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1545 Bank Street

Transportation Impact Assessment

Prepared By:

NOVATECH Suite 200, 240 Michael Cowpland Drive Ottawa, Ontario K2M 1P6

November 19th, 2018

Novatech File: 118019 Ref: R-2018-120

November 19th, 2018

City of Ottawa Planning and Growth Management Department 110 Laurier Ave. W., 4th Floor, Ottawa, Ontario K1P 1J1

Attention: Mr. Wally Dubyk Project Manager, Infrastructure Approvals

Dear Mr. Dubyk:

Reference: 1545 Bank Street Transportation Impact Assessment Report Novatech File No. 118019

We are pleased to submit the following Transportation Impact Assessment report in support of a Site Plan Application for the above address. The structure and format of this report is in accordance with the City of Ottawa Transportation Impact Assessment Guidelines (June 2017).

If you have any questions or comments regarding this report, please feel free to contact Jennifer Luong, or the undersigned.

Yours truly,

NOVATECH

Rochelle Fortier, B.Eng. E.I.T. | Transportation/Traffic

M:\2011\111101\DATA\Reports\Traffic\118019 Draft TIA.docx

Suite 200, 240 Michael Cowpland Drive, Ottawa ON K2M 1P6 Tel: 613.254.9643 Fax: 613.254.5867 www.novatech-eng.com

TIA Plan Reports

On 14 June 2017, the Council of the City of Ottawa adopted new Transportation Impact Assessment (TIA) Guidelines. In adopting the guidelines, Council established a requirement for those preparing and delivering transportation impact assessments and reports to sign a letter of certification.

Individuals submitting TIA reports will be responsible for all aspects of development-related transportation assessment and reporting, and undertaking such work, in accordance and compliance with the City of Ottawa’s Official Plan, the Transportation Master Plan and the Transportation Impact Assessment (2017) Guidelines.

By submitting the attached TIA report (and any associated documents) and signing this document, the individual acknowledges that s/he meets the four criteria listed below.

CERTIFICATION

1. I have reviewed and have a sound understanding of the objectives, needs and requirements of the City of Ottawa’s Official Plan, Transportation Master Plan and the Transportation Impact Assessment (2017) Guidelines; 2. I have a sound knowledge of industry standard practice with respect to the preparation of transportation impact assessment reports, including multi modal level of service review; 3. I have substantial experience (more than 5 years) in undertaking and delivering transportation impact studies (analysis, reporting and geometric design) with strong background knowledge in transportation planning, engineering or traffic operations; and 4. I am either a licensed1 or registered2 professional in good standing, whose field of expertise [check √ appropriate field(s)] is either transportation engineering  or transportation planning .

1,2 License of registration body that oversees the profession is required to have a code of conduct and ethics guidelines that will ensure appropriate conduct and representation for transportation planning and/or transportation engineering works.

City Of Ottawa Ville d'Ottawa Infrastructure Services and Community Services d 'infrastructure et Viabilité des Sustainability collectivités Planning and Growth Management Urbanisme et Gestion de la croissance 110 Laurier Avenue West, 4th fl. 110, avenue Laurier Ouest Ottawa, ON K1P 1J1 Ottawa (Ontario) K1P 1J1 Tel. : 613-580-2424 Tél. : 613-580-2424 Fax: 613-560-6006 Télécopieur: 613-560-6006

Transportation Impact Assessment 1545 Bank Street

TABLE OF CONTENTS 1.0 INTRODUCTION ...... 1 2.0 PROPOSED DEVELOPMENT ...... 1 3.0 SCREENING ...... 2 3.1 Screening Form ...... 2 4.0 SCOPING ...... 3 4.1 Existing Conditions ...... 3 4.1.1 Roadways ...... 3 4.1.2 Intersections ...... 4 4.1.3 Driveways ...... 5 4.1.4 Pedestrian and Cycling Facilities ...... 6 4.1.5 Transit...... 6 4.1.6 Existing Area Traffic Management Measures ...... 8 4.1.7 Existing Traffic Volumes ...... 8 4.1.8 Collision Records ...... 10 4.2 Planned Conditions ...... 12 4.3 Study Area and Time Periods ...... 13 4.4 Exemptions Review ...... 14 5.0 FORECASTING ...... 15 5.1 Development-Generated Traffic ...... 15 5.1.1 Trip Generation ...... 15 5.1.2 Trip Distribution ...... 18 5.2 Background Traffic ...... 23 5.2.1 General Background Growth Rate ...... 23 5.2.2 Other Area Development ...... 23 6.0 ANALYSIS ...... 31 6.1 Development Design ...... 31 6.1.1 Design for Sustainable Modes ...... 31 6.1.2 Circulation and Access ...... 31 6.2 Parking ...... 32 6.3 Boundary Streets ...... 34 6.3.1 Pedestrian Level of Service (PLOS) ...... 34 6.3.2 Bicycle Level of Service (BLOS) ...... 34 6.3.3 Vehicular Level of Service (Auto LOS) ...... 35 6.3.4 Segment MMLOS Summary ...... 35 6.4 Access Intersections Design ...... 36 6.5 Transportation Demand Management ...... 38 6.6 Neighbourhood Traffic Management ...... 38 6.7 Transit ...... 38 6.8 Intersection Design ...... 39 6.8.1 Existing Intersection MMLOS Analysis ...... 39 6.8.2 2020 Background Intersection Operations ...... 39 6.8.3 2025 Background Intersection Operations ...... 41 6.8.4 2020 Total Intersection Operations ...... 42 6.8.5 2025 Total Intersection Operations ...... 43 7.0 CONCLUSIONS AND RECOMMENDATIONS ...... 43

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Figures Figure 1: View of the Subject Site ...... 2 Figure 2: OC Transpo Bus Stop Locations ...... 7 Figure 3: Existing Traffic Volumes ...... 9 Figure 4: Apartment Generated Trips ...... 19 Figure 5: Primary Restaurant Generated Trips ...... 20 Figure 6: Pass-by Trips ...... 21 Figure 7: Total Site Generated Traffic Volumes ...... 22 Figure 8: Other Study Area Developments - Traffic Volumes ...... 24 Figure 9: 2020 Background Traffic Volumes ...... 27 Figure 10: 2025 Background Traffic Volumes ...... 28 Figure 11: 2020 Total Traffic Volumes ...... 29 Figure 12: 2025 Total Traffic Volumes ...... 30 Figure 13: On-Street Parking ...... 32 Figure 14: Desirable Cycling Facility Pre-Selection Nomograph ...... 36

Tables Table 1: Reported Collisions ...... 10 Table 2: TIA Exemptions ...... 14 Table 3: Residential Vehicle Trips Using TRANS Rates ...... 15 Table 4: Residential Person Trips Using TRANS Rates ...... 15 Table 5: Residential Person Trips Using ITE Rates ...... 16 Table 6: Restaurant Person Trips Using ITE Rates ...... 16 Table 7: Person Trips by Modal Share ...... 17 Table 8: Primary and Pass-By Trips (Restaurant) ...... 17 Table 9: Person Trips – 1525 Bank Street ...... 25 Table 10: Person Trips by Modal Share - Blue Heron Mall ...... 25 Table 11: Primary and Pass-By Trips (Blue Heron Mall) ...... 26 Table 12: Parking Requirements ...... 32 Table 13: Existing On-Street Parking Supply ...... 33 Table 14: PLOS Segment Analysis ...... 34 Table 15: BLOS Segment Analysis ...... 35 Table 16: Auto LOS Segment Analysis ...... 35 Table 17: Segment MMLOS Summary ...... 35 Table 18: 2020 Background Intersection Operations ...... 40 Table 19: 2025 Background Intersection Operations ...... 41 Table 20: 2020 Total Intersection Operations ...... 42 Table 21: 2025 Total Intersection Operations ...... 43

Appendices Appendix A: Preliminary Site Plan Appendix B: TIA Screening Form Appendix C: OC Transpo System Information Appendix D: Traffic Count Data and Long-Range Snapshots Appendix E: Collision Records Appendix F: Bank Street Renewal Project Functional Design Appendix G: Relevant Excerpts from Other Traffic Studies Appendix H: TDM Supportive Development Design and Infrastructure Checklist Appendix I: Signal Timing Plans Appendix J: Synchro Reports

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EXECUTIVE SUMMARY

This Transportation Impact Assessment (TIA) report has been prepared in support of a Site Plan Control application for 1545 Bank Street.

