0 0 2.2 0 0 0 0 0 2.0

Hurontario Street Out In Total 651 585 1236 11 11 22 13 14 27 675 610 1285

34 543 6 2 1 10 0 0 0 14 0 0 35 567 6 2 Right Thru Left Peds

Peak Hour Data Right 4 0 2 0 Out 87 89 183 187 8 0 0 8 Left 15 15 Hight Street East Total

North 0 0 Thru 2 0 0 2 Peak Hour Begins at 17:00

3 0 1 0 0 1 Thru In 130 133 In Cars 26 26 Left 1 0 Trucks 0 0 34 35 Buses 6 0 0 6 Right 1 0 Total 53 54 Peds Hight Street East 7 0 0 7 Out 41 41 11 11 0 0 0 0 Peds

Left Thru Right Peds 18 556 7 1 0 9 0 0 0 13 0 0 18 578 7 1

583 582 1165 11 9 20 14 13 27 608 604 1212 Out In Total Hurontario Street Page 1 of 1 Signal Timing Report

Runtime: 2018−12−03 13:51:25 Device: 0704

Region: Mississauga Signal ID: 0704 Location: HURONTARIO STREET N at Park Street Phase Units 12345 678 Walk Sec0901090100 Ped Clear Sec 0 17 0 210 17 0 21 Min Green Sec080815 808 Passage Sec 0.0 3.0 0.0 3.02.0 3.0 0.0 3.0 Maximum 1 Sec 0 30 0 3015 30 0 30 Maximum 2 Sec 0 30 0 3015 30 0 30 Yellow Change Sec 3.0 4.0 3.0 4.03.0 4.0 3.0 4.0 Red Clearance Sec 0.0 3.0 0.0 3.00.0 3.0 0.0 3.0 Red Revert Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Added Initial Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Max Initial Sec00000 000 Time Before Sec00000 000 Cars Before Veh00000 000 Time To Reduce Sec00000 000 Reduce By Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Min Gap Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Dynamic Max Limit Sec00000 000 Dynamic Max Step Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 [P2] Start Up Enum other redClear other phaseNotOnphaseNotOn redClear other phaseNotOn [P2] Options Bit 0 Enabled 0 Enabled Enabled Enabled 0 Enabled Non−Actuated 1 Non Lock Det Non Lock Det Non−Actuated 1 Non Lock Det Max Veh Recall Dual Entry Min Veh Recall Max Veh Recall Dual Entry Ped Recall Ped Recall Dual Entry Dual Entry Act Rest In Walk Act Rest In Walk [P2] Ring Ring 0 1 0 1 2 20 2 [P2] Concurrency Phase (,) () (5,6) () (8)(2) (2) () (4) Coord Pattern Units 12345 67 8 Cycle Time Sec 105 100 100 140 100 0 00 Offset Sec 2 16 96 9719 0 0 0 Split Split 1 2 3 45 0 0 0 Sequence Sequence 1 1 1 1 1 00 0 Coord Split Units 12345 67 8 Split 1 − Mode Enum none none none nonephaseOmitted none none none Split 1 − Time Sec 0 63 0 420 63 0 42 Split 1 − Coord Enum false true false falsefalse true false false Split 2 − Mode Enum none none none nonephaseOmitted none none none Split 2 − Time Sec 0 62 0 380 62 0 38 Split 2 − Coord Enum false true false falsefalse true false false Split 3 − Mode Enum none none none nonephaseOmitted none none none Split 3 − Time Sec 0 57 0 430 57 0 43 Split 3 − Coord Enum false true false falsefalse true false false Split 4 − Mode Enum none none none pedRecallnone none none none Split 4 − Time Sec 0 91 0 4925 66 0 49 Split 4 − Coord Enum false true false falsefalse true false false Split 5 − Mode Enum none none none pedRecallnone none none none Split 5 − Time Sec 0 60 0 40 23 37 0 40 Split 5 − Coord Enum false true false falsefalse true false false TB Schedule Units 12345 678 Month Bit JFMAMJJASOND JFMAMJJASOND JFMAMJJASOND J−−−−−−−−−−−−F−−−−−−−−−− −−M−−−−−−−−− −−−−M−−−−−−− −−−−−−J−−−−− Day of Week Bit −MTWTF− S−−−−−− −−−−−−S SMTWTFSSMTWTFS SMTWTFS SMTWTFS SMTWTFS Day of Month Bit 123456789012345 123456789012345 123456789012345 1−−−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−9−−−−−−− −−−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−1−−−−− −2−−−−−−−−−−−−−−−−−−−−−−−− 678901234567890 678901234567890 678901234567890 −−−− −−−− −−−−0− −−−− −−−− 1 1 1 Day Plan Number 1 3 2 33 3 3 3 TB Schedule Units 9 10111213 141516 Month Bit −−−−−−−A−−−− −−−−−−−−S−−− −−−−−−−−−O−− −−−−−−−−−−−D−−−−−−−−−−−D −−−−−−−−−−−D 00 Day of Week Bit SMTWTFS SMTWTFS SMTWTFS SMTWTFSSMTWTFS SMTWTFS SMTWTFS SMTWTFS Day of Month Bit −−−−−6−−−−−−−−−−−−−−−−−−−− −−3−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−8−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−−−−5− −−−−−−−−−−−−−−−−−−−−−−−−−6 −−−−−−−−−−−−−−−−−−−−−−−4 00 −−−− −−−− −−−− −−−− −−−− −−−−−− Day Plan Number 3 3 3 33 3 0 0 TB Dayplan Units 12345 678 Plan 1 Hour Hour 0 6 7 915 16 19 0 Plan 1 Minute Min00030303000 Plan 1 Action Number 8 1 4 25 3 2 0 Plan 2 Hour Hour 0 7 0 00 0 0 0 Plan 2 Minute Min00000 000 Plan 2 Action Number 8 2 0 00 0 0 0 Plan 3 Hour Hour 0 8 23 00 0 0 0 Plan 3 Minute Min00000 000 Plan 3 Action Number 8 2 8 00 0 0 0 TB Action Units 12345 678 Pattern Enum Pattern 1 Pattern 2 Pattern 3 Pattern 4Pattern 5 Pattern 6 Pattern 7 Free Aux. Functions Bit00000 000 Spec. Functions Bit00000 000 Page 1 of 1 Signal Timing Report

Runtime: 2018−12−03 13:56:58 Device: 0705 Region Mississauga Signal ID: 0705 Location: LAKESHORE ROAD E at Hurontario Street : Phase Units 12346785 Walk Sec 0 12 0 12 0 12 0 12 Ped Clear Sec 0 26 0 260 26 026 Min Green Sec 0 8 0 85 8 0 8 Passage Sec 0.0 4.0 0.0 4.03.0 4.0 0.0 4.0 Maximum 1 Sec 0 20 0 30 13 20 0 30 Maximum 2 Sec 0 20 0 3013 20 030 Yellow Change Sec 3.0 4.0 3.0 4.03.0 4.0 3.0 4.0 Red Clearance Sec 0.0 2.0 0.0 3.00.0 2.0 0.0 3.0 Red Revert Sec 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Max Initial Sec 0 0 0 00 0 0 0 Time Before Sec 0 0 0 00 0 0 0 Cars Before Veh 0 0 0 0 0 00 0 Time To Reduce Sec 0 0 0 00 0 00 Reduce By Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Min Gap Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Dynamic Max Limit Sec 0 0 0 0 0 00 0 Dynamic Max Step Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 [P2] Start Up Enum other redClear other phaseNotOnphaseNotOn redClear other phaseNotOn [P2] Options Bit 0 Enabled 0 Enabled Enabled Enabled 0 Enabled Non−Actuated 1 Non Lock Det Non Lock Det Non−Actuated 1 Non Lock Det Max Veh Recall Dual Entry Max Veh Recall Dual Entry Ped Recall Ped Recall Dual Entry Dual Entry Act Rest In Walk Act Rest In Walk [P2] Ring Ring 0 1 0 1 2 20 2 [P2] Concurrency Phase (,) () (5,6) () (8)(2) (2) () (4) Coord Pattern Units 12345 67 8 Cycle Time Sec 140 120 120 00 0 00 Offset Sec 11 92 70 00 0 0 0 Split Split 1 2 3 00 0 0 0 Sequence Sequence 1 1 1 0 0 00 0 Coord Split Units 12345 678 Split 1 − Mode Enum none none none pedRecallnone none none pedRecall Split 1 − Time Sec 0 91 0 49 20 71 0 49 Split 1 − Coord Enum false true false falsefalse true false false Split 2 − Mode Enum none none none pedRecallnone none none pedRecall Split 2 − Time Sec 0 72 0 4817 55 0 48 Split 2 − Coord Enum false true false false false true false false Split 3 − Mode Enum none none none pedRecallnone none none pedRecall Split 3 − Time Sec 0 72 0 4814 58 0 48 Split 3 − Coord Enum false true false falsefalse true false false TB Schedule Units 12345 67 8 Month Bit JFMAMJJASOND JFMAMJJASOND JFMAMJJASOND J−−−−−−−−−−−−F−−−−−−−−−− −−M−−−−−−−−− −−−−M−−−−−−− −−−−−−J−−−−− Day of Week Bit −MTWTF− S−−−−−− −−−−−−S SMTWTFSSMTWTFS SMTWTFS SMTWTFS SMTWTFS Day of Month Bit 12345678901234 12345678901234 12345678901234 1−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−9−−−− −−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−1−− −2−−−−−−−−−−−−−−−−−−−−− 56789012345678 56789012345678 56789012345678 −−−−−−− −−−−−−−− −−−−−−0− −−−−−−−− −−−−−−−− 901 901 901 Day Plan Number 1 3 2 3 3 33 3 TB Schedule Units 91011121413 15 16 Month Bit −−−−−−−A−−−− −−−−−−−−S−−− −−−−−−−−−O−− −−−−−−−−−−−D−−−−−−−−−−−D −−−−−−−−−−−D 0 0 Day of Week Bit SMTWTFS SMTWTFS SMTWTFS SMTWTFSSMTWTFS SMTWTFS SMTWTFS SMTWTFS Day of Month Bit −−−−−6−−−−−−−−−−−−−−−−−− −−3−−−−−−−−−−−−−−−−−−−− −−−−−−−8−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−−− 00 −−−−−−− −−−−−−−− −−−−−−−− 5−−−−−− −6−−−−− 4−−−−−−− Day Plan Number 3 3 3 33 3 00 TB Dayplan Units 12345 678 Plan 1 Hour Hour 0 6 9 1519 0 0 0 Plan 1 Minute Min 0 0 30 0 30 00 0 Plan 1 Action Number 8 1 2 32 0 00 Plan 2 Hour Hour 0 7 0 00 0 0 0 Plan 2 Minute Min 0 0 0 00 0 0 0 Plan 2 Action Number 8 2 0 0 0 00 0 Plan 3 Hour Hour 0 8 23 00 0 00 Plan 3 Minute Min 0 0 0 00 0 0 0 Plan 3 Action Number 8 2 8 00 0 0 0 TB Action Units 12345 67 8 Pattern Enum Pattern 1 Pattern 2 Pattern 3 Pattern 4Pattern 5 Pattern 6 Pattern 7 Free Aux. Functions Bit 0 0 0 00 0 0 0 Spec. Functions Bit 0 0 0 00 0 0 0 Page 1 of 1 Signal Timing Report

Runtime: 2018−12−03 13:54:09 Device: 0711 Region Mississauga Signal ID: 0711 Location: HURONTARIO STREET N at High Street : Phase Units 12345 678 Walk Sec08090 809 Ped Clear Sec0801380130 Min Green Sec08080 808 Passage Sec 0.0 3.0 0.0 3.00.0 3.0 0.0 3.0 Maximum 1 Sec 0 27 0 250 27 0 25 Maximum 2 Sec 0 27 0 250 27 0 25 Yellow Change Sec 3.0 4.0 3.0 4.03.0 4.0 3.0 4.0 Red Clearance Sec 0.0 2.0 0.0 2.50.0 2.0 0.0 2.5 Red Revert Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Added Initial Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Max Initial Sec00000 000 Time Before Sec00000 000 Cars Before Veh00000 000 Time To Reduce Sec00000 000 Reduce By Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Min Gap Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 Dynamic Max Limit Sec00000 000 Dynamic Max Step Sec 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 [P2] Start Up Enum other redClear other phaseNotOnother redClear other phaseNotOn [P2] Options Bit 0 Enabled 0 Enabled 0 Enabled 0 Enabled Non−Actuated 1 Non Lock Det Non−Actuated 1 Non Lock Det Max Veh Recall Dual Entry Max Veh Recall Dual Entry Ped Recall Ped Recall Dual Entry Dual Entry Act Rest In Walk Act Rest In Walk [P2] Ring Ring 0 1 0 1 0 20 2 [P2] Concurrency Phase (,) () (6) () (8)() (2) () (4) Coord Pattern Units 12345 67 8 Cycle Time Sec 105 100 100 140 0 0 00 Offset Sec2935500 0 0 Split Split 1 2 3 40 0 0 0 Sequence Sequence 1 1 1 1 0 00 0 Coord Split Units 12345 67 8 Split 1 − Mode Enum none none none nonenone none none none Split 1 − Time Sec 0 72 0 330 72 0 33 Split 1 − Coord Enum false true false falsefalse true false false Split 2 − Mode Enum none none none nonenone none none none Split 2 − Time Sec 0 68 0 320 68 0 32 Split 2 − Coord Enum false true false falsefalse true false false Split 3 − Mode Enum none none none nonenone none none none Split 3 − Time Sec 0 68 0 320 68 0 32 Split 3 − Coord Enum false true false falsefalse true false false Split 4 − Mode Enum none none none none none none none none Split 4 − Time Sec 0 100 0 40 0 100 040 Split 4 − Coord Enum false true false falsefalse true false false TB Schedule Units 12345 678 Month Bit JFMAMJJASOND JFMAMJJASOND JFMAMJJASOND J−−−−−−−−−−−−F−−−−−−−−−− −−M−−−−−−−−− −−−−M−−−−−−− −−−−−−J−−−−− Day of Week Bit −MTWTF− S−−−−−− −−−−−−S SMTWTFSSMTWTFS SMTWTFS SMTWTFS SMTWTFS Day of Month Bit 12345678901234 12345678901234 12345678901234 1−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−9−−−− −−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−1−− −2−−−−−−−−−−−−−−−−−−−−− 56789012345678 56789012345678 56789012345678 −−−−−−−− −−−−−−−− −−−−−−−0− −−−−−−−− −−−−−−−− 901 901 901 Day Plan Number 1 3 2 33 3 3 3 TB Schedule Units 9 10111213 141516 Month Bit −−−−−−−A−−−− −−−−−−−−S−−− −−−−−−−−−O−− −−−−−−−−−−−D−−−−−−−−−−−D −−−−−−−−−−−D 00 Day of Week Bit SMTWTFS SMTWTFS SMTWTFS SMTWTFSSMTWTFS SMTWTFS SMTWTFS SMTWTFS Day of Month Bit −−−−−6−−−−−−−−−−−−−−−−− −−3−−−−−−−−−−−−−−−−−−−− −−−−−−−8−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−−−− −−−−−−−−−−−−−−−−−−−−−− 00 −−−−−−−− −−−−−−−− −−−−−−−− 5−−−−−− −6−−−−− −4−−−−−−− Day Plan Number 3 3 3 33 3 0 0 TB Dayplan Units 12345 678 Plan 1 Hour Hour 0 6 7 915 19 0 0 Plan 1 Minute Min0003030000 Plan 1 Action Number 8 1 4 23 2 0 0 Plan 2 Hour Hour 0 7 0 00 0 0 0 Plan 2 Minute Min00000 000 Plan 2 Action Number 8 2 0 00 0 0 0 Plan 3 Hour Hour 0 8 23 00 0 0 0 Plan 3 Minute Min00000 000 Plan 3 Action Number 8 2 8 00 0 0 0 TB Action Units 12345 678 Pattern Enum Pattern 1 Pattern 2 Pattern 3 Pattern 4Pattern 5 Pattern 6 Pattern 7 Free Aux. Functions Bit00000 000 Spec. Functions Bit00000 000 Proposal / Report Title and Information