The subject site is currently designated as ‘Arterial Mainstreet’ on Schedule ‘B’ of the City of Ottawa Official Plan. The subject site is currently zoned AM1[1913]. It is in a Design Priority Area and along a Transit Priority Corridor.

The proposed development consists of a new eight storey, mixed use building with 140 residential units and 287 square metres of ground floor retail (intended for restaurant uses). 71 underground vehicular parking spaces are proposed. The development is anticipated to be completed in one phase, with full occupancy by the year 2020. The proposed development will be served by one all-movement access along Evans Boulevard.

The study area intersections include the proposed access along Evans Boulevard and the signalized intersections at Bank Street/Heron Road, Bank Street/Randall Avenue, Bank Street/Lamira Street/Belanger Avenue, and the planned signalized intersection at Bank Street/Blue Heron Mall.

The selected time periods for the analysis are the weekday AM and PM peak hours, and Saturday peak hour, as they represent the ‘worst case’ combination of site generated traffic and adjacent street traffic. Analysis was completed for the 2020 build-out year and 2025 horizon year.

The main conclusions and recommendations of this TIA can be summarized as follows:

Development Design • Pedestrian facilities will be provided between the building entrances and the landscaped area to the rear of the building. Additionally, pedestrian facilities will connect the building to the existing sidewalk along Bank Street and Evans Boulevard. The ground-floor restaurant uses will be oriented towards and have direct pedestrian access from Bank Street and Evans Boulevard, while the residential units will occupy all upper-storeys as well as the rear portion of the ground-floor facing the courtyard area.

• All required TDM-supportive development design measures in the TDM checklist are met.

• Garbage is stored in the first level of the underground parking garage. It will be rolled up the ramp and collected curbside along Evans Boulevard.

• The proposed fire route is curbside along Bank Street and Evans Boulevard.

Parking • The 58 residential and 13 visitor spaces provided meet the minimum requirements of the ZBL. The 70 proposed bicycle parking spaces provided also meet the requirements of the ZBL. All parking spaces will be provided below-grade, within two levels of underground parking.

• There is no restaurant parking required as per the ZBL. There is a total of 187 on-street parking spaces available (152 spaces east of Bank Street, and 35 spaces west of Bank

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Street) within a 5 minute (400m) walk of the site. Based on the foregoing, the on-street parking supply is adequate.

Boundary Street MMLOS • Evans Boulevard meets the target Auto LOS, however it does not meet the target PLOS or BLOS. Evans Boulevard does not serve transit or trucks, and as such it has not been evaluated for TLOS or TkLOS, as no targets are set for it.

• Evans Boulevard is currently achieving a PLOS F. In order to meet the target PLOS C, a minimum 1.8m wide sidewalk would need to be provided along Evans Boulevard. Alternatively, Evans Boulevard could be redesigned as a ‘shared space’ with a design speed of 30km/h or lower. A 1.8m concrete sidewalk is proposed along the Evans Boulevard frontage of the subject site.

• Evans Boulevard is currently achieving a BLOS F. Exhibit 11 of the MMLOS guidelines suggests that mixed traffic is not appropriate for operating speeds above 50km/h. Based on the AADT and the motor vehicle operating speed along Evans Boulevard, mixed traffic is appropriate for Evans Boulevard. Based on the foregoing, no modifications to the cycling facilities are recommended along Evans Boulevard.

Access Design • The proposed development will be served by one all-movement access along Evans Boulevard.

• A waiver of the private approach by-law will be required for the reduced offset from the property line. The proposed access along Evans Boulevard is located 0.3m from the eastern property line, in order to ensure maximum separation distance from the Bank Street/Evans Boulevard intersection. All other requirements of the City’s Private Approach By-law are met.

Transportation Demand Management • A review of the Transportation Demand Management (TDM) Measures Checklist has been conducted for the residential use. The TDM measures being proposed are: o Display local area maps with walking/cycling access routes and key destinations at major entrances; o Display relevant transit schedules and route maps at entrances; o Unbundle parking cost from monthly rent; and o Provide a multi-modal travel option information package to new residents.

• As the ground floor restaurant is not anticipated to have more than 60 employees on location at any given time, it has been exempted from this module.

Neighbourhood Traffic Management • There is sufficient local road capacity on Evans Boulevard to accommodate the site traffic.

Transit • The proposed development is anticipated to generate an additional 21 transit trips (6 in, 15 out) during the weekday AM peak hour, 23 transit trips (14 in, 9 out) during the weekday PM peak hour, and 24 transit trips (12 in, 12 out) during the Saturday peak hour.

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• No capacity problems are anticipated on any of the adjacent bus routes, or at any of the adjacent bus stops.

Intersection MMLOS • The City has prepared a complete streets concept for Bank Street as part of the Bank Street Renewal Project. As such, the intersection MMLOS for the study area intersections has not been assessed as part of this submission as it is not required.

2020 Background Traffic • Under 2020 background traffic conditions, the Bank Street/Heron Road intersection is expected to operate with a v/c ratio of 1.03 in the PM peak, which corresponds to a LOS F. The critical movement is the southbound through movement, which is anticipated to generate a maximum queue length of 200m. The Bank Street/Heron Road and Bank Street/Evans Boulevard intersections are approximately 170m apart, measured from stop bar to nearest edge. It is anticipated that southbound queues from the Bank Street/Heron Road intersection will periodically block the Bank Street/Evans Avenue intersection in the PM and Saturday peak hours.

• The westbound through movement at the Bank Street/Heron Road intersection is anticipated to operate with a v/c ratio of 0.93 in the PM peak, which corresponds to a LOS of E, and a maximum queue length of approximately 135m.

• All other intersections are expected to operate with an acceptable LOS under 2020 background traffic conditions.

2025 Background Traffic • The Bank Street/Heron Road intersection is anticipated to operate under failing conditions under 2025 background conditions. These same deficiencies were noted in the 2020 background traffic scenario, with little or no change in capacity as a result of the Bank Street Renewal Project.

• The maximum queuing length anticipated at the Bank Street/Blue Heron Mall intersection is approximately 65m in the northbound direction. There is no impact at the Bank Street/Evans Boulevard intersection anticipated due to the queues at this new signal.

• All other intersections are expected to operate with an acceptable LOS under 2025 background traffic conditions.

2020 Total Traffic • Under 2020 total traffic conditions, the Bank Street/Heron Road intersection is expected to operate with a v/c ratio of 1.04, which corresponds to a LOS F. This deficiency was also observed under background traffic conditions, and the addition of site generated traffic will have a very minimal impact on this intersection.

• The site access is anticipated to operated with a LOS of A and a maximum delay of 8.9 seconds under total traffic conditions.

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edge of access). The westbound queues at the Bank Street/Evans Boulevard intersection are not anticipated to block the access. Additionally, no significant eastbound queues entering the proposed access are anticipated given the low volume of traffic on Evans Boulevard.

• All other intersections are expected to operate with an acceptable LOS under 2020 background traffic conditions.

• Based on the foregoing, the addition of site generated traffic is not anticipated to have any major impacts on operating conditions of the study area intersections.

2025 Total Traffic • Under 2025 total traffic conditions, the Bank Street/Heron Road intersection is expected to operate with a v/c ratio of 1.04 in the PM peak, which corresponds to a LOS of F. The westbound through movement is anticipated to generate a maximum queue length of approximately 135m. This deficiency was also observed under background traffic conditions, and the addition of site generated traffic will have a very minimal impact on this intersection.

• The site access is anticipated to operated with a LOS of A and a maximum delay of 8.9 seconds under total traffic conditions.

• All other intersections are expected to operate with an acceptable LOS under 2025 total traffic conditions.

• Based on the foregoing, the addition of site generated traffic is not anticipated to have any major impacts on operating conditions of the study area intersections.

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1.0 INTRODUCTION

This Transportation Impact Assessment (TIA) report has been prepared in support of a Site Plan Control application for 1545 Bank Street. The proposed development will be located at the northeast corner of Bank Street and Evans Boulevard.

The subject site is currently vacant but had a single building which contained an auto repair shop, abandoned in 2015 and demolished within the last two years.

Although the site is currently vacant, the site still contains a full movement access onto Evans Boulevard and two full movement accesses onto Bank Street.

The subject site is surrounded by the following:

• Commercial and retail properties to the north; • A dental office and residential properties to the east; • Evans Boulevard to the south; and • Bank Street to the west.

A view of the subject site is provided in Figure 1.

2.0 PROPOSED DEVELOPMENT

A copy of the preliminary site plan is included in Appendix A.

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Figure 1: View of the Subject Site

3.0 SCREENING

3.1 Screening Form

The City’s 2017 TIA Guidelines identify three triggers for completing a TIA report, including trip generation, location, and safety. The criteria for each trigger are outlined in the City’s TIA Screening Form.

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The proposed development satisfies the trip generation trigger and the location trigger for completing a TIA. A copy of the TIA screening form is included in Appendix B.

4.0 SCOPING

4.1 Existing Conditions

4.1.1 Roadways

All roadways within the study area fall under the jurisdiction of the City of Ottawa.

Bank Street is a major arterial road that runs on a north-south alignment. Within the vicinity of the subject site, it has a speed limit of 50km/h and a five-lane undivided cross section, including a two-way left turn lane. There are several OC Transpo bus lay-by lanes along Bank Street. Bank Street is classified as a truck route, allowing full loads. Annex 1 of the City of Ottawa’s Official Plan identifies a right-of-way (ROW) protection of 37.5m between Riverside Drive and Hunt Club Road. There are currently no cycling facilities along Bank Street, and street parking is not permitted.

Evans Boulevard is a local road that runs northwest-southeast between Bank Street and Heron Road. It has a two-lane undivided cross section with a regulatory speed limit of 50km/h.

Heron Road is an arterial road that runs on an east-west alignment, between Prince of Wales Drive and Walkley Road. In the vicinity of the subject site, it has a four-lane divided cross section with a posted speed limit of 50 km/h. Heron Road is classified as a truck route, allowing full loads. Sidewalks are provided along both sides of Heron Road.

Randall Avenue is a local roadway that runs on an east-west alignment. It has a regulatory speed limit of 50 km/h and a two-lane undivided cross section.

Lamira Street is classified as a collector roadway from Bank Street to Kilborn Avenue. North of Kilborn Avenue, it is a local roadway. Lamira Street has a regulatory speed limit of 50km/h and a two lane cross section.

Belanger Avenue is a local roadway that runs east-west between Clementine Boulevard and Bank Street. It has a two-lane undivided cross section, with a regulatory speed limit of 50km/h.

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4.1.2 Intersections Bank Street/Heron Road

• Signalized intersection • Northbound: two left turn lanes, two through lanes, one channelized right turn • Southbound: one left turn lane, two through lanes, one channelized right turn • Eastbound: one left turn lane, two through lanes, one channelized right turn lane • Westbound: one left turn lane, two through lanes, one right turn lane • Standard crosswalks are provided on all legs of the intersection • U-turns are prohibited on the northbound, eastbound and

southbound approaches

Bank Street/Evans Boulevard

• Stop controlled intersection, with free flow on Bank Street • Northbound/Southbound: two- way left turn lane, two through lanes, one bus lay-by lane • Westbound: one shared left/right turn lane • A standard crosswalk is provided to cross Evans Boulevard

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Bank Street/Randall Avenue

• Signalized intersection • Northbound: two through lanes • Southbound: one left turn lane, two through lanes • Westbound: one right turn lane. Westbound left turns are banned • Standard crosswalks are provided on all legs of the intersection • U-turns are prohibited on the northbound and southbound approaches

Bank Street/Lamira Street/Belanger Avenue

• Signalized intersection • Northbound/Southbound: one left turn lane, two through lanes • Westbound: one shared left/through lane, one channelized right turn lane • Eastbound: one shared left/through/right lane • Ladder crosswalks are provided on all legs of the intersection • U-turns are prohibited on the southbound approach

4.1.3 Driveways In accordance with the City’s 2017 TIA guidelines, a review of adjacent driveways along the boundary roads are provided as follows:

Evans Boulevard, North Side: Evans Boulevard, South Side: • One driveway to a dental office at • One driveway to a retail plaza at 1555 1207 Evans Boulevard Bank Street • Driveways to residential dwellings at • Driveways to residential dwellings at 1215, 1231, 1235, 1239, 1243, 1249, 1226,1230, 1236, 1248, 1256, 1260 1251, 1255 and 1263 Evans and 1264 Evans Boulevard Boulevard

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Bank Street, East Side (North of Evans Bank Street, West Side (North of Evans Boulevard): Boulevard): • One driveway to a retail plaza at 1525 • Three driveways to the Blue Heron Bank Street Mall at 1500 Bank Street • Two driveways to a retail store at 1515 Bank Street • One driveway to an office building at 1501 Bank Street

Bank Street, East Side (South of Evans Bank Street, West Side (South of Evans Boulevard): Boulevard): • One driveway to a retail plaza at 1555 • One driveway to a retail plaza at Bank Street 1582/1596 Bank Street • One driveway to a retail plaza at 1579 Bank Street • One driveway to a retail plaza at 1581 Bank Street • One shared driveway to retail plazas at 1583/1585 Bank Street • One shared driveway to retail plazas at 1589/1587 Bank Street

4.1.4 Pedestrian and Cycling Facilities

Concrete sidewalks are provided on both sides of Bank Street, and on both sides of Heron Road. A concrete sidewalk is provided on the south side of Evans Boulevard, for approximately 50m past the Bank Street/Evans Boulevard intersection. No other pedestrian facilities exist along Evans Boulevard. An asphalt pathway is provided along the north side of Randall Avenue, concrete sidewalks are provided along both sides of Belanger Avenue, and a concrete sidewalk is provided along the north/west side of Lamira Street.

Bank Street and Heron Road are identified as spine cycling routes in the City’s Ultimate Cycling Network. Bank Street (north of Heron Road) and Heron Road are cross-town bikeways. No designated cycling facilities exist on any of the area roadways. Lamira Street and Belanger Avenue are identified as local cycling routes.

4.1.5 Transit

Bank Street is classified as a Transit Priority Corridor, with Isolated Measures.

The nearest bus stops to the subject site are stop #4103 (located on the east side of Bank Street, approximately 35m north of the Bank Street/Evans Boulevard intersection), stop #4102 (located on the west side of Bank Street, at the Bank Street/Evans Boulevard intersection), stop #8286 (located along the north side of Heron Road, approximately 50m east of the Bank Street/Heron Road intersection), stop #1166 (located along the south side of Heron Road, approximately 30m east of the Bank Street/Heron Road intersection), stop #7191 (located on the east side of Lamira Street, approximately 100m north of the Bank Street/Lamira Street intersection), stop #7192

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(located on the west side of Lamira Street, approximately 155m north of the Bank Street/Lamira Street intersection), stop #8291 (located on the north side of Belanger Avenue, approximately 30m west of the Bank Street/Lamira Street intersection), stop #8469 (located on the east side of Bank Street, approximately 60m north of the Bank Street/Randall Avenue intersection), stop #8302 (located on the west side of Bank Street, approximately 45m south of the Bank Street/Lamira Street/Belanger Avenue intersection), stop #4101 (located on the west side of Bank Street, approximately 15m south of the Bank Street/Randall Avenue intersection), and stop #4104 (located on the east side of Bank Street, approximately 70m north of the Bank Street/Heron Road intersection).