APPENDIX C Intersection Capacity Analysis – Existing Conditions

CANADA | INDIA | AFRICA | MIDDLE EAST Queues Existing Conditions 1: Park Street E & Hurontario Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 27 14 26 7 515 271 493 185 Future Volume (vph) 152 27 14 26 7 515 271 493 185 Lane Group Flow (vph) 152 47 14 278 7 546 271 493 185 Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 2 2 Detector Phase 8 8 4 4 6 6 5 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 15.0 8.0 8.0 Minimum Split (s) 38.0 38.0 38.0 38.0 33.0 33.0 18.0 33.0 33.0 Total Split (s) 49.0 49.0 49.0 49.0 66.0 66.0 25.0 91.0 91.0 Total Split (%) 35.0% 35.0% 35.0% 35.0% 47.1% 47.1% 17.9% 65.0% 65.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 7.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max None C-Max C-Max v/c Ratio 1.03 0.11 0.05 0.52 0.01 0.31 0.44 0.22 0.18 Control Delay 131.8 25.3 37.9 10.1 22.3 20.9 11.1 10.2 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Total Delay 131.8 25.3 37.9 10.1 22.3 21.3 11.1 10.2 5.2 Queue Length 50th (m) ~47.1 6.2 3.2 6.0 0.9 43.2 25.8 27.2 7.8 Queue Length 95th (m) #80.7 15.8 8.7 29.2 4.8 79.2 47.4 43.5 20.7 Internal Link Dist (m) 82.5 113.7 100.5 109.7 Turn Bay Length (m) 35.0 50.0 32.0 20.0 10.0 Base Capacity (vph) 193 531 390 618 470 1773 664 2257 1029 Starvation Cap Reductn 0 0 0 0 0 681 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.09 0.04 0.45 0.01 0.50 0.41 0.22 0.18 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 97 (69%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 1 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Park Street E & Hurontario Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 27 20 14 26 252 7 515 31 271 493 185 Future Volume (vph) 152 27 20 14 26 252 7 515 31 271 493 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.97 1.00 0.95 1.00 1.00 1.00 1.00 0.94 Flpb, ped/bikes 0.98 1.00 0.94 1.00 0.98 1.00 0.99 1.00 1.00 Frt 1.00 0.94 1.00 0.86 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 1725 1704 1474 1768 3312 1736 3374 1488 Flt Permitted 0.36 1.00 0.73 1.00 0.47 1.00 0.40 1.00 1.00 Satd. Flow (perm) 645 1725 1303 1474 878 3312 731 3374 1488 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 152 27 20 14 26 252 7 515 31 271 493 185 RTOR Reduction (vph) 0 15 0 0 194 0 0 2 0 0 0 34 Lane Group Flow (vph) 152 32 0 14 84 0 7 544 0 271 493 151 Confl. Peds. (#/hr) 32 44 44 32 15 24 24 15 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 0% 0% 0% 4% 6% 0% 8% 0% 3% 7% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 24 0 0 0 Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 2 2 Actuated Green, G (s) 32.3 32.3 32.3 32.3 74.9 74.9 93.7 93.7 93.7 Effective Green, g (s) 32.3 32.3 32.3 32.3 74.9 74.9 93.7 93.7 93.7 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.54 0.54 0.67 0.67 0.67 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 2.0 0.2 0.2 Lane Grp Cap (vph) 148 397 300 340 469 1771 602 2258 995 v/s Ratio Prot 0.02 0.06 0.16 c0.05 0.15 v/s Ratio Perm c0.24 0.01 0.01 c0.25 0.10 v/c Ratio 1.03 0.08 0.05 0.25 0.01 0.31 0.45 0.22 0.15 Uniform Delay, d1 53.9 42.2 41.9 43.9 15.3 18.1 9.4 9.0 8.5 Progression Factor 1.00 1.00 1.00 1.00 1.12 1.05 1.00 1.00 1.00 Incremental Delay, d2 81.3 0.1 0.1 0.4 0.1 0.4 0.2 0.2 0.3 Delay (s) 135.1 42.3 41.9 44.3 17.2 19.4 9.6 9.2 8.8 Level of Service F D D D B B A A A Approach Delay (s) 113.2 44.2 19.4 9.3 Approach LOS F D B A Intersection Summary HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 2 Queues Existing Conditions 2: Hurontario Street & High Street East Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 44 0 10 4 11 489 16 496 Future Volume (vph) 44 0 10 4 11 489 16 496 Lane Group Flow (vph) 0 61 0 25 11 496 16 515 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 40.0 40.0 40.0 40.0 100.0 100.0 100.0 100.0 Total Split (%) 28.6% 28.6% 28.6% 28.6% 71.4% 71.4% 71.4% 71.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.45 0.18 0.02 0.17 0.02 0.18 Control Delay 49.5 40.2 4.5 3.5 2.6 2.1 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.1 Total Delay 49.5 40.2 4.5 3.7 2.6 2.2 Queue Length 50th (m) 10.8 3.9 0.4 9.5 0.5 9.1 Queue Length 95th (m) 24.1 12.6 m2.4 32.8 2.0 15.7 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 344 375 730 2857 744 2855 Starvation Cap Reductn 0 0 0 1624 0 1296 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.07 0.02 0.40 0.02 0.33 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 55 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 3 HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Hurontario Street & High Street East Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 44 0 17 10 4 11 11 489 7 16 496 19 Future Volume (vph) 44 0 17 10 4 11 11 489 7 16 496 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 0.99 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.97 1.00 0.97 1.00 Frt 0.96 0.94 1.00 1.00 1.00 0.99 Flt Protected 0.97 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1710 1725 1751 3335 1753 3335 Flt Permitted 0.77 0.87 0.46 1.00 0.47 1.00 Satd. Flow (perm) 1365 1535 851 3335 868 3335 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 44 0 17 10 4 11 11 489 7 16 496 19 RTOR Reduction (vph) 0 21 0 0 10 0 0 0 0 0 1 0 Lane Group Flow (vph) 0 40 0 0 15 0 11 496 0 16 514 0 Confl. Peds. (#/hr) 9 4 4 9 14 13 13 14 Heavy Vehicles (%) 2% 0% 0% 0% 0% 0% 0% 8% 0% 0% 7% 16% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 10.1 10.1 117.4 117.4 117.4 117.4 Effective Green, g (s) 10.1 10.1 117.4 117.4 117.4 117.4 Actuated g/C Ratio 0.07 0.07 0.84 0.84 0.84 0.84 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 98 110 713 2796 727 2796 v/s Ratio Prot 0.15 c0.15 v/s Ratio Perm c0.03 0.01 0.01 0.02 v/c Ratio 0.40 0.13 0.02 0.18 0.02 0.18 Uniform Delay, d1 62.1 60.9 1.8 2.1 1.9 2.2 Progression Factor 1.00 1.00 1.39 1.29 0.80 0.75 Incremental Delay, d2 2.7 0.6 0.0 0.1 0.1 0.1 Delay (s) 64.8 61.4 2.6 2.9 1.5 1.8 Level of Service E E A A A A Approach Delay (s) 64.8 61.4 2.9 1.8 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.20 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 4 Queues Existing Conditions 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 302 1254 9 41 690 186 15 60 169 58 209 Future Volume (vph) 302 1254 9 41 690 186 15 60 169 58 209 Lane Group Flow (vph) 302 1254 9 41 690 186 15 86 169 58 209 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 20.0 91.0 91.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 14.3% 65.0% 65.0% 50.7% 50.7% 50.7% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.56 0.49 0.01 0.16 0.33 0.21 0.07 0.25 0.74 0.17 0.50 Control Delay 10.6 9.9 0.0 17.7 15.4 6.6 43.9 39.2 61.7 36.7 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 10.6 9.9 0.0 17.7 15.4 6.6 43.9 39.2 61.7 36.7 6.8 Queue Length 50th (m) 24.1 73.8 0.0 4.9 48.9 7.9 3.7 17.6 47.6 9.8 0.0 Queue Length 95th (m) 46.5 114.8 0.0 14.9 78.1 24.5 9.5 31.0 36.3 15.9 5.0 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 569 2539 1074 251 2111 886 370 552 374 558 555 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 36 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.49 0.01 0.16 0.33 0.21 0.04 0.16 0.45 0.10 0.40 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 11 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 5 HCM Signalized Intersection Capacity Analysis Existing Conditions 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 302 1254 9 41 690 186 15 60 26 169 58 209 Future Volume (vph) 302 1254 9 41 690 186 15 60 26 169 58 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 0.99 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1651 3505 1472 1765 3471 1382 1634 1803 1691 1863 1364 Flt Permitted 0.34 1.00 1.00 0.22 1.00 1.00 0.72 1.00 0.70 1.00 1.00 Satd. Flow (perm) 593 3505 1472 413 3471 1382 1237 1803 1248 1863 1364 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 302 1254 9 41 690 186 15 60 26 169 58 209 RTOR Reduction (vph) 0 0 2 0 0 46 0 13 0 0 0 171 Lane Group Flow (vph) 302 1254 7 41 690 140 15 73 0 169 58 38 Confl. Peds. (#/hr) 27 8 8 27 31 7 7 31 Heavy Vehicles (%) 9% 3% 0% 2% 4% 12% 7% 0% 0% 6% 2% 13% Bus Blockages (#/hr) 0 0 14 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 101.4 101.4 101.4 85.1 85.1 85.1 25.6 25.6 25.6 25.6 25.6 Effective Green, g (s) 101.4 101.4 101.4 85.1 85.1 85.1 25.6 25.6 25.6 25.6 25.6 Actuated g/C Ratio 0.72 0.72 0.72 0.61 0.61 0.61 0.18 0.18 0.18 0.18 0.18 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 530 2538 1066 251 2109 840 226 329 228 340 249 v/s Ratio Prot c0.05 0.36 0.20 0.04 0.03 v/s Ratio Perm c0.36 0.00 0.10 0.10 0.01 c0.14 0.03 v/c Ratio 0.57 0.49 0.01 0.16 0.33 0.17 0.07 0.22 0.74 0.17 0.15 Uniform Delay, d1 7.3 8.3 5.3 12.0 13.4 12.0 47.3 48.7 54.1 48.2 48.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.78 0.47 Incremental Delay, d2 1.4 0.7 0.0 1.4 0.4 0.4 0.2 0.5 12.9 0.3 0.4 Delay (s) 8.7 9.0 5.4 13.3 13.9 12.4 47.5 49.2 55.9 38.1 22.8 Level of Service A A A B B B D D E D C Approach Delay (s) 8.9 13.5 48.9 37.7 Approach LOS A B D D Intersection Summary HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 4: Park Street E & Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 19 207 3 19 66 117 3 89 22 9 3 3 Future Volume (vph) 19 207 3 19 66 117 3 89 22 9 3 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 19 207 3 19 66 117 3 89 22 9 3 3 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 229 85 117 114 15 Volume Left (vph) 19 19 0 3 9 Volume Right (vph) 3 0 117 22 3 Hadj (s) 0.05 0.22 -0.70 0.25 0.00 Departure Headway (s) 4.6 5.3 4.3 5.1 5.1 Degree Utilization, x 0.29 0.12 0.14 0.16 0.02 Capacity (veh/h) 754 656 794 651 639 Control Delay (s) 9.6 7.8 6.9 9.1 8.2 Approach Delay (s) 9.6 7.3 9.1 8.2 Approach LOS A A A A Intersection Summary Delay 8.6 Level of Service A Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 5: Lakeshore Road East & Ann Street Weekday AM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 45 1558 867 46 2 11 Future Volume (Veh/h) 45 1558 867 46 2 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 45 1558 867 46 2 11 Pedestrians 25 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 938 1784 482 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 719 1655 214 tC, single (s) 4.4 6.8 7.1 tC, 2 stage (s) tF (s) 2.3 3.5 3.4 p0 queue free % 94 97 98 cM capacity (veh/h) 716 75 681 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 45 779 779 578 335 2 11 Volume Left 45 0 0 0 0 2 0 Volume Right 0 0 0 0 46 0 11 cSH 716 1700 1700 1700 1700 75 681 Volume to Capacity 0.06 0.46 0.46 0.34 0.20 0.03 0.02 Queue Length 95th (m) 1.6 0.0 0.0 0.0 0.0 0.6 0.4 Control Delay (s) 10.4 0.0 0.0 0.0 0.0 54.1 10.4 Lane LOS B F B Approach Delay (s) 0.3 0.0 17.1 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 13: Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\EX\exam.syn Synchro 9 Report 01-24-2019 Page 9 Queues Existing Conditions 1: Park Street E & Hurontario Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 173 39 13 58 17 621 125 561 241 Future Volume (vph) 173 39 13 58 17 621 125 561 241 Lane Group Flow (vph) 173 67 13 247 17 650 125 561 241 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 2 Detector Phase 8 8 4 4 6 6 2 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 38.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 33.0 Total Split (s) 43.0 43.0 43.0 43.0 57.0 57.0 57.0 57.0 57.0 Total Split (%) 43.0% 43.0% 43.0% 43.0% 57.0% 57.0% 57.0% 57.0% 57.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max v/c Ratio 0.77 0.15 0.04 0.46 0.03 0.31 0.28 0.26 0.25 Control Delay 56.0 17.2 24.6 10.9 8.9 8.5 13.3 10.6 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay 56.0 17.2 24.6 10.9 8.9 8.6 13.3 10.6 5.7 Queue Length 50th (m) 30.0 5.6 1.9 9.3 1.3 27.6 13.1 30.5 10.2 Queue Length 95th (m) 54.4 15.5 6.3 29.0 m3.8 34.5 26.2 41.5 23.4 Internal Link Dist (m) 82.5 113.7 100.5 109.7 Turn Bay Length (m) 35.0 50.0 32.0 20.0 10.0 Base Capacity (vph) 325 651 481 700 495 2111 445 2123 956 Starvation Cap Reductn 0 0 0 0 0 559 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.10 0.03 0.35 0.03 0.42 0.28 0.26 0.25 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 96 (96%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 1 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Park Street E & Hurontario Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 173 39 28 13 58 189 17 621 29 125 561 241 Future Volume (vph) 173 39 28 13 58 189 17 621 29 125 561 241 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.97 1.00 1.00 1.00 1.00 0.93 Flpb, ped/bikes 0.98 1.00 0.99 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 0.94 1.00 0.89 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1773 1761 1781 1620 1759 3447 1771 3471 1480 Flt Permitted 0.48 1.00 0.71 1.00 0.44 1.00 0.39 1.00 1.00 Satd. Flow (perm) 904 1761 1337 1620 810 3447 729 3471 1480 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 173 39 28 13 58 189 17 621 29 125 561 241 RTOR Reduction (vph) 0 21 0 0 138 0 0 3 0 0 0 51 Lane Group Flow (vph) 173 46 0 13 109 0 17 647 0 125 561 190 Confl. Peds. (#/hr) 28 15 15 28 29 12 12 29 Heavy Vehicles (%) 0% 0% 0% 0% 0% 1% 0% 4% 0% 1% 4% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 14 0 0 0 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 2 Actuated Green, G (s) 24.8 24.8 24.8 24.8 61.2 61.2 61.2 61.2 61.2 Effective Green, g (s) 24.8 24.8 24.8 24.8 61.2 61.2 61.2 61.2 61.2 Actuated g/C Ratio 0.25 0.25 0.25 0.25 0.61 0.61 0.61 0.61 0.61 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 224 436 331 401 495 2109 446 2124 905 v/s Ratio Prot 0.03 0.07 c0.19 0.16 v/s Ratio Perm c0.19 0.01 0.02 0.17 0.13 v/c Ratio 0.77 0.11 0.04 0.27 0.03 0.31 0.28 0.26 0.21 Uniform Delay, d1 35.0 29.0 28.6 30.3 7.7 9.3 9.1 9.0 8.6 Progression Factor 1.00 1.00 1.00 1.00 0.83 0.78 1.00 1.00 1.00 Incremental Delay, d2 15.2 0.1 0.0 0.4 0.1 0.4 1.6 0.3 0.5 Delay (s) 50.1 29.1 28.6 30.7 6.5 7.6 10.6 9.3 9.2 Level of Service D C C C A A B A A Approach Delay (s) 44.3 30.6 7.5 9.4 Approach LOS D C A A Intersection Summary HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 2 Queues Existing Conditions 2: Hurontario Street & High Street East Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 89 2 6 1 18 578 6 567 Future Volume (vph) 89 2 6 1 18 578 6 567 Lane Group Flow (vph) 0 126 0 15 18 585 6 602 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 32.0 32.0 32.0 32.0 68.0 68.0 68.0 68.0 Total Split (%) 32.0% 32.0% 32.0% 32.0% 68.0% 68.0% 68.0% 68.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.61 0.07 0.03 0.24 0.01 0.24 Control Delay 45.3 23.9 5.1 5.1 0.5 0.8 Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0 Total Delay 45.3 23.9 5.1 5.4 0.5 0.8 Queue Length 50th (m) 20.9 1.3 0.8 16.2 0.0 0.8 Queue Length 95th (m) 36.4 6.6 3.7 31.8 m0.2 2.2 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 368 400 587 2423 594 2531 Starvation Cap Reductn 0 0 0 1255 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.04 0.03 0.50 0.01 0.24 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 3 HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Hurontario Street & High Street East Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 89 2 35 6 1 8 18 578 7 6 567 35 Future Volume (vph) 89 2 35 6 1 8 18 578 7 6 567 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 0.98 1.00 Frt 0.96 0.93 1.00 1.00 1.00 0.99 Flt Protected 0.97 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1718 1714 1788 3291 1777 3435 Flt Permitted 0.78 0.88 0.42 1.00 0.43 1.00 Satd. Flow (perm) 1389 1547 799 3291 807 3435 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 89 2 35 6 1 8 18 578 7 6 567 35 RTOR Reduction (vph) 0 16 0 0 7 0 0 1 0 0 3 0 Lane Group Flow (vph) 0 110 0 0 8 0 18 584 0 6 599 0 Confl. Peds. (#/hr) 2 1 1 2 7 11 11 7 Heavy Vehicles (%) 2% 0% 3% 0% 0% 0% 0% 4% 0% 0% 4% 3% Parking (#/hr) 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 13.9 13.9 73.6 73.6 73.6 73.6 Effective Green, g (s) 13.9 13.9 73.6 73.6 73.6 73.6 Actuated g/C Ratio 0.14 0.14 0.74 0.74 0.74 0.74 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 193 215 588 2422 593 2528 v/s Ratio Prot c0.18 0.17 v/s Ratio Perm c0.08 0.01 0.02 0.01 v/c Ratio 0.57 0.04 0.03 0.24 0.01 0.24 Uniform Delay, d1 40.2 37.3 3.6 4.2 3.5 4.2 Progression Factor 1.00 1.00 1.00 1.00 0.10 0.12 Incremental Delay, d2 3.8 0.1 0.1 0.2 0.0 0.2 Delay (s) 44.0 37.3 3.7 4.5 0.4 0.7 Level of Service D D A A A A Approach Delay (s) 44.0 37.3 4.4 0.7 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 6.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 4 Queues Existing Conditions 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 232 659 12 27 1199 222 10 108 235 70 302 Future Volume (vph) 232 659 12 27 1199 222 10 108 235 70 302 Lane Group Flow (vph) 232 659 12 27 1199 222 10 156 235 70 302 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 14.0 72.0 72.0 58.0 58.0 58.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 11.7% 60.0% 60.0% 48.3% 48.3% 48.3% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.81 0.29 0.01 0.07 0.65 0.27 0.03 0.34 0.80 0.15 0.60 Control Delay 36.0 11.0 0.0 18.1 24.1 11.8 29.4 32.1 60.9 32.9 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.2 Total Delay 36.0 11.0 0.0 18.1 24.1 11.8 29.4 32.1 61.2 32.9 16.6 Queue Length 50th (m) 20.4 35.2 0.0 3.2 108.4 16.7 1.9 27.5 54.8 13.6 19.1 Queue Length 95th (m) #72.8 58.1 0.3 10.2 160.2 39.2 5.7 41.5 76.3 22.9 43.5 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 287 2270 900 394 1858 826 441 615 402 630 617 Starvation Cap Reductn 0 0 0 0 0 0 0 0 17 0 47 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.29 0.01 0.07 0.65 0.27 0.02 0.25 0.61 0.11 0.53 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 70 (58%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 5 HCM Signalized Intersection Capacity Analysis Existing Conditions 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 232 659 12 27 1199 222 10 108 48 235 70 302 Future Volume (vph) 232 659 12 27 1199 222 10 108 48 235 70 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.95 1.00 0.99 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1655 3539 1384 1779 3539 1495 1727 1764 1792 1845 1408 Flt Permitted 0.14 1.00 1.00 0.40 1.00 1.00 0.71 1.00 0.62 1.00 1.00 Satd. Flow (perm) 237 3539 1384 751 3539 1495 1294 1764 1177 1845 1408 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 232 659 12 27 1199 222 10 108 48 235 70 302 RTOR Reduction (vph) 0 0 4 0 0 42 0 15 0 0 0 155 Lane Group Flow (vph) 232 659 8 27 1199 180 10 141 0 235 70 147 Confl. Peds. (#/hr) 37 23 23 37 50 10 10 50 Heavy Vehicles (%) 9% 2% 8% 0% 2% 3% 0% 3% 0% 0% 3% 8% Bus Blockages (#/hr) 0 0 5 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 77.0 77.0 77.0 63.0 63.0 63.0 30.0 30.0 30.0 30.0 30.0 Effective Green, g (s) 77.0 77.0 77.0 63.0 63.0 63.0 30.0 30.0 30.0 30.0 30.0 Actuated g/C Ratio 0.64 0.64 0.64 0.52 0.52 0.52 0.25 0.25 0.25 0.25 0.25 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 282 2270 888 394 1857 784 323 441 294 461 352 v/s Ratio Prot c0.08 0.19 0.34 0.08 0.04 v/s Ratio Perm c0.45 0.01 0.04 0.12 0.01 c0.20 0.10 v/c Ratio 0.82 0.29 0.01 0.07 0.65 0.23 0.03 0.32 0.80 0.15 0.42 Uniform Delay, d1 16.4 9.5 7.7 14.0 20.5 15.4 34.0 36.7 42.2 35.1 37.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.3 0.3 0.0 0.3 1.7 0.7 0.1 0.6 14.8 0.2 1.1 Delay (s) 33.7 9.8 7.8 14.4 22.2 16.1 34.1 37.3 57.0 35.3 38.8 Level of Service C A A B C B C D E D D Approach Delay (s) 15.9 21.1 37.1 45.4 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 99.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 4: Park Street E & Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 18 172 2 21 185 94 5 59 24 57 26 4 Future Volume (vph) 18 172 2 21 185 94 5 59 24 57 26 4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 18 172 2 21 185 94 5 59 24 57 26 4 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 192 206 94 88 87 Volume Left (vph) 18 21 0 5 57 Volume Right (vph) 2 0 94 24 4 Hadj (s) 0.01 0.08 -0.70 0.29 0.10 Departure Headway (s) 4.9 5.3 4.5 5.5 5.3 Degree Utilization, x 0.26 0.30 0.12 0.13 0.13 Capacity (veh/h) 699 657 769 600 615 Control Delay (s) 9.6 9.3 6.9 9.3 9.1 Approach Delay (s) 9.6 8.5 9.3 9.1 Approach LOS A A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 5: Lakeshore Road East & Ann Street Weekday PM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 47 892 1465 43 6 15 Future Volume (Veh/h) 47 892 1465 43 6 15 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 47 892 1465 43 6 15 Pedestrians 23 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.75 0.75 0.75 vC, conflicting volume 1531 2050 777 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1049 1738 48 tC, single (s) 4.3 7.1 6.9 tC, 2 stage (s) tF (s) 2.3 3.7 3.3 p0 queue free % 90 86 98 cM capacity (veh/h) 449 44 751 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 47 446 446 977 531 6 15 Volume Left 47 0 0 0 0 6 0 Volume Right 0 0 0 0 43 0 15 cSH 449 1700 1700 1700 1700 44 751 Volume to Capacity 0.10 0.26 0.26 0.57 0.31 0.14 0.02 Queue Length 95th (m) 2.8 0.0 0.0 0.0 0.0 3.5 0.5 Control Delay (s) 14.0 0.0 0.0 0.0 0.0 99.1 9.9 Lane LOS B F A Approach Delay (s) 0.7 0.0 35.4 Approach LOS E Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Existing Conditions 13: Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\EX\expm.syn Synchro 9 Report 01-24-2019 Page 9 Proposal / Report Title and Information