These bus stop locations are shown in Figure 2.

Figure 2: OC Transpo Bus Stop Locations

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Bus stops #4103, #4102, #4104, #8469, #8302 and #4101 serve OC Transpo Route 6, stops #8286, #8291 and #1166 serve OC Transpo Route 112, and stops #7191 and #7192 serve OC Transpo Route 48.

OC Transpo Route 6 travels from Greenboro Transit Station to Rockliffe. It operates seven days a week, with all day service.

OC Transpo Route 112 travels from Billings Bridge Transitway Station to Elmvale Transit Station. It operates seven days a week, with all day service.

OC Transpo Route 48 travels from Hurdman Transit Station to Elmvale Transit Station. It operates seven days a week, with all day service.

OC Transpo Route information is included in Appendix C.

4.1.6 Existing Area Traffic Management Measures

Eastbound through movements are banned at the Bank Street/Lamira Street/Belanger Avenue intersection between 3:30 PM and 5:30 PM Monday through Friday, with the exception of cyclists. Westbound through movements are banned at the Bank Street/Lamira Street/Belanger Avenue intersection between 7:00 AM and 9:00 AM Monday through Friday, with the exception of cyclists.

Westbound left turns are banned at the Bank Street/Randall Avenue intersection.

A red light camera has been installed at the Bank Street/Heron Road intersection.

Currently, there are no other existing Area Traffic Management (ATM) measures within the study area.

4.1.7 Existing Traffic Volumes

Weekday counts were obtained by the City of Ottawa at the study area intersections to determine the existing pedestrian, cyclist and vehicular traffic volumes. A Saturday count was obtained from the City of Ottawa for the Bank Street/Heron Road intersection, and Saturday counts were coordinated by Novatech at the Bank Street/Randall Avenue, Bank Street/Evans Boulevard, and Bank Street/Lamira Street/Belanger Avenue intersection. The traffic counts were completed on the following dates:

• Bank Street/Heron Road August 3, 2016 (weekday) • Bank Street/Heron Road May 30, 2016 (Saturday) • Bank Street/Evans Boulevard April 25, 2017 (weekday) • Bank Street/Evans Boulevard October 13, 2018 (Saturday) • Bank Street/Randall Avenue July 30, 2015 (weekday) • Bank Street/Randall Avenue October 13, 2018 (Saturday) • Bank Street/Lamira Street/Belanger Avenue January 28, 2015 (weekday) • Bank Street/Lamira Street/Belanger Avenue October 13, 2018 (Saturday)

Existing traffic volumes along the study area roadways are shown in Figure 3. Peak hour summary sheets of the above traffic counts are included in Appendix D.

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Figure 3: Existing Traffic Volumes

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4.1.8 Collision Records

Historical collision data from the last five years was obtained from the City’s Public Works and Service Department for the study area intersections. Copies of the collision summary reports are included in Appendix E.

The collision data has been evaluated to determine if there are any identifiable collision patterns. Table 1 summarizes the number of collisions at each intersection from January 1, 2013 to December 31, 2017.

Table 1: Reported Collisions Number of Reported Intersection Collisions Bank Street/Evans Boulevard 3 Bank Street/Randall Avenue 11 Bank Street/Lamira Street/Belanger Avenue 36 Bank Street/Heron Road 118

Bank Street/Evans Boulevard A total of three collisions were reported at this intersection over the last five years. All of the collisions were angle impacts. Two caused injuries, but none caused fatalities. One occurred between a cyclist and a motor vehicle. Of the total three collisions, two occurred in wet conditions and one occurred in clear conditions.

Bank Street/Randall Avenue A total of eleven collisions were reported at this intersection over the last five years, of which there were six rear end impacts, two turning movement impacts, one sideswipe impact, one angle impact, and one other impact. Of the six rear end impacts, five occurred on the northbound approach, and one occurred on the southbound. Of the total eleven collisions, four caused injuries, but none caused fatalities. Two of the collisions involved northbound cyclists. Of the total eleven collisions, seven occurred in clear conditions, two in wet conditions, and two in snowy conditions.

Bank Street/Lamira Street/Belanger Avenue A total of thirty-six collisions were reported at this intersection over the last five years, of which there were sixteen rear end impacts, ten turning movement impacts, seven angle impacts, and three other impacts. Nine of the collisions caused injuries, but none caused fatalities. One collision involved a pedestrian. Of the total thirty-six collisions, twenty-eight occurred in clear conditions, five occurred in wet conditions, and three occurred in snowy conditions.

Of the sixteen rear end impacts, twelve occurred on the northbound approach, two occurred on the westbound approach, and two occurred on the southbound approach. Of the sixteen rear end impacts, eleven occurred in clear conditions, three occurred in wet conditions, and two occurred in snowy conditions. Of the twelve rear end impacts occurring on the northbound approach, nine involved vehicles going straight through, and three involved vehicles turning right. The high frequency of rear end impacts on the northbound through movement could be attributed to the driveways in the area.

Novatech Page 10 Transportation Impact Assessment 1545 Bank Street

Of the ten turning movement impacts, seven involved southbound left turning vehicles, two involved northbound left turning vehicles, and one involved a southbound vehicle making an illegal U-turn. Of the ten turning movement impacts, six occurred in wet conditions, three occurred in clear conditions, and one occurred in snowy conditions.

Of the seven angle impacts, four involved a northbound vehicle going ahead and a westbound turning vehicle, and three involved eastbound turning vehicles and southbound vehicles going ahead. Of the seven angle impacts, five occurred in clear conditions, one occurred in snowy conditions, and one occurred in wet conditions.

Of the three “other” impacts, one involved southbound vehicle turning right and a pedestrian, one involved an eastbound municipal transit bus turning left, and one involved debris having fallen from a pick-up truck.

Bank Street/Heron Road A total of 118 collisions were reported at this intersection over the last five years, of which there were 65 rear end impacts, 26 sideswipe impacts, 14 turning movement impacts, 7 angle impacts, and 6 other impacts. 18 of the collisions caused injuries, but none caused fatalities. Of the total 118 collisions, 86 occurred in clear conditions, 24 in wet conditions, and 8 in snowy/icy conditions. Two of the collisions involved pedestrians.

Of the total 65 rear end collisions, 22 occurred on the northbound approach, 21 occurred on the southbound approach, 16 occurred on the eastbound approach, and 6 occurred on the westbound approach. Of the total 65 rear end collisions, 47 occurred in clear conditions, 12 in wet conditions, and 6 in snowy/icy conditions. 8 of the 65 rear end collisions caused injuries, but none caused fatalities.

Of the 22 rear end collisions that occurred on the northbound approach, 17 involved vehicles travelling straight through and 5 involved vehicles making a left turn. The high frequency of rear end collisions on the northbound through movement could be attributed to the high volume of traffic in the area, and the number of driveways in the northbound direction within the vicinity of the intersection.

Of the 21 rear end collisions that occurred on the southbound approach, 17 involved vehicles travelling straight through, 3 involved vehicles making a left turn, and 1 involved vehicles making a right turn. The high frequency of rear end collisions on the southbound through movement could be attributed to the high volume of traffic in the area, and the number of driveways in the southbound direction within the vicinity of the intersection.

Of the 16 rear end collisions that occurred on the eastbound approach, 8 involved vehicles travelling straight through, and 8 involved vehicles making a right turn. The high frequency of rear end collisions could be attributed to the high volume of traffic in the area, the driveways located within the right turn lane of the intersection, and the OC Transpo layby in the merge taper of the channelized right turn.