APPENDIX D Hurontario Street and Park Street East Future Layout

CANADA | INDIA | AFRICA | MIDDLE EAST

APPENDIX E Intersection Capacity Analysis – Future Background

CANADA | INDIA | AFRICA | MIDDLE EAST Queues Future Background 2023 1: Park Street E & Hurontario Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 190 27 14 26 9 539 271 530 Future Volume (vph) 190 27 14 26 9 539 271 530 Lane Group Flow (vph) 190 50 14 278 9 570 271 723 Turn Type Perm NA Perm NA Perm NA pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 5 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 15.0 8.0 Minimum Split (s) 38.0 38.0 38.0 38.0 33.0 33.0 18.0 33.0 Total Split (s) 49.0 49.0 49.0 49.0 66.0 66.0 25.0 91.0 Total Split (%) 35.0% 35.0% 35.0% 35.0% 47.1% 47.1% 17.9% 65.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max None C-Max v/c Ratio 0.99 0.11 0.04 0.48 0.03 0.34 0.47 0.35 Control Delay 113.7 22.5 35.6 9.1 24.2 24.0 13.1 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Total Delay 113.7 22.5 35.6 9.1 24.2 24.4 13.1 11.9 Queue Length 50th (m) 53.3 5.7 2.9 5.5 1.3 50.7 32.1 47.9 Queue Length 95th (m) #100.6 16.0 8.7 29.2 6.0 84.6 47.4 61.8 Internal Link Dist (m) 82.5 113.7 100.5 159.8 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 217 529 389 618 353 1660 620 2074 Starvation Cap Reductn 0 0 0 0 0 580 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.09 0.04 0.45 0.03 0.53 0.44 0.35 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 97 (69%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Background 2023 1: Park Street E & Hurontario Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 190 27 23 14 26 252 9 539 31 271 530 193 Future Volume (vph) 190 27 23 14 26 252 9 539 31 271 530 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.95 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.98 1.00 0.94 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.93 1.00 0.86 1.00 0.99 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1711 1712 1705 1474 1778 3314 1738 3227 Flt Permitted 0.40 1.00 0.72 1.00 0.38 1.00 0.38 1.00 Satd. Flow (perm) 723 1712 1300 1474 705 3314 691 3227 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 190 27 23 14 26 252 9 539 31 271 530 193 RTOR Reduction (vph) 0 17 0 0 185 0 0 3 0 0 24 0 Lane Group Flow (vph) 190 33 0 14 93 0 9 568 0 271 699 0 Confl. Peds. (#/hr) 32 44 44 32 15 24 24 15 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 0% 0% 0% 4% 6% 0% 8% 0% 3% 7% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 24 0 0 0 Turn Type Perm NA Perm NA Perm NA pm+pt NA Protected Phases 8 4 6 5 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 37.1 37.1 37.1 37.1 70.0 70.0 88.9 88.9 Effective Green, g (s) 37.1 37.1 37.1 37.1 70.0 70.0 88.9 88.9 Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.50 0.50 0.64 0.64 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 2.0 0.2 Lane Grp Cap (vph) 191 453 344 390 352 1657 557 2049 v/s Ratio Prot 0.02 0.06 0.17 c0.06 0.22 v/s Ratio Perm c0.26 0.01 0.01 c0.25 v/c Ratio 0.99 0.07 0.04 0.24 0.03 0.34 0.49 0.34 Uniform Delay, d1 51.4 38.6 38.2 40.4 17.7 21.1 11.6 11.9 Progression Factor 1.00 1.00 1.00 1.00 1.13 1.05 1.00 1.00 Incremental Delay, d2 63.3 0.1 0.0 0.3 0.1 0.6 0.2 0.5 Delay (s) 114.6 38.6 38.3 40.7 20.2 22.8 11.8 12.4 Level of Service F D D D C C B B Approach Delay (s) 98.8 40.6 22.8 12.2 Approach LOS F D C B Intersection Summary HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 2 Queues Future Background 2023 2: Hurontario Street & High Street East Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 55 0 10 4 11 504 16 534 Future Volume (vph) 55 0 10 4 11 504 16 534 Lane Group Flow (vph) 0 73 0 25 11 511 16 555 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 40.0 40.0 40.0 40.0 100.0 100.0 100.0 100.0 Total Split (%) 28.6% 28.6% 28.6% 28.6% 71.4% 71.4% 71.4% 71.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.52 0.17 0.02 0.18 0.02 0.20 Control Delay 54.3 39.5 4.6 3.6 2.7 2.2 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.1 Total Delay 54.3 39.5 4.6 3.9 2.7 2.4 Queue Length 50th (m) 14.3 3.9 0.4 10.4 0.5 10.0 Queue Length 95th (m) 29.1 12.6 m2.4 33.4 2.1 17.6 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 342 373 698 2842 731 2840 Starvation Cap Reductn 0 0 0 1590 0 1218 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.07 0.02 0.41 0.02 0.34 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 55 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Background 2023 2: Hurontario Street & High Street East Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 0 18 10 4 11 11 504 7 16 534 21 Future Volume (vph) 55 0 18 10 4 11 11 504 7 16 534 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.97 1.00 0.97 1.00 Frt 0.97 0.94 1.00 1.00 1.00 0.99 Flt Protected 0.96 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1714 1725 1754 3336 1755 3334 Flt Permitted 0.76 0.87 0.44 1.00 0.46 1.00 Satd. Flow (perm) 1357 1526 820 3336 856 3334 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 55 0 18 10 4 11 11 504 7 16 534 21 RTOR Reduction (vph) 0 21 0 0 10 0 0 0 0 0 1 0 Lane Group Flow (vph) 0 52 0 0 15 0 11 511 0 16 554 0 Confl. Peds. (#/hr) 9 4 4 9 14 13 13 14 Heavy Vehicles (%) 2% 0% 0% 0% 0% 0% 0% 8% 0% 0% 7% 16% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 10.7 10.7 116.8 116.8 116.8 116.8 Effective Green, g (s) 10.7 10.7 116.8 116.8 116.8 116.8 Actuated g/C Ratio 0.08 0.08 0.83 0.83 0.83 0.83 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 103 116 684 2783 714 2781 v/s Ratio Prot 0.15 c0.17 v/s Ratio Perm c0.04 0.01 0.01 0.02 v/c Ratio 0.50 0.13 0.02 0.18 0.02 0.20 Uniform Delay, d1 62.1 60.3 1.9 2.3 2.0 2.3 Progression Factor 1.00 1.00 1.41 1.28 0.83 0.76 Incremental Delay, d2 3.8 0.5 0.0 0.1 0.1 0.2 Delay (s) 65.9 60.8 2.8 3.0 1.7 1.9 Level of Service E E A A A A Approach Delay (s) 65.9 60.8 3.0 1.9 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 7.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 4 Queues Future Background 2023 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 302 1260 9 40 692 188 15 73 173 59 209 Future Volume (vph) 302 1260 9 40 692 188 15 73 173 59 209 Lane Group Flow (vph) 302 1260 9 40 692 188 15 101 173 59 209 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 20.0 91.0 91.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 14.3% 65.0% 65.0% 50.7% 50.7% 50.7% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.56 0.50 0.01 0.16 0.33 0.21 0.06 0.29 0.75 0.17 0.49 Control Delay 11.0 10.3 0.0 18.2 15.8 6.8 43.2 41.9 60.2 36.3 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 Total Delay 11.0 10.3 0.0 18.2 15.8 6.8 43.2 41.9 60.2 36.3 6.4 Queue Length 50th (m) 24.7 76.0 0.0 4.9 50.0 8.1 3.6 22.0 29.9 10.1 0.0 Queue Length 95th (m) 47.6 118.1 0.0 14.9 79.5 25.1 9.5 36.4 41.4 16.6 4.7 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 564 2522 1068 246 2091 879 370 552 369 558 555 Starvation Cap Reductn 0 0 0 0 0 0 0 0 7 0 37 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.50 0.01 0.16 0.33 0.21 0.04 0.18 0.48 0.11 0.40 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 11 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Background 2023 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 302 1260 9 40 692 188 15 73 28 173 59 209 Future Volume (vph) 302 1260 9 40 692 188 15 73 28 173 59 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 0.99 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1651 3505 1472 1765 3471 1382 1634 1811 1691 1863 1364 Flt Permitted 0.34 1.00 1.00 0.22 1.00 1.00 0.72 1.00 0.69 1.00 1.00 Satd. Flow (perm) 589 3505 1472 408 3471 1382 1236 1811 1232 1863 1364 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 302 1260 9 40 692 188 15 73 28 173 59 209 RTOR Reduction (vph) 0 0 3 0 0 47 0 11 0 0 0 170 Lane Group Flow (vph) 302 1260 6 40 692 141 15 90 0 173 59 39 Confl. Peds. (#/hr) 27 8 8 27 31 7 7 31 Heavy Vehicles (%) 9% 3% 0% 2% 4% 12% 7% 0% 0% 6% 2% 13% Bus Blockages (#/hr) 0 0 14 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 100.8 100.8 100.8 84.4 84.4 84.4 26.2 26.2 26.2 26.2 26.2 Effective Green, g (s) 100.8 100.8 100.8 84.4 84.4 84.4 26.2 26.2 26.2 26.2 26.2 Actuated g/C Ratio 0.72 0.72 0.72 0.60 0.60 0.60 0.19 0.19 0.19 0.19 0.19 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 525 2523 1059 245 2092 833 231 338 230 348 255 v/s Ratio Prot c0.05 0.36 0.20 0.05 0.03 v/s Ratio Perm c0.36 0.00 0.10 0.10 0.01 c0.14 0.03 v/c Ratio 0.58 0.50 0.01 0.16 0.33 0.17 0.06 0.27 0.75 0.17 0.15 Uniform Delay, d1 7.5 8.6 5.5 12.2 13.8 12.3 46.8 48.7 53.8 47.8 47.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.79 0.44 Incremental Delay, d2 1.5 0.7 0.0 1.4 0.4 0.4 0.2 0.6 13.6 0.3 0.4 Delay (s) 9.0 9.3 5.5 13.7 14.2 12.7 47.0 49.2 54.9 37.8 21.2 Level of Service A A A B B B D D D D C Approach Delay (s) 9.2 13.9 48.9 36.7 Approach LOS A B D D Intersection Summary HCM 2000 Control Delay 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 4: Park Street E & Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 19 243 3 20 75 117 3 89 27 9 3 3 Future Volume (vph) 19 243 3 20 75 117 3 89 27 9 3 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 19 243 3 20 75 117 3 89 27 9 3 3 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 265 95 117 119 15 Volume Left (vph) 19 20 0 3 9 Volume Right (vph) 3 0 117 27 3 Hadj (s) 0.05 0.21 -0.70 0.21 0.00 Departure Headway (s) 4.7 5.3 4.4 5.2 5.2 Degree Utilization, x 0.34 0.14 0.14 0.17 0.02 Capacity (veh/h) 750 649 783 637 618 Control Delay (s) 10.1 8.0 6.9 9.3 8.3 Approach Delay (s) 10.1 7.4 9.3 8.3 Approach LOS B A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 5: Lakeshore Road East & Ann Street Weekday AM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 46 1563 868 47 3 17 Future Volume (Veh/h) 46 1563 868 47 3 17 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 46 1563 868 47 3 17 Pedestrians 25 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 940 1790 482 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 717 1659 211 tC, single (s) 4.4 6.8 7.1 tC, 2 stage (s) tF (s) 2.3 3.5 3.4 p0 queue free % 94 96 98 cM capacity (veh/h) 716 75 684 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 46 782 782 579 336 3 17 Volume Left 46 0 0 0 0 3 0 Volume Right 0 0 0 0 47 0 17 cSH 716 1700 1700 1700 1700 75 684 Volume to Capacity 0.06 0.46 0.46 0.34 0.20 0.04 0.02 Queue Length 95th (m) 1.6 0.0 0.0 0.0 0.0 1.0 0.6 Control Delay (s) 10.4 0.0 0.0 0.0 0.0 55.3 10.4 Lane LOS B F B Approach Delay (s) 0.3 0.0 17.1 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 13: Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\fbam 2023.syn Synchro 9 Report 02-13-2019 Page 9 Queues Future Background 2023 1: Park Street E & Hurontario Weekday AM Peak Hour - Improved

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 190 27 14 26 9 539 271 530 Future Volume (vph) 190 27 14 26 9 539 271 530 Lane Group Flow (vph) 190 50 14 278 9 570 271 723 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 4 4 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 15.0 8.0 Minimum Split (s) 9.0 38.0 38.0 38.0 33.0 33.0 18.0 33.0 Total Split (s) 23.0 63.0 40.0 40.0 52.0 52.0 25.0 77.0 Total Split (%) 16.4% 45.0% 28.6% 28.6% 37.1% 37.1% 17.9% 55.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s) 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None C-Max C-Max None C-Max v/c Ratio 0.69 0.09 0.07 0.62 0.03 0.38 0.50 0.37 Control Delay 46.2 18.2 44.7 13.9 38.8 34.1 17.0 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 46.2 18.2 44.7 13.9 38.8 34.4 17.0 15.7 Queue Length 50th (m) 37.9 5.1 3.2 6.1 1.5 61.0 38.5 58.1 Queue Length 95th (m) 55.1 14.0 9.7 33.3 8.0 108.0 59.8 78.2 Internal Link Dist (m) 82.5 113.7 100.5 159.8 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 314 698 306 540 322 1513 584 1955 Starvation Cap Reductn 0 0 0 0 0 414 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.07 0.05 0.51 0.03 0.52 0.46 0.37 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 97 (69%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Background 2023 1: Park Street E & Hurontario Weekday AM Peak Hour - Improved

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 190 27 23 14 26 252 9 539 31 271 530 193 Future Volume (vph) 190 27 23 14 26 252 9 539 31 271 530 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.97 1.00 0.95 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.93 1.00 0.86 1.00 0.99 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1747 1712 1705 1473 1778 3314 1739 3227 Flt Permitted 0.19 1.00 0.72 1.00 0.38 1.00 0.36 1.00 Satd. Flow (perm) 349 1712 1300 1473 705 3314 667 3227 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 190 27 23 14 26 252 9 539 31 271 530 193 RTOR Reduction (vph) 0 16 0 0 211 0 0 2 0 0 21 0 Lane Group Flow (vph) 190 34 0 14 67 0 9 568 0 271 702 0 Confl. Peds. (#/hr) 32 44 44 32 15 24 24 15 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 0% 0% 0% 4% 6% 0% 8% 0% 3% 7% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 24 0 0 0 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 42.1 42.1 22.7 22.7 63.8 63.8 83.9 83.9 Effective Green, g (s) 42.1 42.1 22.7 22.7 63.8 63.8 83.9 83.9 Actuated g/C Ratio 0.30 0.30 0.16 0.16 0.46 0.46 0.60 0.60 Clearance Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 2.0 0.2 Lane Grp Cap (vph) 268 514 210 238 321 1510 530 1933 v/s Ratio Prot c0.08 0.02 0.05 0.17 c0.06 0.22 v/s Ratio Perm c0.13 0.01 0.01 c0.24 v/c Ratio 0.71 0.07 0.07 0.28 0.03 0.38 0.51 0.36 Uniform Delay, d1 39.7 34.9 49.7 51.5 21.0 25.0 14.0 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.32 1.20 1.00 1.00 Incremental Delay, d2 8.3 0.1 0.1 0.6 0.2 0.7 0.3 0.5 Delay (s) 48.0 35.0 49.8 52.1 27.9 30.7 14.3 14.9 Level of Service D C D D C C B B Approach Delay (s) 45.3 52.0 30.6 14.7 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 2 Queues Future Background 2023 2: Hurontario Street & High Street East Weekday AM Peak Hour - Improved

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 55 0 10 4 11 504 16 534 Future Volume (vph) 55 0 10 4 11 504 16 534 Lane Group Flow (vph) 0 73 0 25 11 511 16 555 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 40.0 40.0 40.0 40.0 100.0 100.0 100.0 100.0 Total Split (%) 28.6% 28.6% 28.6% 28.6% 71.4% 71.4% 71.4% 71.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.52 0.17 0.02 0.18 0.02 0.20 Control Delay 54.3 39.5 4.6 3.6 1.0 0.9 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.1 Total Delay 54.3 39.5 4.6 3.9 1.0 1.0 Queue Length 50th (m) 14.3 3.9 0.4 10.4 0.2 3.4 Queue Length 95th (m) 29.1 12.6 m2.4 33.4 m0.6 5.4 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 342 373 700 2842 731 2840 Starvation Cap Reductn 0 0 0 1590 0 1060 Spillback Cap Reductn 1 0 0 162 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.07 0.02 0.41 0.02 0.31 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 55 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Background 2023 2: Hurontario Street & High Street East Weekday AM Peak Hour - Improved