Of the 6 rear end collisions that occurred on the westbound approach, 4 involved vehicles travelling straight through, 1 was attributed to vehicles making a left turn, and 1 involved vehicles making a right turn.

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Of the total 26 sideswipe impacts, 11 occurred on the northbound approach, 8 occurred on the southbound approach, 4 occurred on the eastbound approach, and 3 occurred on the westbound approach. None of the sideswipe impacts caused injuries. Of the total 26 sideswipe impacts, 21 occurred in clear conditions, and 5 occurred in wet conditions. The high frequency of sideswipe impacts on the northbound and southbound approaches could be attributed to the high volume of traffic in the area.

Of the total 14 turning movement impacts, 9 involved westbound vehicles making a left turn, 3 involved eastbound vehicles making a left turn, one involved a southbound left turning vehicle, and one involved a northbound left turning vehicle. The high proportion of westbound left turning vehicles could be attributed to the fact that there is no protected left turn phase for this approach, however the north and south approaches have fully protected left turn phases, and the eastbound approach has a protected and permitted left turn phase. Of the total 14 turning movement impacts, 10 occurred in clear conditions, 3 in wet conditions, and 1 in snowy conditions. Three of the turning movement impacts caused injuries, but none cause fatalities.

Of the total 7 angle impacts, 4 occurred between northbound and eastbound vehicles, 2 occurred between northbound and westbound vehicles, and 1 occurred between southbound and westbound vehicles. Four of the angle impacts caused injuries, but none caused fatalities. Of the total 7 angle impacts, 4 occurred in clear conditions and 3 occurred in wet conditions.

4.2 Planned Conditions

The first phase of construction of the Bank Street Renewal Project is budgeted to start in 2021 for the area between Riverside Drive to Heron Road. Key elements of the functional design include cycle tracks, widened sidewalks, additional medians and the removal of the two way left turn lane in select locations, revised intersection designs, and new traffic control signals. The functional design of the Bank Street Renewal Project can be found in Appendix F. A review of the proposed changes to the study area intersections is as follows:

Bank Street/Heron Road

• Removal of the right turn channel/island on southwest and northwest corners • Conversion of the right turn channel/island on the southeast corner to a smart channel • Addition of a second southbound left turn lane • Removal of northbound bus lay-by lane • Cycle tracks along Bank Street to tie into planned Heron Road cycling facilities • Westbound: one bus lane • Standard crosswalks and cross-rides are provided on all legs of the intersection

Bank Street/Evans Boulevard

• Cycle tracks along Bank Street • Removal of bus lay-by lanes • Accesses along Bank Street to the property at 1545 Bank Street to be closed • A standard crosswalk and a cross-ride is provided to cross Evans Boulevard

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Bank Street/New Signalized Access to Blue Heron Mall

• New signalized intersection • Removal of existing two-way left turn median along Bank Street • Closure of one access to 1515 Bank Street • Closing of existing signalized pedestrian crossing and of existing entrance to Blue Heron Mall (Farmboy access) • Cycle tracks along Bank Street • Northbound/Southbound: one left turn lane, two through lanes • Eastbound/Westbound: one shared left/through/right lane • Standard crosswalks and cross-rides are provided on all legs of the intersection

Bank Street/Randall Avenue

• Cycle tracks along Bank Street • Addition of a median on Randall Avenue • Standard crosswalks and cross-rides are provided on all legs of the intersection

Bank Street/Lamira Street/Belanger Avenue

• Cycle tracks along Bank Street • Removal of channel/island at northeast corner • Removal of northbound bus lay-by lane • Westbound: one shared left/through lane, one right turn lane (no longer channelized) • Standard crosswalks and cross-rides are provided on all legs of the intersection

The Ottawa Cycling Plan identifies a segregated bike facility to be implemented on Heron Road, from Data Centre Road to Alta Vista Drive, as part of Phase 1 (2013-2019) project of the 2031 Affordable Cycling Network.

Bank Street between Billings Bridge Transit Station and Hunt Club Road is identified as having isolated transit priority measures in the 2031 Network Concept, however this project is not included in the Affordable Network.

Heron Road between Data Center Road and Walkley Road is identified as having Bus Rapid Transit (BRT) with at-grade crossings in the 2031 Network Concept, however it is not included in the Affordable Network.

Other development in the study area likely to occur within this study’s horizon year include: • The 343-unit residential complex located at 1161 Heron Road; • The medical/office building located at 1637 Bank Street; and • The retail/office/training area building located at 1625/1629 Bank Street.

4.3 Study Area and Time Periods

A boundary street review will be conducted for Bank Street and Evans Boulevard. The study area intersections include the proposed access along Evans Boulevard and the signalized

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intersections at Bank Street/Heron Road, Bank Street/Randall Avenue, Bank Street/Lamira Street/Belanger Avenue, and the planned signalized intersection at Bank Street/Blue Heron Mall.

The selected time periods for the analysis are the weekday AM and PM peak hours, and Saturday peak hour, as they represent the ‘worst case’ combination of site generated traffic and adjacent street traffic. Parking requirements will also be reviewed for the subject site. Analysis will be completed for the 2020 build-out year and 2025 horizon year.

4.4 Exemptions Review This module reviews possible exemptions from the final TIA, as outlined in the TIA Guidelines. The applicable exemptions for this site are shown in Table 2.

Table 2: TIA Exemptions Exemption Module Element Exemption Criteria Applies Design Review Component 4.1.2 Not Circulation and • Only required for site plans 4.1 Exempt Access Development 4.1.3 Design New Street • Only required for plans of subdivision Exempt Networks 4.2.1 Not • Only required for site plans Parking Supply Exempt 4.2 Parking 4.2.2 • Only required for site plans where Spillover parking supply is 15% below Exempt Parking unconstrained demand Network Impact Component 4.5 • Not required for site plans expected to Transportation Not All elements have fewer than 60 employees and/or Demand Exempt‡ students on location at any given time Management 4.6 • Only required when the development 4.6.1 Neighbourhood relies on local or collector streets for Not Adjacent Traffic access and total volumes exceed ATM Exempt Neighbourhoods Management capacity thresholds • Only required when proposed 4.8 development generates more than 200 Network All elements person-trips during the peak hour in Exempt Concept excess of the equivalent volume permitted by the established zoning

The Transportation Demand Management module is not required for the ground floor restaurant based on the criteria presented in Table 2. A review of this module for the residential land use will be included in this report.

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5.0 FORECASTING

5.1 Development-Generated Traffic

5.1.1 Trip Generation

The proposed development, consisting of a eight-storey mixed use building, will provide 140 residential units and 287 square meters (3089 square feet) of ground floor retail, intended for restaurant uses.

Residential trips have been estimated by using two different methods below for comparison.

For the first method, trips generated by the residential units have been estimated using the recommended rates from the TRANS Trip Generation Manual, prepared in 2009 by McCormick Rankin Corporation. This is the City’s preferred method for residential rates. The vehicle trip generation rates, taken from Table 3.18 in the report, correspond to Mid-Rise Apartment buildings, in the Urban Area. The directional split between inbound and outbound trips is based on the blended splits presented in Table 3.17 of the report. As there are no rates identified for the Saturday peak hour in the TRANS report, the ITE Trip Generation Manual, 10th Edition has been used to identify a ratio of Saturday trips to PM trips. It was found that the Saturday trips and PM trips had the same average ITE rate. Therefore, the total vehicle trips calculated during the PM peak hour were assumed to be equal to the total vehicle trips during the Saturday peak hour. The directional split between inbound and outbound trips for the Saturday peak hour is based on the splits identified in the Trip Generation Manual.

The estimated number of trips generated by the apartment building using TRANS rates is shown in Table 3.