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 0 18 10 4 11 11 504 7 16 534 21 Future Volume (vph) 55 0 18 10 4 11 11 504 7 16 534 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.97 1.00 0.97 1.00 Frt 0.97 0.94 1.00 1.00 1.00 0.99 Flt Protected 0.96 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1714 1725 1754 3336 1755 3334 Flt Permitted 0.76 0.87 0.44 1.00 0.46 1.00 Satd. Flow (perm) 1357 1526 820 3336 856 3334 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 55 0 18 10 4 11 11 504 7 16 534 21 RTOR Reduction (vph) 0 21 0 0 10 0 0 0 0 0 1 0 Lane Group Flow (vph) 0 52 0 0 15 0 11 511 0 16 554 0 Confl. Peds. (#/hr) 9 4 4 9 14 13 13 14 Heavy Vehicles (%) 2% 0% 0% 0% 0% 0% 0% 8% 0% 0% 7% 16% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 10.7 10.7 116.8 116.8 116.8 116.8 Effective Green, g (s) 10.7 10.7 116.8 116.8 116.8 116.8 Actuated g/C Ratio 0.08 0.08 0.83 0.83 0.83 0.83 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 103 116 684 2783 714 2781 v/s Ratio Prot 0.15 c0.17 v/s Ratio Perm c0.04 0.01 0.01 0.02 v/c Ratio 0.50 0.13 0.02 0.18 0.02 0.20 Uniform Delay, d1 62.1 60.3 1.9 2.3 2.0 2.3 Progression Factor 1.00 1.00 1.41 1.28 0.30 0.26 Incremental Delay, d2 3.8 0.5 0.0 0.1 0.1 0.2 Delay (s) 65.9 60.8 2.8 3.0 0.6 0.8 Level of Service E E A A A A Approach Delay (s) 65.9 60.8 3.0 0.8 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 4 Queues Future Background 2023 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour - Improved

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 302 1260 9 40 692 188 15 73 173 59 209 Future Volume (vph) 302 1260 9 40 692 188 15 73 173 59 209 Lane Group Flow (vph) 302 1260 9 40 692 188 15 101 173 59 209 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 20.0 91.0 91.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 14.3% 65.0% 65.0% 50.7% 50.7% 50.7% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.56 0.50 0.01 0.16 0.33 0.21 0.06 0.29 0.75 0.17 0.49 Control Delay 11.0 10.3 0.0 18.2 15.8 6.8 43.2 41.9 58.0 33.8 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 Total Delay 11.0 10.3 0.0 18.2 15.8 6.8 43.2 41.9 58.1 33.8 5.9 Queue Length 50th (m) 24.7 76.0 0.0 4.9 50.0 8.1 3.6 22.0 30.7 8.5 0.0 Queue Length 95th (m) 47.6 118.1 0.0 14.9 79.5 25.1 9.5 36.4 31.5 13.7 4.7 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 564 2522 1068 246 2091 879 370 552 369 558 555 Starvation Cap Reductn 0 0 0 0 0 0 0 0 7 0 37 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.50 0.01 0.16 0.33 0.21 0.04 0.18 0.48 0.11 0.40 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 11 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Background 2023 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour - Improved

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 302 1260 9 40 692 188 15 73 28 173 59 209 Future Volume (vph) 302 1260 9 40 692 188 15 73 28 173 59 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 0.99 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1651 3505 1472 1765 3471 1382 1634 1811 1691 1863 1364 Flt Permitted 0.34 1.00 1.00 0.22 1.00 1.00 0.72 1.00 0.69 1.00 1.00 Satd. Flow (perm) 589 3505 1472 408 3471 1382 1236 1811 1232 1863 1364 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 302 1260 9 40 692 188 15 73 28 173 59 209 RTOR Reduction (vph) 0 0 3 0 0 47 0 11 0 0 0 170 Lane Group Flow (vph) 302 1260 6 40 692 141 15 90 0 173 59 39 Confl. Peds. (#/hr) 27 8 8 27 31 7 7 31 Heavy Vehicles (%) 9% 3% 0% 2% 4% 12% 7% 0% 0% 6% 2% 13% Bus Blockages (#/hr) 0 0 14 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 100.8 100.8 100.8 84.4 84.4 84.4 26.2 26.2 26.2 26.2 26.2 Effective Green, g (s) 100.8 100.8 100.8 84.4 84.4 84.4 26.2 26.2 26.2 26.2 26.2 Actuated g/C Ratio 0.72 0.72 0.72 0.60 0.60 0.60 0.19 0.19 0.19 0.19 0.19 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 525 2523 1059 245 2092 833 231 338 230 348 255 v/s Ratio Prot c0.05 0.36 0.20 0.05 0.03 v/s Ratio Perm c0.36 0.00 0.10 0.10 0.01 c0.14 0.03 v/c Ratio 0.58 0.50 0.01 0.16 0.33 0.17 0.06 0.27 0.75 0.17 0.15 Uniform Delay, d1 7.5 8.6 5.5 12.2 13.8 12.3 46.8 48.7 53.8 47.8 47.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 0.73 0.33 Incremental Delay, d2 1.5 0.7 0.0 1.4 0.4 0.4 0.2 0.6 13.6 0.3 0.4 Delay (s) 9.0 9.3 5.5 13.7 14.2 12.7 47.0 49.2 52.7 35.1 16.1 Level of Service A A A B B B D D D D B Approach Delay (s) 9.2 13.9 48.9 33.0 Approach LOS A B D C Intersection Summary HCM 2000 Control Delay 15.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 4: Park Street E & Ann Street Weekday AM Peak Hour - Improved

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 19 243 3 20 75 117 3 89 27 9 3 3 Future Volume (vph) 19 243 3 20 75 117 3 89 27 9 3 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 19 243 3 20 75 117 3 89 27 9 3 3 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 265 95 117 119 15 Volume Left (vph) 19 20 0 3 9 Volume Right (vph) 3 0 117 27 3 Hadj (s) 0.05 0.21 -0.70 0.21 0.00 Departure Headway (s) 4.7 5.3 4.4 5.2 5.2 Degree Utilization, x 0.34 0.14 0.14 0.17 0.02 Capacity (veh/h) 750 649 783 637 618 Control Delay (s) 10.1 8.0 6.9 9.3 8.3 Approach Delay (s) 10.1 7.4 9.3 8.3 Approach LOS B A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 5: Lakeshore Road East & Ann Street Weekday AM Peak Hour - Improved

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 46 1563 868 47 3 17 Future Volume (Veh/h) 46 1563 868 47 3 17 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 46 1563 868 47 3 17 Pedestrians 25 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 940 1790 482 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 717 1659 211 tC, single (s) 4.4 6.8 7.1 tC, 2 stage (s) tF (s) 2.3 3.5 3.4 p0 queue free % 94 96 98 cM capacity (veh/h) 716 75 684 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 46 782 782 579 336 3 17 Volume Left 46 0 0 0 0 3 0 Volume Right 0 0 0 0 47 0 17 cSH 716 1700 1700 1700 1700 75 684 Volume to Capacity 0.06 0.46 0.46 0.34 0.20 0.04 0.02 Queue Length 95th (m) 1.6 0.0 0.0 0.0 0.0 1.0 0.6 Control Delay (s) 10.4 0.0 0.0 0.0 0.0 55.3 10.4 Lane LOS B F B Approach Delay (s) 0.3 0.0 17.1 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 13: Ann Street Weekday AM Peak Hour - Improved