Table 3: Residential Vehicle Trips Using TRANS Rates TRANS AM Peak (VPH) PM Peak (VPH) Sat Peak (VPH) Land Use Units Rates IN OUT TOT IN OUT TOT IN OUT TOT Mid-Rise AM: 0.24 8 26 24 15 19 20 140 34 39 39 Apartments PM: 0.28 (24%) (77%) (62%) (39%) (49%) (51%)

The corresponding number of person trips generated by the apartment building is based on the modal shares presented in Table 3.13 of the TRANS report. Saturday auto shares were assumed to be consistent with the TRANS rates identified for the PM peak hour.

The estimated number of person trips generated is shown in Table 4.

Table 4: Residential Person Trips Using TRANS Rates TRANS Auto AM Peak (PPH) PM Peak (PPH) Sat Peak (PPH) Land Use Share IN OUT TOT IN OUT TOT IN OUT TOT AM: 37% Apartment 22 70 92 60 38 98 48 50 98 PM: 40%

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From the previous table, the apartment is estimated to generate 92 trips in the AM peak, 98 trips in the PM peak, and 98 trips in the Saturday peak, using the TRANS rates.

For the second method, trips generated by the apartment building have been estimated using recommended rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition. Land use code 221 for mid-rise multifamily housing was used. Person Trips were calculated using an ITE Trip to Person Trip factor of 1.28, consistent with the TIA Guidelines. The estimated number of person trips generated by the apartment building using ITE rates is shown in Table 5.

Table 5: Residential Person Trips Using ITE Rates ITE AM Peak (PPH) PM Peak (PPH) Sat Peak (PPH) Land Use Units Code IN OUT TOT IN OUT TOT IN OUT TOT Multifamily Housing (Mid- 221 140 16 45 61 48 30 78 41 43 84 Rise)

From the previous table, the apartment is estimated to generate 61 person trips in the AM peak, 78 trips in the PM peak, and 84 trips in the Saturday peak, using ITE rates.

Based on the foregoing, the TRANS rates are approximately 30% higher than the ITE rates during the AM peak hour. The TRANS rates are based on local data from 2009, using Origin-Destination survey data from 2005, and have a smaller sample size. The person trip conversion has not been as thoroughly tested as the conversion of ITE rates using a person trip adjustment factor of 1.28. However, in the interest of making a conservative estimate of the traffic impact associated with the development, and as it will not likely have a significant impact on results, TRANS rates have been carried forward in this analysis.

Trips generated by the first-floor restaurant uses were calculated by using land use code 932 for a High-Turnover (Sit-Down) Restaurant in the ITE Trip Generation Manual, 10th Edition. Person Trips were calculated using an ITE Trip to Person Trip factor of 1.28, consistent with the TIA Guidelines. The Person Trips generated by the proposed first floor restaurant are summarized in Table 6.

Table 6: Restaurant Person Trips Using ITE Rates ITE AM Peak (PPH) PM Peak (PPH) Sat Peak (PPH) Land Use GFA Code IN OUT TOT IN OUT TOT IN OUT TOT 3089 Restaurant 932 21 18 39 24 15 39 22 22 44 ft2

The modal shares for the proposed development are anticipated to be consistent with the modal shares outlined in the 2011 TRANS O-D Survey Report, specific to the Alta Vista region. The modal share values applied to the trips generated by the apartment are based on all observed trips from/within the Alta Vista region in the AM peak period and all observed trips to/within Alta Vista in the PM peak period. The modal share values applied to the trips generated by the first-

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floor restaurant are based on all observed trips within the Alta Vista region during the peak hours. A full breakdown of the projected person trips by modal share are shown in Table 7.

Table 7: Person Trips by Modal Share Modal AM Peak PM Peak Saturday Travel Mode Share IN OUT TOT IN OUT TOT IN OUT TOT Proposed Development Mid-Rise Apartment 22 70 92 60 38 98 48 50 98 Auto Driver 55% 12 39 51 34 20 54 26 28 54 Auto Passenger 15% 4 10 14 8 6 14 7 7 14 Transit 20% 4 14 18 12 8 20 10 10 20 Non-Auto 10% 2 7 9 6 4 10 5 5 10 Ground Floor Restaurant 21 18 39 24 15 39 22 22 44 Auto Driver 50% 11 9 20 12 8 20 11 11 22 Auto Passenger 20% 4 4 8 5 3 8 5 4 9 Transit 10% 2 1 3 2 1 3 2 2 4 Non-Auto 20% 4 4 8 5 3 8 4 5 9 Auto Driver (Total) 23 48 71 46 28 74 37 39 76 Auto Passenger (Total) 8 19 22 13 9 22 12 11 23 Transit (Total) 6 15 21 14 9 23 12 12 24 Non-Auto (Total) 6 11 17 11 7 18 9 10 19

From the previous table, the proposed development is projected to generate an additional 71 vehicle trips during the AM peak hour, 74 vehicle trips during the PM peak hour, and 76 vehicle trips during the Saturday peak hour.

The commercial land use is expected to generate two types of external peak hour trips: primary and pass-by trips. Primary trips are made for the specific purpose of visiting the site, and pass-by trips are made as intermediate stops on the way to another destination. Peak hour pass-by trips have been estimated based on a pass-by rate of 43%. The ITE Trip Generation Handbook identifies this percentage as an average rate for the High Turnover Restaurant (land use 932). The pass-by trips generated by the development are part of the observed background traffic and do not constitute new trips on the adjacent road network. The primary and pass-by trip generation for the development is summarized in Table 8.

Table 8: Primary and Pass-By Trips (Restaurant) AM Peak PM Peak Sat Peak Travel Mode IN OUT TOT IN OUT TOT IN OUT TOT Ground Floor Restaurant Trips Auto Driver Trips 11 9 20 12 8 20 11 11 22 Pass-by 4 4 8 4 4 8 5 5 10 Primary 7 5 12 8 4 12 6 6 12

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Due to the nature of the proposed land uses of the development, it is possible that some of the total volume of site-generated trips will be internally captured within the site (i.e., tenants from the apartments that frequent the restaurant). With respect to the adjacent road network, this would result in only a single vehicle entering and leaving the site. However, in the interest of making a conservative estimate of the likely traffic impact associated with the development, the possibility of traffic being internally captured has been ignored. The analysis presented in this study assumes that all trips generated by the proposed development are ‘external’ trips.

5.1.2 Trip Distribution

The assumed distribution of trips generated by the proposed development has been derived from existing commuter traffic patterns on the roadways within the study area. The distribution can be described as follows:

• 30% to/from the north via Bank Street • 30% to/from the south via Bank Street • 20% to/from the east via Heron Road • 20% to/from the west via Heron Road

Of the 20% of residential trips arriving from the east, 10% have been assigned to Evans Boulevard and 10% have been assigned to Bank Street. Of the 20% of trips departing to the west, 10% have been assigned to Evans Boulevard, and 10% have been assigned to Bank Street.

Pass-by trips for the restaurant have been distributed based on existing patterns along the area roadways. Trips generated by the restaurant have been assigned to the local road network, as there is no proposed restaurant parking on-site.

Primary trips generated by the proposed apartments and restaurant can be found in Figures 4 and 5, respectively. Pass-by trips can be found in Figure 6. Total site generated traffic figures can be found in Figure 6.

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Figure 4: Apartment Generated Trips

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Figure 5: Primary Restaurant Generated Trips

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Figure 6: Pass-by Trips

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Figure 7: Total Site Generated Traffic Volumes

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5.2 Background Traffic

5.2.1 General Background Growth Rate

The City of Ottawa’s long-range TRANS model shows little to no growth in the study area. Screenshots from the long-range model can be found in Appendix D.

A comparison of 2014 peak hour traffic count data with 2016 peak hour traffic count data at the Bank Street/Heron Road intersection was completed in order to determine background traffic growth. It was found that the traffic volumes along Bank Street and Heron Road have decreased from 2014 to 2016.