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\Improved\fbam 2023 imp.syn Synchro 9 Report 02-13-2019 Page 9 Queues Future Background 2023 1: Park Street E & Hurontario Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 191 39 13 58 19 636 125 612 Future Volume (vph) 191 39 13 58 19 636 125 612 Lane Group Flow (vph) 191 68 13 247 19 665 125 890 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 38.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 Total Split (s) 43.0 43.0 43.0 43.0 57.0 57.0 57.0 57.0 Total Split (%) 43.0% 43.0% 43.0% 43.0% 57.0% 57.0% 57.0% 57.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.80 0.14 0.04 0.45 0.06 0.32 0.29 0.44 Control Delay 57.7 16.3 23.7 10.4 9.6 8.9 14.2 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 57.7 16.3 23.7 10.4 9.6 9.0 14.2 11.4 Queue Length 50th (m) 33.8 5.6 1.9 9.3 1.4 28.5 13.1 48.3 Queue Length 95th (m) 57.7 14.9 6.1 27.7 m4.4 35.8 28.1 68.8 Internal Link Dist (m) 82.5 113.7 100.5 109.7 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 331 651 481 700 317 2075 427 2002 Starvation Cap Reductn 0 0 0 0 0 534 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.10 0.03 0.35 0.06 0.43 0.29 0.44 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 96 (96%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Background 2023 1: Park Street E & Hurontario Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 191 39 29 13 58 189 19 636 29 125 612 278 Future Volume (vph) 191 39 29 13 58 189 19 636 29 125 612 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.98 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.94 1.00 0.89 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1773 1759 1781 1620 1780 3448 1772 3261 Flt Permitted 0.49 1.00 0.71 1.00 0.28 1.00 0.38 1.00 Satd. Flow (perm) 922 1759 1336 1620 529 3448 711 3261 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 191 39 29 13 58 189 19 636 29 125 612 278 RTOR Reduction (vph) 0 21 0 0 136 0 0 3 0 0 42 0 Lane Group Flow (vph) 191 47 0 13 111 0 19 662 0 125 848 0 Confl. Peds. (#/hr) 28 15 15 28 29 12 12 29 Heavy Vehicles (%) 0% 0% 0% 0% 0% 1% 0% 4% 0% 1% 4% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 14 0 0 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 25.9 25.9 25.9 25.9 60.1 60.1 60.1 60.1 Effective Green, g (s) 25.9 25.9 25.9 25.9 60.1 60.1 60.1 60.1 Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.60 0.60 0.60 0.60 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 238 455 346 419 317 2072 427 1959 v/s Ratio Prot 0.03 0.07 0.19 c0.26 v/s Ratio Perm c0.21 0.01 0.04 0.18 v/c Ratio 0.80 0.10 0.04 0.27 0.06 0.32 0.29 0.43 Uniform Delay, d1 34.7 28.2 27.7 29.5 8.3 9.9 9.7 10.8 Progression Factor 1.00 1.00 1.00 1.00 0.80 0.77 1.00 1.00 Incremental Delay, d2 17.5 0.1 0.0 0.3 0.4 0.4 1.7 0.7 Delay (s) 52.1 28.3 27.8 29.8 7.0 8.0 11.4 11.5 Level of Service D C C C A A B B Approach Delay (s) 45.9 29.7 7.9 11.5 Approach LOS D C A B Intersection Summary HCM 2000 Control Delay 16.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 89.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 2 Queues Future Background 2023 2: Hurontario Street & High Street East Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 93 2 6 1 18 590 6 610 Future Volume (vph) 93 2 6 1 18 590 6 610 Lane Group Flow (vph) 0 131 0 15 18 597 6 654 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 32.0 32.0 32.0 32.0 68.0 68.0 68.0 68.0 Total Split (%) 32.0% 32.0% 32.0% 32.0% 68.0% 68.0% 68.0% 68.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.62 0.07 0.03 0.25 0.01 0.26 Control Delay 46.5 23.8 5.2 5.2 1.0 1.0 Queue Delay 0.0 0.0 0.0 0.4 0.0 0.1 Total Delay 46.5 23.8 5.2 5.6 1.0 1.1 Queue Length 50th (m) 22.1 1.3 0.8 17.0 0.1 2.6 Queue Length 95th (m) 38.1 6.6 3.7 32.5 m0.2 4.6 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 367 401 555 2414 585 2519 Starvation Cap Reductn 0 0 0 1241 0 769 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.04 0.03 0.51 0.01 0.37 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Background 2023 2: Hurontario Street & High Street East Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 2 36 6 1 8 18 590 7 6 610 44 Future Volume (vph) 93 2 36 6 1 8 18 590 7 6 610 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 0.98 1.00 Frt 0.96 0.93 1.00 1.00 1.00 0.99 Flt Protected 0.97 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1718 1714 1789 3291 1778 3429 Flt Permitted 0.78 0.89 0.40 1.00 0.43 1.00 Satd. Flow (perm) 1388 1552 756 3291 798 3429 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 93 2 36 6 1 8 18 590 7 6 610 44 RTOR Reduction (vph) 0 15 0 0 7 0 0 1 0 0 4 0 Lane Group Flow (vph) 0 116 0 0 8 0 18 596 0 6 650 0 Confl. Peds. (#/hr) 2 1 1 2 7 11 11 7 Heavy Vehicles (%) 2% 0% 3% 0% 0% 0% 0% 4% 0% 0% 4% 3% Parking (#/hr) 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 14.1 14.1 73.4 73.4 73.4 73.4 Effective Green, g (s) 14.1 14.1 73.4 73.4 73.4 73.4 Actuated g/C Ratio 0.14 0.14 0.73 0.73 0.73 0.73 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 195 218 554 2415 585 2516 v/s Ratio Prot 0.18 c0.19 v/s Ratio Perm c0.08 0.01 0.02 0.01 v/c Ratio 0.59 0.04 0.03 0.25 0.01 0.26 Uniform Delay, d1 40.3 37.1 3.6 4.3 3.6 4.4 Progression Factor 1.00 1.00 1.00 1.00 0.18 0.16 Incremental Delay, d2 4.8 0.1 0.1 0.2 0.0 0.2 Delay (s) 45.0 37.2 3.7 4.6 0.7 0.9 Level of Service D D A A A A Approach Delay (s) 45.0 37.2 4.5 0.9 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 4 Queues Future Background 2023 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 232 661 12 28 1206 224 10 106 237 87 302 Future Volume (vph) 232 661 12 28 1206 224 10 106 237 87 302 Lane Group Flow (vph) 232 661 12 28 1206 224 10 154 237 87 302 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 14.0 72.0 72.0 58.0 58.0 58.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 11.7% 60.0% 60.0% 48.3% 48.3% 48.3% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.81 0.29 0.01 0.07 0.65 0.27 0.03 0.34 0.80 0.19 0.59 Control Delay 36.8 11.0 0.0 18.1 24.2 11.7 29.4 31.7 60.9 33.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.2 Total Delay 36.8 11.0 0.0 18.1 24.2 11.7 29.4 31.7 61.2 33.8 16.6 Queue Length 50th (m) 20.5 35.3 0.0 3.3 109.6 16.9 1.9 26.8 55.2 17.0 19.1 Queue Length 95th (m) #73.6 58.4 0.3 10.3 161.5 39.6 5.7 40.6 76.7 27.3 43.5 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 285 2269 900 392 1856 826 435 615 404 630 617 Starvation Cap Reductn 0 0 0 0 0 0 0 0 17 0 48 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.29 0.01 0.07 0.65 0.27 0.02 0.25 0.61 0.14 0.53 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 70 (58%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Background 2023 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 232 661 12 28 1206 224 10 106 48 237 87 302 Future Volume (vph) 232 661 12 28 1206 224 10 106 48 237 87 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.95 1.00 0.99 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1655 3539 1384 1779 3539 1495 1729 1763 1791 1845 1408 Flt Permitted 0.13 1.00 1.00 0.40 1.00 1.00 0.70 1.00 0.63 1.00 1.00 Satd. Flow (perm) 233 3539 1384 750 3539 1495 1275 1763 1185 1845 1408 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 232 661 12 28 1206 224 10 106 48 237 87 302 RTOR Reduction (vph) 0 0 4 0 0 42 0 16 0 0 0 155 Lane Group Flow (vph) 232 661 8 28 1206 182 10 138 0 237 87 147 Confl. Peds. (#/hr) 37 23 23 37 50 10 10 50 Heavy Vehicles (%) 9% 2% 8% 0% 2% 3% 0% 3% 0% 0% 3% 8% Bus Blockages (#/hr) 0 0 5 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 76.9 76.9 76.9 62.9 62.9 62.9 30.1 30.1 30.1 30.1 30.1 Effective Green, g (s) 76.9 76.9 76.9 62.9 62.9 62.9 30.1 30.1 30.1 30.1 30.1 Actuated g/C Ratio 0.64 0.64 0.64 0.52 0.52 0.52 0.25 0.25 0.25 0.25 0.25 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 279 2267 886 393 1855 783 319 442 297 462 353 v/s Ratio Prot c0.08 0.19 0.34 0.08 0.05 v/s Ratio Perm c0.46 0.01 0.04 0.12 0.01 c0.20 0.10 v/c Ratio 0.83 0.29 0.01 0.07 0.65 0.23 0.03 0.31 0.80 0.19 0.42 Uniform Delay, d1 16.7 9.5 7.8 14.1 20.6 15.5 33.9 36.5 42.1 35.3 37.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.6 0.3 0.0 0.4 1.8 0.7 0.1 0.6 14.6 0.3 1.1 Delay (s) 35.3 9.8 7.8 14.5 22.4 16.2 34.0 37.1 56.7 35.6 38.7 Level of Service D A A B C B C D E D D Approach Delay (s) 16.3 21.3 36.9 45.1 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 25.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 4: Park Street E & Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 18 189 2 25 220 94 5 59 26 57 26 4 Future Volume (vph) 18 189 2 25 220 94 5 59 26 57 26 4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 18 189 2 25 220 94 5 59 26 57 26 4 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 209 245 94 90 87 Volume Left (vph) 18 25 0 5 57 Volume Right (vph) 2 0 94 26 4 Hadj (s) 0.01 0.08 -0.70 0.27 0.10 Departure Headway (s) 4.9 5.3 4.5 5.6 5.5 Degree Utilization, x 0.29 0.36 0.12 0.14 0.13 Capacity (veh/h) 690 654 763 583 594 Control Delay (s) 9.9 10.1 6.9 9.5 9.3 Approach Delay (s) 9.9 9.2 9.5 9.3 Approach LOS A A A A Intersection Summary Delay 9.4 Level of Service A Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 5: Lakeshore Road East & Ann Street Weekday PM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 53 893 1469 46 7 18 Future Volume (Veh/h) 53 893 1469 46 7 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 53 893 1469 46 7 18 Pedestrians 23 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.75 0.75 0.75 vC, conflicting volume 1538 2068 780 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1052 1757 42 tC, single (s) 4.3 7.1 6.9 tC, 2 stage (s) tF (s) 2.3 3.7 3.3 p0 queue free % 88 83 98 cM capacity (veh/h) 446 42 755 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 53 446 446 979 536 7 18 Volume Left 53 0 0 0 0 7 0 Volume Right 0 0 0 0 46 0 18 cSH 446 1700 1700 1700 1700 42 755 Volume to Capacity 0.12 0.26 0.26 0.58 0.32 0.17 0.02 Queue Length 95th (m) 3.2 0.0 0.0 0.0 0.0 4.3 0.6 Control Delay (s) 14.1 0.0 0.0 0.0 0.0 107.4 9.9 Lane LOS B F A Approach Delay (s) 0.8 0.0 37.2 Approach LOS E Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Background 2023 13: Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\fbpm 2023.syn Synchro 9 Report 02-13-2019 Page 9 Queues Future Background 2031 1: Park Street E & Hurontario Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 293 27 14 26 76 726 271 720 Future Volume (vph) 293 27 14 26 76 726 271 720 Lane Group Flow (vph) 293 74 14 278 76 757 271 1123 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 4 4 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 15.0 8.0 Minimum Split (s) 9.0 38.0 38.0 38.0 33.0 33.0 18.0 33.0 Total Split (s) 23.0 63.0 40.0 40.0 52.0 52.0 25.0 77.0 Total Split (%) 16.4% 45.0% 28.6% 28.6% 37.1% 37.1% 17.9% 55.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s) 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None C-Max C-Max None C-Max v/c Ratio 0.95 0.13 0.07 0.63 0.37 0.52 0.60 0.59 Control Delay 76.8 12.9 45.1 14.3 45.9 38.4 20.7 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Total Delay 76.8 12.9 45.1 14.3 45.9 38.9 20.7 19.9 Queue Length 50th (m) 59.4 4.9 3.2 6.1 18.6 113.2 41.3 112.5 Queue Length 95th (m) #110.6 15.7 9.7 33.3 40.9 140.2 59.8 137.5 Internal Link Dist (m) 82.5 113.7 100.5 159.8 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 312 685 300 540 204 1453 490 1895 Starvation Cap Reductn 0 0 0 0 0 287 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.11 0.05 0.51 0.37 0.65 0.55 0.59 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 97 (69%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Background 2031 1: Park Street E & Hurontario Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 293 27 47 14 26 252 76 726 31 271 720 403 Future Volume (vph) 293 27 47 14 26 252 76 726 31 271 720 403 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.96 1.00 0.95 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.95 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.90 1.00 0.86 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1642 1708 1473 1790 3321 1747 3177 Flt Permitted 0.17 1.00 0.71 1.00 0.25 1.00 0.26 1.00 Satd. Flow (perm) 315 1642 1274 1473 468 3321 479 3177 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 293 27 47 14 26 252 76 726 31 271 720 403 RTOR Reduction (vph) 0 32 0 0 213 0 0 2 0 0 46 0 Lane Group Flow (vph) 293 42 0 14 65 0 76 755 0 271 1077 0 Confl. Peds. (#/hr) 32 44 44 32 15 24 24 15 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 0% 0% 0% 4% 6% 0% 8% 0% 3% 7% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 24 0 0 0 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 44.4 44.4 21.8 21.8 61.3 61.3 81.6 81.6 Effective Green, g (s) 44.4 44.4 21.8 21.8 61.3 61.3 81.6 81.6 Actuated g/C Ratio 0.32 0.32 0.16 0.16 0.44 0.44 0.58 0.58 Clearance Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 2.0 0.2 Lane Grp Cap (vph) 300 520 198 229 204 1454 435 1851 v/s Ratio Prot c0.14 0.03 0.04 0.23 c0.08 0.34 v/s Ratio Perm c0.17 0.01 0.16 c0.29 v/c Ratio 0.98 0.08 0.07 0.28 0.37 0.52 0.62 0.58 Uniform Delay, d1 40.7 33.5 50.5 52.2 26.4 28.6 16.4 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.20 1.18 1.00 1.00 Incremental Delay, d2 45.1 0.1 0.2 0.7 5.0 1.3 2.0 1.3 Delay (s) 85.9 33.6 50.6 52.9 36.8 35.0 18.4 19.8 Level of Service F C D D D C B B Approach Delay (s) 75.3 52.8 35.1 19.5 Approach LOS E D D B Intersection Summary HCM 2000 Control Delay 34.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 100.7% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 2 Queues Future Background 2031 2: Hurontario Street & High Street East Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 69 0 10 4 19 743 16 740 Future Volume (vph) 69 0 10 4 19 743 16 740 Lane Group Flow (vph) 0 88 0 25 19 750 16 770 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 40.0 40.0 40.0 40.0 100.0 100.0 100.0 100.0 Total Split (%) 28.6% 28.6% 28.6% 28.6% 71.4% 71.4% 71.4% 71.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.59 0.16 0.04 0.28 0.03 0.28 Control Delay 59.5 38.5 5.8 5.4 1.2 1.2 Queue Delay 0.0 0.0 0.0 0.5 0.0 0.2 Total Delay 59.5 38.5 5.8 5.9 1.2 1.4 Queue Length 50th (m) 18.5 3.8 1.0 25.2 0.2 5.6 Queue Length 95th (m) 34.9 12.6 m3.9 m61.2 m0.6 9.3 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 340 378 541 2723 553 2718 Starvation Cap Reductn 0 0 0 1443 0 1004 Spillback Cap Reductn 3 1 0 574 0 1 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.07 0.04 0.59 0.03 0.45 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 55 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Background 2031 2: Hurontario Street & High Street East Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 69 0 19 10 4 11 19 743 7 16 740 30 Future Volume (vph) 69 0 19 10 4 11 19 743 7 16 740 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.98 1.00 0.98 1.00 Frt 0.97 0.94 1.00 1.00 1.00 0.99 Flt Protected 0.96 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1718 1726 1769 3338 1770 3333 Flt Permitted 0.76 0.88 0.36 1.00 0.36 1.00 Satd. Flow (perm) 1349 1547 661 3338 676 3333 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 69 0 19 10 4 11 19 743 7 16 740 30 RTOR Reduction (vph) 0 21 0 0 10 0 0 0 0 0 1 0 Lane Group Flow (vph) 0 67 0 0 15 0 19 750 0 16 769 0 Confl. Peds. (#/hr) 9 4 4 9 14 13 13 14 Heavy Vehicles (%) 2% 0% 0% 0% 0% 0% 0% 8% 0% 0% 7% 16% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 13.3 13.3 114.2 114.2 114.2 114.2 Effective Green, g (s) 13.3 13.3 114.2 114.2 114.2 114.2 Actuated g/C Ratio 0.10 0.10 0.82 0.82 0.82 0.82 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 128 146 539 2722 551 2718 v/s Ratio Prot 0.22 c0.23 v/s Ratio Perm c0.05 0.01 0.03 0.02 v/c Ratio 0.52 0.10 0.04 0.28 0.03 0.28 Uniform Delay, d1 60.3 57.9 2.4 3.1 2.4 3.1 Progression Factor 1.00 1.00 1.67 1.51 0.34 0.28 Incremental Delay, d2 3.8 0.3 0.1 0.2 0.1 0.2 Delay (s) 64.2 58.2 4.2 4.8 0.9 1.1 Level of Service E E A A A A Approach Delay (s) 64.2 58.2 4.8 1.1 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 4 Queues Future Background 2031 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 429 1294 9 50 755 236 15 146 198 137 262 Future Volume (vph) 429 1294 9 50 755 236 15 146 198 137 262 Lane Group Flow (vph) 429 1294 9 50 755 236 15 183 198 137 262 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 20.0 91.0 91.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 14.3% 65.0% 65.0% 50.7% 50.7% 50.7% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.88 0.55 0.01 0.24 0.41 0.30 0.06 0.42 0.88 0.32 0.50 Control Delay 32.2 13.9 0.0 24.8 21.7 9.6 38.1 44.7 75.3 36.7 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.3 Total Delay 32.2 13.9 0.0 24.8 21.7 9.6 38.1 44.7 75.4 36.7 7.2 Queue Length 50th (m) 48.7 97.8 0.0 7.8 68.5 14.6 3.4 42.9 35.4 20.5 0.0 Queue Length 95th (m) #117.1 139.3 0.0 20.1 96.1 36.3 9.0 61.3 64.5 29.4 13.6 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 490 2362 1002 205 1843 797 327 557 289 558 592 Starvation Cap Reductn 0 0 0 0 0 0 0 0 1 0 73 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.55 0.01 0.24 0.41 0.30 0.05 0.33 0.69 0.25 0.50 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 11 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Background 2031 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 429 1294 9 50 755 236 15 146 37 198 137 262 Future Volume (vph) 429 1294 9 50 755 236 15 146 37 198 137 262 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1652 3505 1472 1765 3471 1382 1640 1835 1693 1863 1364 Flt Permitted 0.29 1.00 1.00 0.21 1.00 1.00 0.63 1.00 0.54 1.00 1.00 Satd. Flow (perm) 507 3505 1472 387 3471 1382 1090 1835 963 1863 1364 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 429 1294 9 50 755 236 15 146 37 198 137 262 RTOR Reduction (vph) 0 0 3 0 0 64 0 7 0 0 0 201 Lane Group Flow (vph) 429 1294 6 50 755 172 15 176 0 198 137 61 Confl. Peds. (#/hr) 27 8 8 27 31 7 7 31 Heavy Vehicles (%) 9% 3% 0% 2% 4% 12% 7% 0% 0% 6% 2% 13% Bus Blockages (#/hr) 0 0 14 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 94.4 94.4 94.4 74.4 74.4 74.4 32.6 32.6 32.6 32.6 32.6 Effective Green, g (s) 94.4 94.4 94.4 74.4 74.4 74.4 32.6 32.6 32.6 32.6 32.6 Actuated g/C Ratio 0.67 0.67 0.67 0.53 0.53 0.53 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 480 2363 992 205 1844 734 253 427 224 433 317 v/s Ratio Prot c0.11 0.37 0.22 0.10 0.07 v/s Ratio Perm c0.49 0.00 0.13 0.12 0.01 c0.21 0.04 v/c Ratio 0.89 0.55 0.01 0.24 0.41 0.23 0.06 0.41 0.88 0.32 0.19 Uniform Delay, d1 12.7 11.8 7.5 17.7 19.6 17.6 41.8 45.6 51.9 44.5 43.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.82 0.81 Incremental Delay, d2 18.7 0.9 0.0 2.8 0.7 0.8 0.1 0.9 31.1 0.6 0.4 Delay (s) 31.4 12.7 7.5 20.5 20.3 18.3 41.9 46.5 72.0 36.9 35.5 Level of Service C B A C C B D D E D D Approach Delay (s) 17.3 19.9 46.1 47.9 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 105.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Background 2031 4: Park Street E & Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 27 269 3 28 113 254 3 218 24 83 26 4 Future Volume (vph) 27 269 3 28 113 254 3 218 24 83 26 4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 27 269 3 28 113 254 3 218 24 83 26 4 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 299 141 254 245 113 Volume Left (vph) 27 28 0 3 83 Volume Right (vph) 3 0 254 24 4 Hadj (s) 0.06 0.21 -0.70 0.35 0.13 Departure Headway (s) 5.9 6.4 5.4 6.3 6.4 Degree Utilization, x 0.49 0.25 0.38 0.43 0.20 Capacity (veh/h) 578 534 624 522 475 Control Delay (s) 14.3 10.3 10.6 14.0 11.1 Approach Delay (s) 14.3 10.5 14.0 11.1 Approach LOS B B B B Intersection Summary Delay 12.4 Level of Service B Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Background 2031 5: Lakeshore Road East & Ann Street Weekday AM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 98 1725 941 89 2 43 Future Volume (Veh/h) 98 1725 941 89 2 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 98 1725 941 89 2 43 Pedestrians 25 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1055 2069 540 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 766 1931 175 tC, single (s) 4.4 6.8 7.1 tC, 2 stage (s) tF (s) 2.3 3.5 3.4 p0 queue free % 85 95 94 cM capacity (veh/h) 660 43 696 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 98 862 862 627 403 2 43 Volume Left 98 0 0 0 0 2 0 Volume Right 0 0 0 0 89 0 43 cSH 660 1700 1700 1700 1700 43 696 Volume to Capacity 0.15 0.51 0.51 0.37 0.24 0.05 0.06 Queue Length 95th (m) 4.2 0.0 0.0 0.0 0.0 1.1 1.6 Control Delay (s) 11.4 0.0 0.0 0.0 0.0 92.5 10.5 Lane LOS B F B Approach Delay (s) 0.6 0.0 14.2 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Background 2031 13: Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\fbam 2031.syn Synchro 9 Report 02-20-2019 Page 9 Queues Future Background 2031 1: Park Street E & Hurontario Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 358 39 13 58 48 814 125 837 Future Volume (vph) 358 39 13 58 48 814 125 837 Lane Group Flow (vph) 358 116 13 247 48 843 125 1226 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 38.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 Total Split (s) 43.0 43.0 43.0 43.0 57.0 57.0 57.0 57.0 Total Split (%) 43.0% 43.0% 43.0% 43.0% 57.0% 57.0% 57.0% 57.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.97 0.18 0.03 0.38 0.38 0.49 0.49 0.73 Control Delay 74.2 9.5 21.1 13.7 21.1 13.5 24.7 20.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 74.2 9.5 21.1 13.7 21.1 13.8 24.7 20.7 Queue Length 50th (m) 70.8 5.2 1.7 17.9 3.8 35.1 16.2 91.0 Queue Length 95th (m) #130.6 17.1 5.9 38.3 8.4 42.5 35.5 117.6 Internal Link Dist (m) 82.5 113.7 100.5 109.7 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 370 654 460 659 127 1736 256 1688 Starvation Cap Reductn 0 0 0 0 0 334 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.18 0.03 0.37 0.38 0.60 0.49 0.73 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 96 (96%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Background 2031 1: Park Street E & Hurontario Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 358 39 77 13 58 189 48 814 29 125 837 389 Future Volume (vph) 358 39 77 13 58 189 48 814 29 125 837 389 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.98 Flpb, ped/bikes 0.98 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.90 1.00 0.89 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1772 1681 1783 1620 1794 3453 1777 3257 Flt Permitted 0.55 1.00 0.68 1.00 0.13 1.00 0.27 1.00 Satd. Flow (perm) 1028 1681 1280 1620 253 3453 510 3257 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 358 39 77 13 58 189 48 814 29 125 837 389 RTOR Reduction (vph) 0 49 0 0 76 0 0 2 0 0 54 0 Lane Group Flow (vph) 358 67 0 13 171 0 48 841 0 125 1172 0 Confl. Peds. (#/hr) 28 15 15 28 29 12 12 29 Heavy Vehicles (%) 0% 0% 0% 0% 0% 1% 0% 4% 0% 1% 4% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 14 0 0 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 35.8 35.8 35.8 35.8 50.2 50.2 50.2 50.2 Effective Green, g (s) 35.8 35.8 35.8 35.8 50.2 50.2 50.2 50.2 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.50 0.50 0.50 0.50 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 368 601 458 579 127 1733 256 1635 v/s Ratio Prot 0.04 0.11 0.24 c0.36 v/s Ratio Perm c0.35 0.01 0.19 0.24 v/c Ratio 0.97 0.11 0.03 0.29 0.38 0.49 0.49 0.72 Uniform Delay, d1 31.6 21.5 20.8 23.0 15.3 16.4 16.4 19.4 Progression Factor 1.00 1.00 1.00 1.00 0.72 0.76 1.00 1.00 Incremental Delay, d2 39.4 0.1 0.0 0.3 8.0 0.9 6.5 2.7 Delay (s) 71.1 21.5 20.8 23.3 19.1 13.4 23.0 22.1 Level of Service E C C C B B C C Approach Delay (s) 58.9 23.2 13.7 22.2 Approach LOS E C B C Intersection Summary HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 108.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 2 Queues Future Background 2031 2: Hurontario Street & High Street East Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 102 2 6 1 21 787 6 871 Future Volume (vph) 102 2 6 1 21 787 6 871 Lane Group Flow (vph) 0 142 0 15 21 794 6 928 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 32.0 32.0 32.0 32.0 68.0 68.0 68.0 68.0 Total Split (%) 32.0% 32.0% 32.0% 32.0% 68.0% 68.0% 68.0% 68.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.65 0.06 0.05 0.33 0.01 0.37 Control Delay 48.2 23.5 5.6 5.8 1.2 1.1 Queue Delay 0.0 0.0 0.0 0.6 0.0 0.2 Total Delay 48.2 23.5 5.6 6.4 1.2 1.4 Queue Length 50th (m) 24.2 1.3 1.0 25.5 0.1 4.1 Queue Length 95th (m) 41.3 6.6 4.2 45.3 m0.2 8.0 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 366 402 401 2401 467 2505 Starvation Cap Reductn 0 0 0 1133 0 739 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.04 0.05 0.63 0.01 0.53 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Background 2031 2: Hurontario Street & High Street East Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 102 2 38 6 1 8 21 787 7 6 871 57 Future Volume (vph) 102 2 38 6 1 8 21 787 7 6 871 57 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 0.99 1.00 Frt 0.96 0.93 1.00 1.00 1.00 0.99 Flt Protected 0.97 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1720 1714 1796 3293 1786 3432 Flt Permitted 0.78 0.89 0.29 1.00 0.34 1.00 Satd. Flow (perm) 1386 1556 549 3293 641 3432 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 102 2 38 6 1 8 21 787 7 6 871 57 RTOR Reduction (vph) 0 15 0 0 7 0 0 1 0 0 4 0 Lane Group Flow (vph) 0 127 0 0 8 0 21 793 0 6 924 0 Confl. Peds. (#/hr) 2 1 1 2 7 11 11 7 Heavy Vehicles (%) 2% 0% 3% 0% 0% 0% 0% 4% 0% 0% 4% 3% Parking (#/hr) 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 14.6 14.6 72.9 72.9 72.9 72.9 Effective Green, g (s) 14.6 14.6 72.9 72.9 72.9 72.9 Actuated g/C Ratio 0.15 0.15 0.73 0.73 0.73 0.73 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 202 227 400 2400 467 2501 v/s Ratio Prot 0.24 c0.27 v/s Ratio Perm c0.09 0.01 0.04 0.01 v/c Ratio 0.63 0.04 0.05 0.33 0.01 0.37 Uniform Delay, d1 40.1 36.7 3.8 4.8 3.7 5.0 Progression Factor 1.00 1.00 1.00 1.00 0.21 0.15 Incremental Delay, d2 6.0 0.1 0.2 0.4 0.0 0.3 Delay (s) 46.1 36.7 4.1 5.2 0.8 1.1 Level of Service D D A A A A Approach Delay (s) 46.1 36.7 5.2 1.1 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 6.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 4 Queues Future Background 2031 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 346 694 12 38 1239 242 10 157 286 203 362 Future Volume (vph) 346 694 12 38 1239 242 10 157 286 203 362 Lane Group Flow (vph) 346 694 12 38 1239 242 10 210 286 203 362 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 14.0 72.0 72.0 58.0 58.0 58.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 11.7% 60.0% 60.0% 48.3% 48.3% 48.3% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 1.42 0.33 0.01 0.11 0.74 0.32 0.03 0.38 0.90 0.36 0.64 Control Delay 237.6 13.9 0.0 21.1 30.2 14.1 27.0 31.6 70.6 33.7 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.2 1.2 Total Delay 237.6 13.9 0.0 21.1 30.2 14.1 27.0 31.6 71.9 34.9 20.8 Queue Length 50th (m) ~94.9 47.1 0.0 5.4 135.4 22.6 1.7 36.3 64.9 37.7 31.2 Queue Length 95th (m) #157.3 61.6 0.3 13.3 168.1 43.3 5.7 57.0 #110.8 57.7 63.6 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 243 2083 829 343 1670 754 355 617 358 630 616 Starvation Cap Reductn 0 0 0 0 0 0 0 0 13 249 100 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.42 0.33 0.01 0.11 0.74 0.32 0.03 0.34 0.83 0.53 0.70 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 70 (58%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Background 2031 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 346 694 12 38 1239 242 10 157 53 286 203 362 Future Volume (vph) 346 694 12 38 1239 242 10 157 53 286 203 362 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.95 1.00 0.99 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 3539 1384 1780 3539 1495 1744 1778 1793 1845 1408 Flt Permitted 0.10 1.00 1.00 0.39 1.00 1.00 0.57 1.00 0.56 1.00 1.00 Satd. Flow (perm) 176 3539 1384 727 3539 1495 1041 1778 1050 1845 1408 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 346 694 12 38 1239 242 10 157 53 286 203 362 RTOR Reduction (vph) 0 0 5 0 0 49 0 10 0 0 0 143 Lane Group Flow (vph) 346 694 7 38 1239 193 10 200 0 286 203 219 Confl. Peds. (#/hr) 37 23 23 37 50 10 10 50 Heavy Vehicles (%) 9% 2% 8% 0% 2% 3% 0% 3% 0% 0% 3% 8% Bus Blockages (#/hr) 0 0 5 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 70.7 70.7 70.7 56.7 56.7 56.7 36.3 36.3 36.3 36.3 36.3 Effective Green, g (s) 70.7 70.7 70.7 56.7 56.7 56.7 36.3 36.3 36.3 36.3 36.3 Actuated g/C Ratio 0.59 0.59 0.59 0.47 0.47 0.47 0.30 0.30 0.30 0.30 0.30 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 239 2085 815 343 1672 706 314 537 317 558 425 v/s Ratio Prot c0.13 0.20 0.35 0.11 0.11 v/s Ratio Perm c0.72 0.01 0.05 0.13 0.01 c0.27 0.16 v/c Ratio 1.45 0.33 0.01 0.11 0.74 0.27 0.03 0.37 0.90 0.36 0.52 Uniform Delay, d1 29.5 12.6 10.2 17.6 25.7 19.2 29.5 32.9 40.1 32.8 34.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 223.4 0.4 0.0 0.7 3.0 1.0 0.1 0.6 27.7 0.6 1.4 Delay (s) 252.9 13.0 10.2 18.3 28.7 20.1 29.5 33.5 67.8 33.4 36.0 Level of Service F B B B C C C C E C D Approach Delay (s) 91.9 27.1 33.3 46.1 Approach LOS F C C D Intersection Summary HCM 2000 Control Delay 50.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.29 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 107.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Background 2031 4: Park Street E & Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 29 246 2 24 241 97 5 79 25 243 72 9 Future Volume (vph) 29 246 2 24 241 97 5 79 25 243 72 9 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 29 246 2 24 241 97 5 79 25 243 72 9 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 277 265 97 109 324 Volume Left (vph) 29 24 0 5 243 Volume Right (vph) 2 0 97 25 9 Hadj (s) 0.02 0.08 -0.70 0.35 0.13 Departure Headway (s) 6.1 6.5 5.7 6.9 6.1 Degree Utilization, x 0.47 0.48 0.15 0.21 0.55 Capacity (veh/h) 548 525 591 449 551 Control Delay (s) 14.5 14.1 8.5 11.7 16.4 Approach Delay (s) 14.5 12.6 11.7 16.4 Approach LOS B B B C Intersection Summary Delay 14.2 Level of Service B Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Background 2031 5: Lakeshore Road East & Ann Street Weekday PM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 61 1039 1559 49 10 66 Future Volume (Veh/h) 61 1039 1559 49 10 66 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 61 1039 1559 49 10 66 Pedestrians 23 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.71 0.71 0.71 vC, conflicting volume 1631 2248 827 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1077 1944 0 tC, single (s) 4.3 7.1 6.9 tC, 2 stage (s) tF (s) 2.3 3.7 3.3 p0 queue free % 85 65 91 cM capacity (veh/h) 414 28 762 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 61 520 520 1039 569 10 66 Volume Left 61 0 0 0 0 10 0 Volume Right 0 0 0 0 49 0 66 cSH 414 1700 1700 1700 1700 28 762 Volume to Capacity 0.15 0.31 0.31 0.61 0.33 0.35 0.09 Queue Length 95th (m) 4.1 0.0 0.0 0.0 0.0 8.8 2.3 Control Delay (s) 15.2 0.0 0.0 0.0 0.0 189.1 10.2 Lane LOS C F B Approach Delay (s) 0.8 0.0 33.7 Approach LOS D Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Background 2031 13: Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\fbpm 2031.syn Synchro 9 Report 02-20-2019 Page 9