Based on the foregoing, and the fact that the surrounding community is essentially built out and the other study area development will be accounted for separately, no background growth rate has been applied to any of the study area roadways.

5.2.2 Other Area Development

Other development in the study area likely to occur within this study’s horizon year include:

• The 343-unit residential complex located at 1161 Heron Road which is anticipated to have full occupancy by 2020. A transportation impact study was written in 2016 by D.J. Halpenny & Associates Ltd. in support of this development. Site generated traffic from this development has been added to the 2020 background traffic. Site generated traffic figures from the 2016 TIS can be found in Appendix G. Saturday trips generated by this development have been estimated using the ITE Trip Generation Manual and have been distributed to the road network in a manner consistent with the 2016 TIS.

• The four-storey medical office building located at 1637 Bank Street. A Transportation Overview was written in 2015 by D.J. Halpenny & Associates Ltd. in support of this development. As the build out year was 2017, the site generated traffic will not have been present on the road network at the time of the weekday traffic counts. Site generated traffic from this development has been added to the 2020 background traffic. Site generated traffic figures from the 2015 Transportation Overview can be found in Appendix G.

• The mixed-use two storey building located at 1625/1629 Bank Street. The first floor will be used as retail and the second floor as office space and a training area for athletic instruction. A Transportation Brief was written in 2016 by D.J. Halpenny & Associates Ltd. in support of this development. As the build out year was to be 2017, the site generated traffic will not have been present on the road network at the time of the weekday traffic counts. Site generated traffic from this development has been added to 2020 background traffic. Site generated traffic figures from the 2016 Transportation Brief can be found in Appendix G.

Traffic generated by other study area developments are shown in Figure 5.

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Figure 8: Other Study Area Developments - Traffic Volumes

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Traffic volumes at the planned signalized intersection of Bank Street/Blue Heron Mall have been estimated based on a traffic count from June 6, 2017 obtained from the City and data from the ITE Trip Generation Manual, 10th Edition.

A miovision camera captured weekday turning movements at the current unsignalized main access to the Blue Heron Mall. Peak hour summary sheets of this traffic count can be found in Appendix D. As there was no data available for Saturdays, the ITE Trip Generation Manual has been used to identify a ratio of Saturday trips to PM trips. By using land use code 820 (Shopping Centre), it was found that the Saturday peak hour trips are approximately 1.18 times the PM peak hour trips. This factor has been applied to all turning movements entering and exiting the Blue Heron Mall in order to estimate the Saturday peak hour trips.

Trips generated by the retail plaza at 1525 Bank Street have been estimated using data from the ITE Trip Generation Manual, 10th Edition for land use code 820 (Shopping Center). The Gross Leasable Area (GLA) for the retail plaza (1525 Bank Street) was estimated using the GeoOttawa tool.

Based on GeoOttawa measurements, the retail plaza at 1525 Bank Street has a GFA of 14,100 square feet based on GeoOttawa measurements. The projected person trips generated at the future Blue Heron Mall intersection by the retail plaza at 1525 Bank Street are summarized in Table 9.

Table 9: Person Trips – 1525 Bank Street ITE AM Peak (PPH) PM Peak (PPH) Sat (PPH) Land Use GLA Code IN OUT TOT IN OUT TOT IN OUT TOT New Signalized Intersection – Blue Heron Mall Retail Plaza 14,100 820 10 7 17 78 85 163 87 81 168 (1525 Bank Street) ft2

The modal shares for the trips at the new Blue Heron Mall signal are anticipated to be consistent with the modal shares outlined in the 2011 TRANS O-D Survey Report, specific to the Alta Vista region. The modal share values applied to all trips generated by the retail plaza at 1525 Bank Street are based on all observed trips within the Alta Vista district during the peak hours. A full breakdown of the projected person trips by modal share are shown in Table 10.

Table 10: Person Trips by Modal Share - Blue Heron Mall Modal AM Peak PM Peak Saturday Travel Mode Share IN OUT TOT IN OUT TOT IN OUT TOT New Signalized Intersection - Blue Heron Mall 1525 Bank Street Person Trips 10 7 17 78 85 163 87 81 168 Auto Driver 50% 5 4 9 40 44 86 44 42 86 Auto Passenger 20% 2 1 3 16 17 33 17 16 33 Transit 10% 1 1 2 6 7 13 9 7 16 Non-Auto 20% 2 1 3 16 17 33 17 16 33

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have been estimated based on a pass-by rate of 34%. The ITE Trip Generation Handbook identifies this percentage as an average rate for the Shopping Center (land use 820). The primary and pass-by trip generation for 1525 Bank Street is summarized in Table 11.

Table 11: Primary and Pass-By Trips (Blue Heron Mall) AM Peak PM Peak Sat Peak Travel Mode IN OUT TOT IN OUT TOT IN OUT TOT 1525 Bank Street Auto Driver Trips 5 4 9 40 44 86 44 42 86 Pass-by 1 1 2 15 15 30 15 15 30 Primary 4 3 7 25 29 54 29 27 56

Trips generated by the 1525 Bank Street retail plaza at the new Bank Street/Blue Heron Mall intersection have been distributed to the intersection based on the AADT along Bank Street. Trip distribution for the new Bank Street/Blue Heron Mall intersection is as follows:

• 50% to/from the north via Bank Street • 50% to/from the south via Bank Street

Following the Bank Street Renewal project, the Blue Heron Mall will have three site accesses: the main full movement access which will be signalized, a service/employee access to the north which will be restricted to right-in-right-out functionality, and a secondary full movement access to the south via Evans Avenue.

The service/employee access is currently full movement. To account for the loss of the left-in and left-out movements at this access, the observed left-in and left-out movements at the main signalized access to the Blue Heron Mall have been increased by one third in the 2025 horizon year.

Background traffic figures for the 2020 build out and 2025 horizon year can be found in Figures 9 and 10. Total traffic volumes for the 2020 build out year and 2025 horizon year can be found in Figures 11 and 12.

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Figure 9: 2020 Background Traffic Volumes

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Figure 10: 2025 Background Traffic Volumes

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Figure 11: 2020 Total Traffic Volumes

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Figure 12: 2025 Total Traffic Volumes

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6.0 ANALYSIS

6.1 Development Design

6.1.1 Design for Sustainable Modes

Pedestrian facilities will be provided between the building entrances and the landscaped area to the rear of the building. Additionally, pedestrian facilities will connect the building to the existing sidewalk along Bank Street and Evans Boulevard. The ground-floor restaurant uses will be oriented towards and have direct pedestrian access from Bank Street and Evans Boulevard, while the residential units will occupy all upper-storeys as well as the rear portion of the ground-floor facing the courtyard area.

The nearest bus stops to the subject site are described in section 4.1.5.

OC Transpo’s service design guideline for peak period service is to provide service within a five minute (400m) walk of the home, school and work location of 95% of urban residents. The actual walking distance from the proposed apartment building main entrance to the nearest bus stops was measured. Stop #4103 is immediately in front of the north Bank Street retail building entrance, stop #4102 is a 190m walk (measured using the nearest legal crosswalk/pedestrian signal), stop #8286 is a 230m walk, and stop #1166 is a 250m walk.

Based on the foregoing, there are several transit stops (serving routes 6 and 112) within the required 400m walk radius.

Bicycle parking for the proposed development will be in accordance with the minimum requirement of the City’s Zoning By-law (ZBL), as described in section 6.2.

A review of the Transportation Demand Management (TDM) – Supportive Development Design and Infrastructure Checklist has been conducted. A copy of the TDM checklist is included in Appendix H. All required TDM-supportive development design measures in the TDM checklist are met.

6.1.2 Circulation and Access

The proposed development will be served by one all-movement access along Evans Boulevard. Access to the parking structure is proposed via a driveway ramp from Evans Boulevard. The separation distance between the proposed access and the Bank Street and Evans Boulevard intersection has been maximized in order to ensure safe vehicular movement.