APPENDIX F Intersection Capacity Analysis – Future Total

CANADA | INDIA | AFRICA | MIDDLE EAST Queues Future Total 2023 1: Park Street E & Hurontario Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 240 27 14 26 12 539 271 530 Future Volume (vph) 240 27 14 26 12 539 271 530 Lane Group Flow (vph) 240 55 14 278 12 570 271 735 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 4 4 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 15.0 8.0 Minimum Split (s) 9.0 38.0 38.0 38.0 33.0 33.0 18.0 33.0 Total Split (s) 23.0 63.0 40.0 40.0 52.0 52.0 25.0 77.0 Total Split (%) 16.4% 45.0% 28.6% 28.6% 37.1% 37.1% 17.9% 55.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s) 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None C-Max C-Max None C-Max v/c Ratio 0.81 0.10 0.07 0.63 0.04 0.39 0.50 0.38 Control Delay 54.7 16.3 44.9 14.2 38.7 35.4 17.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 54.7 16.3 44.9 14.2 38.7 35.7 17.8 16.4 Queue Length 50th (m) 47.8 5.0 3.2 6.1 2.1 62.4 40.4 61.8 Queue Length 95th (m) 70.9 14.4 9.7 33.3 9.8 107.9 59.8 79.5 Internal Link Dist (m) 82.5 113.7 100.5 159.8 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 312 694 305 540 309 1472 574 1919 Starvation Cap Reductn 0 0 0 0 0 380 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.08 0.05 0.51 0.04 0.52 0.47 0.38 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 97 (69%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Total 2023 1: Park Street E & Hurontario Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 240 27 28 14 26 252 12 539 31 271 530 205 Future Volume (vph) 240 27 28 14 26 252 12 539 31 271 530 205 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.96 1.00 0.95 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.92 1.00 0.86 1.00 0.99 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1692 1705 1473 1779 3314 1739 3220 Flt Permitted 0.18 1.00 0.72 1.00 0.37 1.00 0.36 1.00 Satd. Flow (perm) 323 1692 1294 1473 697 3314 659 3220 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 240 27 28 14 26 252 12 539 31 271 530 205 RTOR Reduction (vph) 0 19 0 0 212 0 0 2 0 0 24 0 Lane Group Flow (vph) 240 36 0 14 66 0 12 568 0 271 711 0 Confl. Peds. (#/hr) 32 44 44 32 15 24 24 15 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 0% 0% 0% 4% 6% 0% 8% 0% 3% 7% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 24 0 0 0 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 43.6 43.6 22.0 22.0 62.1 62.1 82.4 82.4 Effective Green, g (s) 43.6 43.6 22.0 22.0 62.1 62.1 82.4 82.4 Actuated g/C Ratio 0.31 0.31 0.16 0.16 0.44 0.44 0.59 0.59 Clearance Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 2.0 0.2 Lane Grp Cap (vph) 289 526 203 231 309 1469 521 1895 v/s Ratio Prot c0.11 0.02 0.04 0.17 c0.06 0.22 v/s Ratio Perm c0.15 0.01 0.02 c0.24 v/c Ratio 0.83 0.07 0.07 0.28 0.04 0.39 0.52 0.38 Uniform Delay, d1 39.9 33.9 50.3 52.1 22.1 26.2 14.8 15.2 Progression Factor 1.00 1.00 1.00 1.00 1.29 1.19 1.00 1.00 Incremental Delay, d2 18.0 0.1 0.1 0.7 0.2 0.8 0.4 0.6 Delay (s) 57.9 34.0 50.4 52.7 28.6 32.0 15.2 15.8 Level of Service E C D D C C B B Approach Delay (s) 53.4 52.6 31.9 15.6 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 30.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 92.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 2 Queues Future Total 2023 2: Hurontario Street & High Street East Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 55 0 10 4 11 507 16 539 Future Volume (vph) 55 0 10 4 11 507 16 539 Lane Group Flow (vph) 0 73 0 25 11 514 16 560 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 40.0 40.0 40.0 40.0 100.0 100.0 100.0 100.0 Total Split (%) 28.6% 28.6% 28.6% 28.6% 71.4% 71.4% 71.4% 71.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.52 0.17 0.02 0.18 0.02 0.20 Control Delay 54.3 39.5 4.8 3.8 1.1 0.9 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.1 Total Delay 54.3 39.5 4.8 4.0 1.1 1.0 Queue Length 50th (m) 14.3 3.9 0.4 10.5 0.2 3.7 Queue Length 95th (m) 29.1 12.6 m2.5 34.8 m0.7 6.0 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 342 373 697 2842 728 2840 Starvation Cap Reductn 0 0 0 1592 0 1056 Spillback Cap Reductn 1 0 0 163 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.07 0.02 0.41 0.02 0.31 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 55 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Total 2023 2: Hurontario Street & High Street East Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 0 18 10 4 11 11 507 7 16 539 21 Future Volume (vph) 55 0 18 10 4 11 11 507 7 16 539 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.97 1.00 0.97 1.00 Frt 0.97 0.94 1.00 1.00 1.00 0.99 Flt Protected 0.96 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1714 1725 1754 3336 1755 3334 Flt Permitted 0.76 0.87 0.44 1.00 0.46 1.00 Satd. Flow (perm) 1357 1526 816 3336 854 3334 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 55 0 18 10 4 11 11 507 7 16 539 21 RTOR Reduction (vph) 0 21 0 0 10 0 0 0 0 0 1 0 Lane Group Flow (vph) 0 52 0 0 15 0 11 514 0 16 559 0 Confl. Peds. (#/hr) 9 4 4 9 14 13 13 14 Heavy Vehicles (%) 2% 0% 0% 0% 0% 0% 0% 8% 0% 0% 7% 16% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 10.7 10.7 116.8 116.8 116.8 116.8 Effective Green, g (s) 10.7 10.7 116.8 116.8 116.8 116.8 Actuated g/C Ratio 0.08 0.08 0.83 0.83 0.83 0.83 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 103 116 680 2783 712 2781 v/s Ratio Prot 0.15 c0.17 v/s Ratio Perm c0.04 0.01 0.01 0.02 v/c Ratio 0.50 0.13 0.02 0.18 0.02 0.20 Uniform Delay, d1 62.1 60.3 1.9 2.3 2.0 2.3 Progression Factor 1.00 1.00 1.45 1.33 0.32 0.28 Incremental Delay, d2 3.8 0.5 0.0 0.1 0.1 0.2 Delay (s) 65.9 60.8 2.9 3.2 0.7 0.8 Level of Service E E A A A A Approach Delay (s) 65.9 60.8 3.2 0.8 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.23 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 35.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 4 Queues Future Total 2023 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 304 1262 9 40 693 189 15 73 177 59 210 Future Volume (vph) 304 1262 9 40 693 189 15 73 177 59 210 Lane Group Flow (vph) 304 1262 9 40 693 189 15 101 177 59 210 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 20.0 91.0 91.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 14.3% 65.0% 65.0% 50.7% 50.7% 50.7% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.57 0.50 0.01 0.16 0.33 0.22 0.06 0.28 0.76 0.17 0.49 Control Delay 11.3 10.5 0.0 18.5 16.1 7.0 42.9 41.5 57.5 33.5 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 Total Delay 11.3 10.5 0.0 18.5 16.1 7.0 42.9 41.5 57.6 33.5 5.8 Queue Length 50th (m) 25.2 77.1 0.0 4.9 50.6 8.3 3.6 21.9 25.8 8.6 0.0 Queue Length 95th (m) 48.3 119.6 0.0 15.0 80.3 25.6 9.4 36.3 33.2 13.8 4.5 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 561 2511 1063 243 2077 874 370 552 369 558 556 Starvation Cap Reductn 0 0 0 0 0 0 0 0 7 0 38 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.50 0.01 0.16 0.33 0.22 0.04 0.18 0.49 0.11 0.41 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 11 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Total 2023 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 304 1262 9 40 693 189 15 73 28 177 59 210 Future Volume (vph) 304 1262 9 40 693 189 15 73 28 177 59 210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 0.99 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1651 3505 1472 1765 3471 1382 1634 1811 1691 1863 1364 Flt Permitted 0.34 1.00 1.00 0.22 1.00 1.00 0.72 1.00 0.69 1.00 1.00 Satd. Flow (perm) 587 3505 1472 406 3471 1382 1236 1811 1232 1863 1364 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 304 1262 9 40 693 189 15 73 28 177 59 210 RTOR Reduction (vph) 0 0 3 0 0 47 0 11 0 0 0 170 Lane Group Flow (vph) 304 1262 6 40 693 142 15 90 0 177 59 40 Confl. Peds. (#/hr) 27 8 8 27 31 7 7 31 Heavy Vehicles (%) 9% 3% 0% 2% 4% 12% 7% 0% 0% 6% 2% 13% Bus Blockages (#/hr) 0 0 14 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 100.3 100.3 100.3 83.8 83.8 83.8 26.7 26.7 26.7 26.7 26.7 Effective Green, g (s) 100.3 100.3 100.3 83.8 83.8 83.8 26.7 26.7 26.7 26.7 26.7 Actuated g/C Ratio 0.72 0.72 0.72 0.60 0.60 0.60 0.19 0.19 0.19 0.19 0.19 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 523 2511 1054 243 2077 827 235 345 234 355 260 v/s Ratio Prot c0.06 0.36 0.20 0.05 0.03 v/s Ratio Perm c0.36 0.00 0.10 0.10 0.01 c0.14 0.03 v/c Ratio 0.58 0.50 0.01 0.16 0.33 0.17 0.06 0.26 0.76 0.17 0.15 Uniform Delay, d1 7.7 8.8 5.7 12.5 14.1 12.6 46.4 48.2 53.6 47.3 47.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.72 0.73 0.33 Incremental Delay, d2 1.6 0.7 0.0 1.5 0.4 0.4 0.2 0.5 13.7 0.3 0.4 Delay (s) 9.4 9.5 5.7 14.0 14.5 13.0 46.6 48.8 52.2 34.8 15.8 Level of Service A A A B B B D D D C B Approach Delay (s) 9.5 14.2 48.5 32.7 Approach LOS A B D C Intersection Summary HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 4: Park Street E & Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 19 243 3 20 75 132 3 92 27 63 8 3 Future Volume (vph) 19 243 3 20 75 132 3 92 27 63 8 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 19 243 3 20 75 132 3 92 27 63 8 3 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 265 95 132 122 74 Volume Left (vph) 19 20 0 3 63 Volume Right (vph) 3 0 132 27 3 Hadj (s) 0.05 0.21 -0.70 0.22 0.15 Departure Headway (s) 4.9 5.5 4.6 5.4 5.4 Degree Utilization, x 0.36 0.15 0.17 0.18 0.11 Capacity (veh/h) 700 618 739 610 597 Control Delay (s) 10.6 8.3 7.4 9.6 9.1 Approach Delay (s) 10.6 7.7 9.6 9.1 Approach LOS B A A A Intersection Summary Delay 9.3 Level of Service A Intersection Capacity Utilization 45.3% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 5: Lakeshore Road East & Ann Street Weekday AM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 48 1565 868 48 5 20 Future Volume (Veh/h) 48 1565 868 48 5 20 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 48 1565 868 48 5 20 Pedestrians 25 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.90 0.90 0.90 vC, conflicting volume 941 1796 483 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 716 1664 207 tC, single (s) 4.4 6.8 7.1 tC, 2 stage (s) tF (s) 2.3 3.5 3.4 p0 queue free % 93 93 97 cM capacity (veh/h) 716 74 686 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 48 782 782 579 337 5 20 Volume Left 48 0 0 0 0 5 0 Volume Right 0 0 0 0 48 0 20 cSH 716 1700 1700 1700 1700 74 686 Volume to Capacity 0.07 0.46 0.46 0.34 0.20 0.07 0.03 Queue Length 95th (m) 1.7 0.0 0.0 0.0 0.0 1.7 0.7 Control Delay (s) 10.4 0.0 0.0 0.0 0.0 57.3 10.4 Lane LOS B F B Approach Delay (s) 0.3 0.0 19.8 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 6: Ann Street & Site Access Weekday AM Peak Hour

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 59 18 225 15 0 Future Volume (Veh/h) 0 59 18 225 15 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 59 18 225 15 0 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 276 15 15 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 276 15 15 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 94 99 cM capacity (veh/h) 706 1065 1603 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 59 243 15 Volume Left 0 18 0 Volume Right 59 0 0 cSH 1065 1603 1700 Volume to Capacity 0.06 0.01 0.01 Queue Length 95th (m) 1.4 0.3 0.0 Control Delay (s) 8.6 0.6 0.0 Lane LOS A A Approach Delay (s) 8.6 0.6 0.0 Approach LOS A Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 13: Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftam 2023.syn Synchro 9 Report 03-25-2019 Page 10 Queues Future Total 2023 1: Park Street E & Hurontario Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 210 39 13 58 24 636 125 612 Future Volume (vph) 210 39 13 58 24 636 125 612 Lane Group Flow (vph) 210 70 13 247 24 665 125 932 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 38.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 Total Split (s) 43.0 43.0 43.0 43.0 57.0 57.0 57.0 57.0 Total Split (%) 43.0% 43.0% 43.0% 43.0% 57.0% 57.0% 57.0% 57.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.84 0.14 0.04 0.43 0.08 0.33 0.30 0.47 Control Delay 60.6 15.5 23.1 10.0 10.2 9.2 14.9 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 60.6 15.5 23.1 10.0 10.2 9.4 14.9 11.8 Queue Length 50th (m) 37.9 5.6 1.9 9.3 1.9 28.4 13.2 49.7 Queue Length 95th (m) 62.5 14.8 5.9 26.8 5.5 36.0 29.4 74.4 Internal Link Dist (m) 82.5 113.7 100.5 109.7 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 336 651 479 700 293 2041 419 1970 Starvation Cap Reductn 0 0 0 0 0 522 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.11 0.03 0.35 0.08 0.44 0.30 0.47 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 96 (96%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Total 2023 1: Park Street E & Hurontario Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 210 39 31 13 58 189 24 636 29 125 612 320 Future Volume (vph) 210 39 31 13 58 189 24 636 29 125 612 320 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.97 Flpb, ped/bikes 0.98 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.93 1.00 0.89 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1773 1753 1781 1620 1782 3448 1772 3240 Flt Permitted 0.50 1.00 0.71 1.00 0.26 1.00 0.38 1.00 Satd. Flow (perm) 935 1753 1334 1620 495 3448 708 3240 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 210 39 31 13 58 189 24 636 29 125 612 320 RTOR Reduction (vph) 0 23 0 0 134 0 0 3 0 0 55 0 Lane Group Flow (vph) 210 47 0 13 113 0 24 662 0 125 877 0 Confl. Peds. (#/hr) 28 15 15 28 29 12 12 29 Heavy Vehicles (%) 0% 0% 0% 0% 0% 1% 0% 4% 0% 1% 4% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 14 0 0 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 26.8 26.8 26.8 26.8 59.2 59.2 59.2 59.2 Effective Green, g (s) 26.8 26.8 26.8 26.8 59.2 59.2 59.2 59.2 Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.59 0.59 0.59 0.59 Clearance Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 250 469 357 434 293 2041 419 1918 v/s Ratio Prot 0.03 0.07 0.19 c0.27 v/s Ratio Perm c0.22 0.01 0.05 0.18 v/c Ratio 0.84 0.10 0.04 0.26 0.08 0.32 0.30 0.46 Uniform Delay, d1 34.6 27.5 27.1 28.8 8.7 10.3 10.1 11.4 Progression Factor 1.00 1.00 1.00 1.00 0.81 0.76 1.00 1.00 Incremental Delay, d2 21.2 0.1 0.0 0.3 0.5 0.4 1.8 0.8 Delay (s) 55.8 27.6 27.1 29.1 7.6 8.3 11.9 12.2 Level of Service E C C C A A B B Approach Delay (s) 48.8 29.0 8.3 12.2 Approach LOS D C A B Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 2 Queues Future Total 2023 2: Hurontario Street & High Street East Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 93 2 6 1 18 595 6 612 Future Volume (vph) 93 2 6 1 18 595 6 612 Lane Group Flow (vph) 0 131 0 15 18 602 6 656 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 32.0 32.0 32.0 32.0 68.0 68.0 68.0 68.0 Total Split (%) 32.0% 32.0% 32.0% 32.0% 68.0% 68.0% 68.0% 68.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.62 0.07 0.03 0.25 0.01 0.26 Control Delay 46.5 23.8 5.2 5.2 1.2 1.1 Queue Delay 0.0 0.0 0.0 0.4 0.0 0.1 Total Delay 46.5 23.8 5.2 5.6 1.2 1.2 Queue Length 50th (m) 22.1 1.3 0.8 17.2 0.1 3.1 Queue Length 95th (m) 38.1 6.6 3.7 32.8 m0.2 5.3 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 367 401 554 2414 582 2519 Starvation Cap Reductn 0 0 0 1239 0 789 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.04 0.03 0.51 0.01 0.38 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Total 2023 2: Hurontario Street & High Street East Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 2 36 6 1 8 18 595 7 6 612 44 Future Volume (vph) 93 2 36 6 1 8 18 595 7 6 612 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 0.99 1.00 Frt 0.96 0.93 1.00 1.00 1.00 0.99 Flt Protected 0.97 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1718 1714 1789 3291 1778 3429 Flt Permitted 0.78 0.89 0.40 1.00 0.42 1.00 Satd. Flow (perm) 1388 1552 755 3291 794 3429 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 93 2 36 6 1 8 18 595 7 6 612 44 RTOR Reduction (vph) 0 15 0 0 7 0 0 1 0 0 4 0 Lane Group Flow (vph) 0 116 0 0 8 0 18 601 0 6 652 0 Confl. Peds. (#/hr) 2 1 1 2 7 11 11 7 Heavy Vehicles (%) 2% 0% 3% 0% 0% 0% 0% 4% 0% 0% 4% 3% Parking (#/hr) 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 14.1 14.1 73.4 73.4 73.4 73.4 Effective Green, g (s) 14.1 14.1 73.4 73.4 73.4 73.4 Actuated g/C Ratio 0.14 0.14 0.73 0.73 0.73 0.73 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 195 218 554 2415 582 2516 v/s Ratio Prot 0.18 c0.19 v/s Ratio Perm c0.08 0.01 0.02 0.01 v/c Ratio 0.59 0.04 0.03 0.25 0.01 0.26 Uniform Delay, d1 40.3 37.1 3.6 4.3 3.6 4.4 Progression Factor 1.00 1.00 1.00 1.00 0.23 0.17 Incremental Delay, d2 4.8 0.1 0.1 0.2 0.0 0.2 Delay (s) 45.0 37.2 3.7 4.6 0.8 1.0 Level of Service D D A A A A Approach Delay (s) 45.0 37.2 4.6 1.0 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 4 Queues Future Total 2023 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 235 661 12 28 1208 226 10 106 237 87 303 Future Volume (vph) 235 661 12 28 1208 226 10 106 237 87 303 Lane Group Flow (vph) 235 661 12 28 1208 226 10 154 237 87 303 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 14.0 72.0 72.0 58.0 58.0 58.0 48.0 48.0 48.0 48.0 48.0 Total Split (%) 11.7% 60.0% 60.0% 48.3% 48.3% 48.3% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.83 0.29 0.01 0.07 0.65 0.27 0.03 0.34 0.80 0.19 0.60 Control Delay 38.9 11.0 0.0 18.1 24.2 11.8 29.4 31.7 60.9 33.8 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.2 Total Delay 38.9 11.0 0.0 18.1 24.2 11.8 29.4 31.7 61.2 33.8 16.8 Queue Length 50th (m) 21.5 35.3 0.0 3.3 109.8 17.2 1.9 26.8 55.2 17.0 19.5 Queue Length 95th (m) #76.2 58.4 0.3 10.3 161.9 40.1 5.7 40.6 76.7 27.3 43.9 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 284 2269 900 392 1856 826 435 615 404 630 616 Starvation Cap Reductn 0 0 0 0 0 0 0 0 17 0 47 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.29 0.01 0.07 0.65 0.27 0.02 0.25 0.61 0.14 0.53 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 70 (58%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Total 2023 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 235 661 12 28 1208 226 10 106 48 237 87 303 Future Volume (vph) 235 661 12 28 1208 226 10 106 48 237 87 303 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.95 1.00 0.99 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1655 3539 1384 1779 3539 1495 1729 1763 1791 1845 1408 Flt Permitted 0.13 1.00 1.00 0.40 1.00 1.00 0.70 1.00 0.63 1.00 1.00 Satd. Flow (perm) 232 3539 1384 750 3539 1495 1275 1763 1185 1845 1408 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 235 661 12 28 1208 226 10 106 48 237 87 303 RTOR Reduction (vph) 0 0 4 0 0 42 0 16 0 0 0 154 Lane Group Flow (vph) 235 661 8 28 1208 184 10 138 0 237 87 149 Confl. Peds. (#/hr) 37 23 23 37 50 10 10 50 Heavy Vehicles (%) 9% 2% 8% 0% 2% 3% 0% 3% 0% 0% 3% 8% Bus Blockages (#/hr) 0 0 5 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 76.9 76.9 76.9 62.9 62.9 62.9 30.1 30.1 30.1 30.1 30.1 Effective Green, g (s) 76.9 76.9 76.9 62.9 62.9 62.9 30.1 30.1 30.1 30.1 30.1 Actuated g/C Ratio 0.64 0.64 0.64 0.52 0.52 0.52 0.25 0.25 0.25 0.25 0.25 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 279 2267 886 393 1855 783 319 442 297 462 353 v/s Ratio Prot c0.08 0.19 0.34 0.08 0.05 v/s Ratio Perm c0.46 0.01 0.04 0.12 0.01 c0.20 0.11 v/c Ratio 0.84 0.29 0.01 0.07 0.65 0.23 0.03 0.31 0.80 0.19 0.42 Uniform Delay, d1 17.2 9.5 7.8 14.1 20.6 15.5 33.9 36.5 42.1 35.3 37.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.0 0.3 0.0 0.4 1.8 0.7 0.1 0.6 14.6 0.3 1.1 Delay (s) 37.2 9.8 7.8 14.5 22.4 16.2 34.0 37.1 56.7 35.6 38.8 Level of Service D A A B C B C D E D D Approach Delay (s) 16.9 21.3 36.9 45.1 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 100.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 4: Park Street E & Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 18 189 2 25 220 141 5 65 26 78 31 4 Future Volume (vph) 18 189 2 25 220 141 5 65 26 78 31 4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 18 189 2 25 220 141 5 65 26 78 31 4 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 209 245 141 96 113 Volume Left (vph) 18 25 0 5 78 Volume Right (vph) 2 0 141 26 4 Hadj (s) 0.01 0.08 -0.70 0.30 0.12 Departure Headway (s) 5.1 5.4 4.6 5.8 5.6 Degree Utilization, x 0.30 0.37 0.18 0.15 0.18 Capacity (veh/h) 665 637 742 563 582 Control Delay (s) 10.2 10.4 7.5 9.8 9.8 Approach Delay (s) 10.2 9.3 9.8 9.8 Approach LOS B A A A Intersection Summary Delay 9.7 Level of Service A Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 5: Lakeshore Road East & Ann Street Weekday PM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 57 896 1469 48 7 23 Future Volume (Veh/h) 57 896 1469 48 7 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 57 896 1469 48 7 23 Pedestrians 23 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.75 0.75 0.75 vC, conflicting volume 1540 2078 782 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1053 1770 41 tC, single (s) 4.3 7.1 6.9 tC, 2 stage (s) tF (s) 2.3 3.7 3.3 p0 queue free % 87 83 97 cM capacity (veh/h) 446 41 755 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 57 448 448 979 538 7 23 Volume Left 57 0 0 0 0 7 0 Volume Right 0 0 0 0 48 0 23 cSH 446 1700 1700 1700 1700 41 755 Volume to Capacity 0.13 0.26 0.26 0.58 0.32 0.17 0.03 Queue Length 95th (m) 3.5 0.0 0.0 0.0 0.0 4.4 0.8 Control Delay (s) 14.3 0.0 0.0 0.0 0.0 111.4 9.9 Lane LOS B F A Approach Delay (s) 0.9 0.0 33.6 Approach LOS D Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 6: Ann Street & Site Access Weekday PM Peak Hour

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 26 53 171 87 0 Future Volume (Veh/h) 0 26 53 171 87 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 26 53 171 87 0 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 364 87 87 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 364 87 87 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 96 cM capacity (veh/h) 613 971 1509 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 26 224 87 Volume Left 0 53 0 Volume Right 26 0 0 cSH 971 1509 1700 Volume to Capacity 0.03 0.04 0.05 Queue Length 95th (m) 0.7 0.9 0.0 Control Delay (s) 8.8 2.0 0.0 Lane LOS A A Approach Delay (s) 8.8 2.0 0.0 Approach LOS A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total 2023 13: Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2023\ftpm 2023.syn Synchro 9 Report 03-25-2019 Page 10 Queues Future Total 2031 1: Park Street E & Hurontario Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 339 27 14 26 77 726 271 720 Future Volume (vph) 339 27 14 26 77 726 271 720 Lane Group Flow (vph) 339 79 14 278 77 757 271 1129 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 4 4 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 15.0 8.0 Minimum Split (s) 9.0 38.0 38.0 38.0 33.0 33.0 18.0 33.0 Total Split (s) 32.0 70.0 38.0 38.0 45.0 45.0 25.0 70.0 Total Split (%) 22.9% 50.0% 27.1% 27.1% 32.1% 32.1% 17.9% 50.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s) 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None C-Max C-Max None C-Max v/c Ratio 0.89 0.13 0.07 0.63 0.45 0.59 0.65 0.64 Control Delay 60.6 10.1 45.1 14.3 53.1 43.4 25.8 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Total Delay 60.6 10.1 45.1 14.3 53.1 44.0 25.8 24.7 Queue Length 50th (m) 70.1 4.6 3.2 6.1 20.0 116.9 44.5 122.4 Queue Length 95th (m) 103.9 14.3 9.7 33.3 #45.6 143.0 69.1 159.8 Internal Link Dist (m) 82.5 113.7 100.5 159.8 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 418 763 281 522 173 1289 451 1763 Starvation Cap Reductn 0 0 0 0 0 206 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.10 0.05 0.53 0.45 0.70 0.60 0.64 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 97 (69%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Total 2031 1: Park Street E & Hurontario Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 27 52 14 26 252 77 726 31 271 720 409 Future Volume (vph) 339 27 52 14 26 252 77 726 31 271 720 409 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 0.95 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.90 1.00 0.86 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1748 1633 1709 1473 1791 3321 1748 3175 Flt Permitted 0.17 1.00 0.71 1.00 0.24 1.00 0.23 1.00 Satd. Flow (perm) 315 1633 1269 1473 446 3321 432 3175 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 339 27 52 14 26 252 77 726 31 271 720 409 RTOR Reduction (vph) 0 33 0 0 213 0 0 2 0 0 47 0 Lane Group Flow (vph) 339 46 0 14 65 0 77 755 0 271 1082 0 Confl. Peds. (#/hr) 32 44 44 32 15 24 24 15 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 0% 0% 0% 4% 6% 0% 8% 0% 3% 7% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 24 0 0 0 Turn Type pm+pt NA Perm NA Perm NA pm+pt NA Protected Phases 3 8 4 6 5 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 50.3 50.3 21.8 21.8 54.3 54.3 75.7 75.7 Effective Green, g (s) 50.3 50.3 21.8 21.8 54.3 54.3 75.7 75.7 Actuated g/C Ratio 0.36 0.36 0.16 0.16 0.39 0.39 0.54 0.54 Clearance Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 3.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 2.0 0.2 Lane Grp Cap (vph) 374 586 197 229 172 1288 406 1716 v/s Ratio Prot c0.17 0.03 0.04 0.23 c0.09 0.34 v/s Ratio Perm c0.16 0.01 0.17 c0.27 v/c Ratio 0.91 0.08 0.07 0.28 0.45 0.59 0.67 0.63 Uniform Delay, d1 38.7 29.6 50.5 52.2 31.7 34.0 20.0 22.4 Progression Factor 1.00 1.00 1.00 1.00 1.11 1.11 1.00 1.00 Incremental Delay, d2 24.7 0.1 0.2 0.7 8.0 1.9 3.2 1.8 Delay (s) 63.3 29.6 50.6 52.9 43.2 39.4 23.2 24.2 Level of Service E C D D D D C C Approach Delay (s) 57.0 52.8 39.8 24.0 Approach LOS E D D C Intersection Summary HCM 2000 Control Delay 36.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 2 Queues Future Total 2031 2: Hurontario Street & High Street East Weekday AM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 69 0 10 4 19 745 16 745 Future Volume (vph) 69 0 10 4 19 745 16 745 Lane Group Flow (vph) 0 88 0 25 19 752 16 775 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 40.0 40.0 40.0 40.0 100.0 100.0 100.0 100.0 Total Split (%) 28.6% 28.6% 28.6% 28.6% 71.4% 71.4% 71.4% 71.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.59 0.16 0.04 0.28 0.03 0.29 Control Delay 59.5 38.5 5.8 5.4 1.1 0.9 Queue Delay 0.0 0.0 0.0 0.5 0.0 0.2 Total Delay 59.5 38.5 5.8 6.0 1.1 1.2 Queue Length 50th (m) 18.5 3.8 1.0 25.4 0.2 4.3 Queue Length 95th (m) 34.9 12.6 m3.8 m61.2 m0.4 7.5 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 340 378 538 2723 552 2718 Starvation Cap Reductn 0 0 0 1443 0 1067 Spillback Cap Reductn 4 2 0 621 0 5 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.07 0.04 0.59 0.03 0.47 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 55 (39%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Total 2031 2: Hurontario Street & High Street East Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 69 0 19 10 4 11 19 745 7 16 745 30 Future Volume (vph) 69 0 19 10 4 11 19 745 7 16 745 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.98 1.00 0.98 1.00 Frt 0.97 0.94 1.00 1.00 1.00 0.99 Flt Protected 0.96 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1718 1726 1769 3338 1770 3333 Flt Permitted 0.76 0.88 0.35 1.00 0.36 1.00 Satd. Flow (perm) 1349 1547 658 3338 675 3333 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 69 0 19 10 4 11 19 745 7 16 745 30 RTOR Reduction (vph) 0 21 0 0 10 0 0 0 0 0 1 0 Lane Group Flow (vph) 0 67 0 0 15 0 19 752 0 16 774 0 Confl. Peds. (#/hr) 9 4 4 9 14 13 13 14 Heavy Vehicles (%) 2% 0% 0% 0% 0% 0% 0% 8% 0% 0% 7% 16% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 13.3 13.3 114.2 114.2 114.2 114.2 Effective Green, g (s) 13.3 13.3 114.2 114.2 114.2 114.2 Actuated g/C Ratio 0.10 0.10 0.82 0.82 0.82 0.82 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 128 146 536 2722 550 2718 v/s Ratio Prot 0.23 c0.23 v/s Ratio Perm c0.05 0.01 0.03 0.02 v/c Ratio 0.52 0.10 0.04 0.28 0.03 0.28 Uniform Delay, d1 60.3 57.9 2.4 3.1 2.4 3.1 Progression Factor 1.00 1.00 1.68 1.52 0.28 0.21 Incremental Delay, d2 3.8 0.3 0.1 0.2 0.1 0.2 Delay (s) 64.2 58.2 4.2 4.9 0.8 0.9 Level of Service E E A A A A Approach Delay (s) 64.2 58.2 4.8 0.9 Approach LOS E E A A Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 4 Queues Future Total 2031 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 430 1296 9 50 756 237 15 146 201 137 262 Future Volume (vph) 430 1296 9 50 756 237 15 146 201 137 262 Lane Group Flow (vph) 430 1296 9 50 756 237 15 183 201 137 262 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 20.0 91.0 91.0 71.0 71.0 71.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 14.3% 65.0% 65.0% 50.7% 50.7% 50.7% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.88 0.55 0.01 0.25 0.41 0.30 0.06 0.42 0.89 0.31 0.50 Control Delay 33.1 14.1 0.0 25.0 21.9 9.7 37.9 44.5 76.3 37.1 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 33.1 14.1 0.0 25.0 21.9 9.7 37.9 44.5 76.3 37.1 8.4 Queue Length 50th (m) 49.4 99.0 0.0 7.8 69.2 14.8 3.4 42.7 36.1 18.5 0.1 Queue Length 95th (m) #118.2 139.4 0.0 20.2 96.2 36.5 9.0 61.3 67.0 31.7 21.2 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 488 2355 999 203 1835 795 327 557 289 558 592 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 75 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.55 0.01 0.25 0.41 0.30 0.05 0.33 0.70 0.25 0.51 Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 11 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Total 2031 3: Lakeshore Road East & Hurontario Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 430 1296 9 50 756 237 15 146 37 201 137 262 Future Volume (vph) 430 1296 9 50 756 237 15 146 37 201 137 262 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1652 3505 1472 1765 3471 1382 1640 1835 1693 1863 1364 Flt Permitted 0.29 1.00 1.00 0.21 1.00 1.00 0.63 1.00 0.54 1.00 1.00 Satd. Flow (perm) 505 3505 1472 385 3471 1382 1092 1835 966 1863 1364 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 430 1296 9 50 756 237 15 146 37 201 137 262 RTOR Reduction (vph) 0 0 3 0 0 64 0 7 0 0 0 200 Lane Group Flow (vph) 430 1296 6 50 756 173 15 176 0 201 137 62 Confl. Peds. (#/hr) 27 8 8 27 31 7 7 31 Heavy Vehicles (%) 9% 3% 0% 2% 4% 12% 7% 0% 0% 6% 2% 13% Bus Blockages (#/hr) 0 0 14 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 94.1 94.1 94.1 74.1 74.1 74.1 32.9 32.9 32.9 32.9 32.9 Effective Green, g (s) 94.1 94.1 94.1 74.1 74.1 74.1 32.9 32.9 32.9 32.9 32.9 Actuated g/C Ratio 0.67 0.67 0.67 0.53 0.53 0.53 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 478 2355 989 203 1837 731 256 431 227 437 320 v/s Ratio Prot c0.11 0.37 0.22 0.10 0.07 v/s Ratio Perm c0.49 0.00 0.13 0.13 0.01 c0.21 0.05 v/c Ratio 0.90 0.55 0.01 0.25 0.41 0.24 0.06 0.41 0.89 0.31 0.19 Uniform Delay, d1 12.9 11.9 7.6 17.8 19.8 17.7 41.5 45.3 51.7 44.2 42.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.83 1.10 Incremental Delay, d2 19.4 0.9 0.0 2.9 0.7 0.8 0.1 0.9 31.0 0.5 0.4 Delay (s) 32.3 12.9 7.6 20.7 20.5 18.5 41.7 46.2 72.3 37.4 47.5 Level of Service C B A C C B D D E D D Approach Delay (s) 17.7 20.1 45.8 53.5 Approach LOS B C D D Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 105.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 4: Park Street E & Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 27 269 3 28 113 263 3 219 24 132 31 4 Future Volume (vph) 27 269 3 28 113 263 3 219 24 132 31 4 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 27 269 3 28 113 263 3 219 24 132 31 4 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 299 141 263 246 167 Volume Left (vph) 27 28 0 3 132 Volume Right (vph) 3 0 263 24 4 Hadj (s) 0.06 0.21 -0.70 0.35 0.14 Departure Headway (s) 6.2 6.7 5.7 6.6 6.6 Degree Utilization, x 0.51 0.26 0.42 0.45 0.31 Capacity (veh/h) 546 510 592 499 472 Control Delay (s) 15.5 10.8 11.6 14.9 12.5 Approach Delay (s) 15.5 11.3 14.9 12.5 Approach LOS C B B B Intersection Summary Delay 13.4 Level of Service B Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 5: Lakeshore Road East & Ann Street Weekday AM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 99 1726 941 90 4 46 Future Volume (Veh/h) 99 1726 941 90 4 46 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 99 1726 941 90 4 46 Pedestrians 25 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1056 2072 540 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 766 1933 173 tC, single (s) 4.4 6.8 7.1 tC, 2 stage (s) tF (s) 2.3 3.5 3.4 p0 queue free % 85 91 93 cM capacity (veh/h) 660 43 698 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 99 863 863 627 404 4 46 Volume Left 99 0 0 0 0 4 0 Volume Right 0 0 0 0 90 0 46 cSH 660 1700 1700 1700 1700 43 698 Volume to Capacity 0.15 0.51 0.51 0.37 0.24 0.09 0.07 Queue Length 95th (m) 4.2 0.0 0.0 0.0 0.0 2.3 1.7 Control Delay (s) 11.4 0.0 0.0 0.0 0.0 97.5 10.5 Lane LOS B F B Approach Delay (s) 0.6 0.0 17.5 Approach LOS C Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 6: Ann Street & Site Access Weekday AM Peak Hour

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 54 10 493 47 0 Future Volume (Veh/h) 0 54 10 493 47 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 54 10 493 47 0 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 560 47 47 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 560 47 47 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 99 cM capacity (veh/h) 486 1022 1560 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 54 503 47 Volume Left 0 10 0 Volume Right 54 0 0 cSH 1022 1560 1700 Volume to Capacity 0.05 0.01 0.03 Queue Length 95th (m) 1.3 0.2 0.0 Control Delay (s) 8.7 0.2 0.0 Lane LOS A A Approach Delay (s) 8.7 0.2 0.0 Approach LOS A Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 13: Ann Street Weekday AM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftam 2031.syn Synchro 9 Report 03-25-2019 Page 10 Queues Future Total 2031 1: Park Street E & Hurontario Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 380 39 13 58 54 814 125 837 Future Volume (vph) 380 39 13 58 54 814 125 837 Lane Group Flow (vph) 380 118 13 247 54 843 125 1269 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 3 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 Total Split (s) 15.0 53.0 38.0 38.0 47.0 47.0 47.0 47.0 Total Split (%) 15.0% 53.0% 38.0% 38.0% 47.0% 47.0% 47.0% 47.0% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.86 0.18 0.05 0.56 0.52 0.50 0.52 0.78 Control Delay 41.4 10.2 25.1 24.0 40.7 16.4 31.8 26.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 41.4 10.2 25.1 24.0 40.7 16.6 31.8 26.1 Queue Length 50th (m) 47.1 7.1 1.9 23.8 7.6 46.4 20.0 119.1 Queue Length 95th (m) #72.9 17.4 6.4 46.7 #30.6 53.4 #47.8 #167.4 Internal Link Dist (m) 82.5 113.7 100.5 109.7 Turn Bay Length (m) 35.0 50.0 32.0 55.0 Base Capacity (vph) 441 801 396 567 104 1675 242 1628 Starvation Cap Reductn 0 0 0 0 0 200 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.15 0.03 0.44 0.52 0.57 0.52 0.78 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 96 (96%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Park Street E & Hurontario

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 1 HCM Signalized Intersection Capacity Analysis Future Total 2031 1: Park Street E & Hurontario Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 380 39 79 13 58 189 54 814 29 125 837 432 Future Volume (vph) 380 39 79 13 58 189 54 814 29 125 837 432 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.97 Flpb, ped/bikes 0.99 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.90 1.00 0.89 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1794 1679 1783 1620 1795 3453 1777 3242 Flt Permitted 0.41 1.00 0.68 1.00 0.11 1.00 0.27 1.00 Satd. Flow (perm) 770 1679 1278 1620 214 3453 499 3242 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 380 39 79 13 58 189 54 814 29 125 837 432 RTOR Reduction (vph) 0 34 0 0 73 0 0 2 0 0 57 0 Lane Group Flow (vph) 380 84 0 13 174 0 54 841 0 125 1212 0 Confl. Peds. (#/hr) 28 15 15 28 29 12 12 29 Heavy Vehicles (%) 0% 0% 0% 0% 0% 1% 0% 4% 0% 1% 4% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 14 0 0 0 Turn Type pm+pt NA Perm NA Perm NA Perm NA Protected Phases 3 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 37.5 37.5 22.5 22.5 48.5 48.5 48.5 48.5 Effective Green, g (s) 37.5 37.5 22.5 22.5 48.5 48.5 48.5 48.5 Actuated g/C Ratio 0.38 0.38 0.22 0.22 0.48 0.48 0.48 0.48 Clearance Time (s) 3.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 411 629 287 364 103 1674 242 1572 v/s Ratio Prot c0.11 0.05 0.11 0.24 c0.37 v/s Ratio Perm c0.24 0.01 0.25 0.25 v/c Ratio 0.92 0.13 0.05 0.48 0.52 0.50 0.52 0.77 Uniform Delay, d1 27.9 20.6 30.3 33.7 17.8 17.5 17.7 21.2 Progression Factor 1.00 1.00 1.00 1.00 0.80 0.78 1.00 1.00 Incremental Delay, d2 26.4 0.1 0.1 1.0 17.1 1.0 7.7 3.7 Delay (s) 54.2 20.7 30.4 34.6 31.3 14.7 25.4 24.9 Level of Service D C C C C B C C Approach Delay (s) 46.3 34.4 15.7 25.0 Approach LOS D C B C Intersection Summary HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 108.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 2 Queues Future Total 2031 2: Hurontario Street & High Street East Weekday PM Peak Hour

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 102 2 6 1 21 792 6 873 Future Volume (vph) 102 2 6 1 21 792 6 873 Lane Group Flow (vph) 0 142 0 15 21 799 6 930 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 28.5 28.5 28.5 28.5 25.0 25.0 22.0 22.0 Total Split (s) 32.0 32.0 32.0 32.0 68.0 68.0 68.0 68.0 Total Split (%) 32.0% 32.0% 32.0% 32.0% 68.0% 68.0% 68.0% 68.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max v/c Ratio 0.65 0.06 0.05 0.33 0.01 0.37 Control Delay 48.2 23.5 5.6 5.9 1.2 1.5 Queue Delay 0.0 0.0 0.0 0.6 0.0 0.4 Total Delay 48.2 23.5 5.6 6.5 1.2 1.9 Queue Length 50th (m) 24.2 1.3 1.0 25.6 0.1 5.2 Queue Length 95th (m) 41.3 6.6 4.2 45.6 m0.2 7.8 Internal Link Dist (m) 66.5 22.3 95.9 100.5 Turn Bay Length (m) 23.0 30.0 Base Capacity (vph) 366 402 400 2401 465 2505 Starvation Cap Reductn 0 0 0 1131 0 953 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.04 0.05 0.63 0.01 0.60 Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 3 (3%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Hurontario Street & High Street East

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 3 HCM Signalized Intersection Capacity Analysis Future Total 2031 2: Hurontario Street & High Street East Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 102 2 38 6 1 8 21 792 7 6 873 57 Future Volume (vph) 102 2 38 6 1 8 21 792 7 6 873 57 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 0.99 1.00 0.99 1.00 Frt 0.96 0.93 1.00 1.00 1.00 0.99 Flt Protected 0.97 0.98 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1720 1714 1796 3293 1786 3433 Flt Permitted 0.78 0.89 0.29 1.00 0.34 1.00 Satd. Flow (perm) 1386 1556 548 3293 637 3433 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 102 2 38 6 1 8 21 792 7 6 873 57 RTOR Reduction (vph) 0 15 0 0 7 0 0 1 0 0 3 0 Lane Group Flow (vph) 0 127 0 0 8 0 21 798 0 6 927 0 Confl. Peds. (#/hr) 2 1 1 2 7 11 11 7 Heavy Vehicles (%) 2% 0% 3% 0% 0% 0% 0% 4% 0% 0% 4% 3% Parking (#/hr) 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Actuated Green, G (s) 14.6 14.6 72.9 72.9 72.9 72.9 Effective Green, g (s) 14.6 14.6 72.9 72.9 72.9 72.9 Actuated g/C Ratio 0.15 0.15 0.73 0.73 0.73 0.73 Clearance Time (s) 6.5 6.5 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 202 227 399 2400 464 2502 v/s Ratio Prot 0.24 c0.27 v/s Ratio Perm c0.09 0.01 0.04 0.01 v/c Ratio 0.63 0.04 0.05 0.33 0.01 0.37 Uniform Delay, d1 40.1 36.7 3.8 4.8 3.7 5.0 Progression Factor 1.00 1.00 1.00 1.00 0.22 0.22 Incremental Delay, d2 6.0 0.1 0.3 0.4 0.0 0.3 Delay (s) 46.1 36.7 4.1 5.2 0.9 1.4 Level of Service D D A A A A Approach Delay (s) 46.1 36.7 5.2 1.4 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 6.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 4 Queues Future Total 2031 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 350 694 12 38 1241 244 10 157 286 203 364 Future Volume (vph) 350 694 12 38 1241 244 10 157 286 203 364 Lane Group Flow (vph) 350 694 12 38 1241 244 10 210 286 203 364 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Detector Phase 5 2 2 6 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 8.0 44.0 44.0 44.0 44.0 44.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 24.0 75.0 75.0 51.0 51.0 51.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 20.0% 62.5% 62.5% 42.5% 42.5% 42.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Max C-Max C-Max C-Max C-Max None None None None None v/c Ratio 1.00 0.33 0.01 0.13 0.89 0.38 0.03 0.39 0.93 0.37 0.55 Control Delay 83.0 13.1 0.0 26.3 43.3 19.1 28.9 32.9 77.0 35.0 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.5 Total Delay 83.0 13.1 0.0 26.3 43.3 19.1 28.9 32.9 77.0 36.4 7.5 Queue Length 50th (m) ~72.5 45.4 0.0 6.2 154.3 27.8 1.7 37.1 66.6 38.6 1.9 Queue Length 95th (m) #136.4 57.8 0.3 14.8 #200.4 50.9 6.0 59.4 #118.0 60.0 26.0 Internal Link Dist (m) 48.8 127.5 141.6 95.9 Turn Bay Length (m) 25.0 55.0 30.0 20.0 30.0 Base Capacity (vph) 351 2108 839 287 1401 643 327 573 330 584 687 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 221 82 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.00 0.33 0.01 0.13 0.89 0.38 0.03 0.37 0.87 0.56 0.60 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 70 (58%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Lakeshore Road East & Hurontario Street

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 5 HCM Signalized Intersection Capacity Analysis Future Total 2031 3: Lakeshore Road East & Hurontario Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 350 694 12 38 1241 244 10 157 53 286 203 364 Future Volume (vph) 350 694 12 38 1241 244 10 157 53 286 203 364 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 0.95 1.00 0.99 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97 1.00 0.99 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 3539 1384 1780 3539 1495 1744 1778 1793 1845 1408 Flt Permitted 0.08 1.00 1.00 0.39 1.00 1.00 0.56 1.00 0.55 1.00 1.00 Satd. Flow (perm) 138 3539 1384 727 3539 1495 1035 1778 1044 1845 1408 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 350 694 12 38 1241 244 10 157 53 286 203 364 RTOR Reduction (vph) 0 0 5 0 0 51 0 11 0 0 0 249 Lane Group Flow (vph) 350 694 7 38 1241 193 10 199 0 286 203 115 Confl. Peds. (#/hr) 37 23 23 37 50 10 10 50 Heavy Vehicles (%) 9% 2% 8% 0% 2% 3% 0% 3% 0% 0% 3% 8% Bus Blockages (#/hr) 0 0 5 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA Perm Perm NA Perm Perm NA Perm NA Perm Protected Phases 5 2 6 4 8 Permitted Phases 2 2 6 6 4 8 8 Actuated Green, G (s) 71.5 71.5 71.5 47.5 47.5 47.5 35.5 35.5 35.5 35.5 35.5 Effective Green, g (s) 71.5 71.5 71.5 47.5 47.5 47.5 35.5 35.5 35.5 35.5 35.5 Actuated g/C Ratio 0.60 0.60 0.60 0.40 0.40 0.40 0.30 0.30 0.30 0.30 0.30 Clearance Time (s) 3.0 6.0 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 347 2108 824 287 1400 591 306 525 308 545 416 v/s Ratio Prot c0.18 0.20 0.35 0.11 0.11 v/s Ratio Perm c0.42 0.01 0.05 0.13 0.01 c0.27 0.08 v/c Ratio 1.01 0.33 0.01 0.13 0.89 0.33 0.03 0.38 0.93 0.37 0.28 Uniform Delay, d1 38.6 12.2 9.9 23.1 33.7 25.1 30.0 33.5 41.0 33.4 32.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 50.5 0.4 0.0 1.0 8.6 1.5 0.1 0.6 33.2 0.6 0.5 Delay (s) 89.1 12.6 9.9 24.1 42.3 26.6 30.1 34.1 74.2 34.0 32.9 Level of Service F B A C D C C C E C C Approach Delay (s) 37.9 39.4 34.0 47.0 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay 40.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 108.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 6 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 4: Park Street E & Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 29 246 2 24 241 145 5 85 25 267 77 9 Future Volume (vph) 29 246 2 24 241 145 5 85 25 267 77 9 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 29 246 2 24 241 145 5 85 25 267 77 9 Direction, Lane # EB 1 WB 1 WB 2 NB 1 SB 1 Volume Total (vph) 277 265 145 115 353 Volume Left (vph) 29 24 0 5 267 Volume Right (vph) 2 0 145 25 9 Hadj (s) 0.02 0.08 -0.70 0.37 0.14 Departure Headway (s) 6.4 6.7 5.9 7.2 6.3 Degree Utilization, x 0.49 0.49 0.24 0.23 0.62 Capacity (veh/h) 525 508 573 431 540 Control Delay (s) 15.4 14.9 9.6 12.3 18.9 Approach Delay (s) 15.4 13.0 12.3 18.9 Approach LOS C B B C Intersection Summary Delay 15.3 Level of Service C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 5: Lakeshore Road East & Ann Street Weekday PM Peak Hour

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 65 1042 1559 51 10 71 Future Volume (Veh/h) 65 1042 1559 51 10 71 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 65 1042 1559 51 10 71 Pedestrians 23 Lane Width (m) 3.6 Walking Speed (m/s) 1.2 Percent Blockage 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 73 pX, platoon unblocked 0.67 0.67 0.67 vC, conflicting volume 1633 2258 828 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 959 1893 0 tC, single (s) 4.3 7.1 6.9 tC, 2 stage (s) tF (s) 2.3 3.7 3.3 p0 queue free % 85 65 90 cM capacity (veh/h) 434 29 717 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 65 521 521 1039 571 10 71 Volume Left 65 0 0 0 0 10 0 Volume Right 0 0 0 0 51 0 71 cSH 434 1700 1700 1700 1700 29 717 Volume to Capacity 0.15 0.31 0.31 0.61 0.34 0.35 0.10 Queue Length 95th (m) 4.2 0.0 0.0 0.0 0.0 8.7 2.6 Control Delay (s) 14.8 0.0 0.0 0.0 0.0 184.5 10.6 Lane LOS B F B Approach Delay (s) 0.9 0.0 32.0 Approach LOS D Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 6: Ann Street & Site Access Weekday PM Peak Hour

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 29 54 207 207 0 Future Volume (Veh/h) 0 29 54 207 207 0 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 29 54 207 207 0 Pedestrians Lane Width (m) Walking Speed (m/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) pX, platoon unblocked vC, conflicting volume 522 207 207 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 522 207 207 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 97 96 cM capacity (veh/h) 495 833 1364 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 29 261 207 Volume Left 0 54 0 Volume Right 29 0 0 cSH 833 1364 1700 Volume to Capacity 0.03 0.04 0.12 Queue Length 95th (m) 0.9 1.0 0.0 Control Delay (s) 9.5 1.9 0.0 Lane LOS A A Approach Delay (s) 9.5 1.9 0.0 Approach LOS A Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 38.1% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total 2031 13: Ann Street Weekday PM Peak Hour

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 0 0 0 0 Volume Left (vph) 0 0 0 0 Volume Right (vph) 0 0 0 0 Hadj (s) 0.00 0.00 0.00 0.00 Departure Headway (s) 3.9 3.9 3.9 3.9 Degree Utilization, x 0.00 0.00 0.00 0.00 Capacity (veh/h) 917 917 917 917 Control Delay (s) 6.9 6.9 6.9 6.9 Approach Delay (s) 0.0 0.0 0.0 0.0 Approach LOS A A A A Intersection Summary Delay 0.0 Level of Service A Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15

F:\19244\Traffic\Synchro\2031\ftpm 2031.syn Synchro 9 Report 03-25-2019 Page 10

APPENDIX G Loading Vehicle Swept Path Diagram

CANADA | INDIA | AFRICA | MIDDLE EAST · 5 4 3 2 1 A 1 A F Y E O A V E O W N B I E A L V I R D E E R H D W S O A T D B 1 B % @ 5 . m 7 0 . X 4 A M M O O C R L I A M Y B B O L L A I T N E L D I E S C E R R A P D Y B

LOADING AREA B O L % @ S 5 E 1 m R 0 X 9 . A F 4 M C 1 A C E E G G G N I N A I G R V A O O T T S M S N I B ² t f 6 . K 5 R 1 8 0 4 O - 1 T W F I / / N ² E U V m I L 0 . ² 8 t f 3 1 M 5 . O 4 O 2 R 4 1 E / G ² A m B 3 R . 2 A 3 G 1 G ² t f 4 . K 3 R 2 1 0 5 O - 1 T W I / H / N E ² U V m I L 6 . 0 4 Y 1 T I N E M A R O O D ² N t I f 3 . 6 5 6 4 J / ² m 6 . 2 3 4 ² t f 1 . K 0 R 3 2 0 8 O - 1 T W K I / / N E ² U V m I L 1 . 9 6 1 L

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· · F Y E O A V E O W N B I E A L V I R D E E R H D W S O A T D % @ 5 . m 7 0 . X 4 A M M O O R L I A M Y B B O L L A I T N E L D I E S C E R R A P Y B

LOADING AREA B O L % @ S 5 E 1 m R 0 X 9 . A F 4 M C 1 A C E G G G N I N A I G R V A O O T T S M S N I B ² t f 6 . K 5 R 1 8 0 4 O - 1 T W I / / N ² E U V m I L 0 . ² 8 t f 3 1 M 5 . O 4 O 2 R 4 1 E / G ² A m B 3 R . 2 A 3 G 1 ² t f 4 . K 3 R 2 1 0 5 O - 1 T W I / / N E ² U V m I L 6 . 0 4 Y 1 T I N E M A R O O D ² N t I f 3 . 6 5 6 4 / ² m 6 . 2 3 4 ² t f 1 . K 0 R 3 2 0 8 O - 1 T W I / / N E ² U V m I L 1 . 9 6 1

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