Garbage is stored in the first level of the underground parking garage. It will be rolled up the ramp and collected curbside along Evans Boulevard.

The proposed fire route is curbside along Bank Street and Evans Boulevard.

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6.2 Parking

The subject site is located in Area Y on Schedule 1A of the City of Ottawa’s ZBL. Minimum vehicular and bicycle parking rates for the proposed uses are identified in the ZBL and are summarized in the following table.

Table 12: Parking Requirements Land Use Rate GFA/Units Requirement Vehicle Parking Dwelling, Mid-Rise 0.5 per dwelling unit1,2 57 140 units Apartment 0.1 visitor space per dwelling unit3 13 visitor Restaurant 5 per 100m2 of GFA4 197m2 0 Bicycle Parking Apartment Building 0.5 per dwelling unit 140 units 70 Restaurant 1 per 250m2 of GFA 197m2 0 1: within Area Y, where a residential use is located within a building of five or more storeys, no off-street motor vehicle parking is required to be provided under this section for the first twelve residential units 2: allowable 10% reduction for parking below grade 3: within Area Y, no visitor parking spaces are required for the first twelve dwelling units on a lot. 4: within Area Y, where a non-residential use is located partly or entirely on the ground floor or in basement: in the case of a restaurant with a GFA of 350 square metres of less, no off-street motor vehicle parking is required to be provided.

Based on the foregoing, the 58 residential and 13 visitor spaces provided meet the minimum requirements of the ZBL. The 70 proposed bicycle parking spaces provided also meet the requirements of the ZBL. All parking spaces will be provided below-grade, within two levels of underground parking.

As there is no proposed restaurant parking, a review of the available street parking within the immediate vicinity (within a 400m walking distance) of the subject site was conducted. The area reviewed is shown in Figure 13.

Figure 13: On-Street Parking

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The supply of legal parking spaces was determined in accordance with criteria supplied by the City of Ottawa’s Traffic and Parking By-law No. 2017-301, with the following regulations being employed:

Parking Space Size: Parking Space: 5.5 metres (length)

Distance From: Fire Hydrant: 3.0 metres Private Driveway 1.5 metres Intersection 9.0 metres Bus Stop (approaching) 34.0 metres Bus Stop (departing) 18.0 metres

With the above defined guidelines, a quantification of the existing on-street parking supply within the vicinity of the subejct site was then made. The following results were found:

Table 13: Existing On-Street Parking Supply Segment Legal Spaces East of Bank Street 8 (with time Evans Boulevard, South Side (Bank Street to Willowdale Avenue) restrictions) Evans Boulevard, South Side (Willowdale Avenue to Evans Place) 4 Evans Boulevard, North Side (Willowdale Avenue to Renfield Road) 9 Evans Boulevard, North Side (East of Renfield Road) 6 Evans Boulevard, South Side (East of Evans Place) 13 Evans Place 10 Willowdale Avenue, North Side (West of Renfield Road) 5 Willowdale Avenue, South Side (West of Renfield Road) 6 Willowdale Avenue, North Side (East of Renfield Road) 12 Willowdale Avenue, South Side (East of Renfield Road) 12 Renfield Road, East Side (Evans Boulevard to Willowdale Avenue) 8 Renfield Road, West Side (Evans Boulevard to Willowdale Avenue) 10 Renfield Road, East Side (Willowdale Avenue to Chattaway Avenue) 8 Renfield Road, West Side (Willowdale Avenue to Chattaway Avenue) 4 Wesmar Road, North Side 9 Wesmar Road, South Side 4 Chattaway Avenue, North Side 13 Chattaway Avenue, South Side 11 Total East of Bank Street 152 West of Bank Street Cecil Avenue, North Side 9 Cecil Avenue, South Side 17 Evans Avenue, South Side 9 Total West of Bank Street 35 Grand Total 187

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Based on the trip generation presented in Section 5.1.1, the proposed restaurant is anticipated to generate 20 trips in the AM peak, 20 trips in the PM peak, and 22 trips in the Saturday peak hour.

There is a total of 187 on-street parking spaces available (152 spaces east of Bank Street, and 35 spaces west of Bank Street) within a 5 minute (400m) walk of the site. Based on the City’s ZBL, the parking supply is adequate.

6.3 Boundary Streets

The City has prepared a complete streets concept for Bank Street as part of the Bank Street Renewal Project. As such, the boundary street MMLOS for Bank Street will not be assessed as part of this submission as it is not required.

This section provides a review of Evans Boulevard using complete streets principles. The Multi- Modal Level of Service (MMLOS) guidelines produced by IBI Group in 2015 were used to evaluate the LOS of the Evans Boulevard for each mode of transportation. Schedule ‘B’ of the City of Ottawa’s Official Plan indicates that the Evans Boulevard is in a ‘General Urban Area’. Target PLOS, BLOS, TLOS, TkLOS and Auto LOS for Evans Boulevard are based on the targets for General Urban Area, as identified in Exhibit 22 of the MMLOS guidelines. Since Evans Boulevard does not serve transit and it not a truck route, the transit level of service (TLOS) and truck level of service (TkLOS) have not been evaluated.

6.3.1 Pedestrian Level of Service (PLOS)

Exhibit 4 of the MMLOS guidelines has been used to evaluate the segment PLOS of the boundary roadways. Exhibit 22 of the MMLOS guidelines suggest a target PLOS C for all road classes within the General Urban Area (Evans Boulevard). The results of the segment PLOS analysis are summarized in Table 14.

Table 14: PLOS Segment Analysis Avg. Daily Presence of Sidewalk Boulevard Operating Segment Curb Lane On-Street Width Width Speed1 PLOS Traffic Volume Parking Evans Boulevard 0m 0m <3,000 vpd Yes 60km/h F 1. Operating Speed identified as 10 km/h above the speed limit 6.3.2 Bicycle Level of Service (BLOS)

Exhibit 11 of the MMLOS guidelines has been used to evaluate the segment BLOS of the boundary roadways. Exhibit 22 of the MMLOS guidelines suggest a target BLOS D for other routes on local roads in the General Urban Area (Evans Boulevard). The results of the segment BLOS analysis are in Table 15.

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Table 15: BLOS Segment Analysis Road Bike Type of Travel Centerline Operating Segment Class Route Bikeway Lanes Markings Speed BLOS Evans Boulevard Mixed Local Local 2 No 60km/h F Traffic

6.3.3 Vehicular Level of Service (Auto LOS)

Exhibit 22 of the MMLOS guidelines suggest a target Auto LOS D for all roadways within the General Urban Area (Evans Boulevard). The typical lane capacity along the study area roadways are based on the City’s guidelines for the TRANS Long-Range Transportation Model. The lane capacity along the boundary streets has been estimated based on roadway classification and general characteristics (i.e. suburban with limited access, urban with on-street parking, etc.). The results of the Auto LOS analysis are summarized in Table 16.

Table 16: Auto LOS Segment Analysis Traffic Volumes V/C Ratio and LOS Directional Direction AM PM Sat AM Peak PM Peak Sat Peak Capacity Peak Peak Peak V/C LOS V/C LOS V/C LOS Evans Boulevard EB 400 vph 18 43 41 0.05 A 0.11 A 0.10 A

WB 400 vph 66 34 26 0.17 A 0.09 A 0.07 A

6.3.4 Segment MMLOS Summary

Table 17 summarizes the findings of the MMLOS segment analysis.

Table 17: Segment MMLOS Summary Segment PLOS BLOS TLOS TkLOS Auto LOS

Evans Boulevard F F - - A

Target C D - - D

Evans Boulevard meets the target Auto LOS, however it does not meet the target PLOS or BLOS. Evans Boulevard does not serve transit or trucks, and as such it has not been evaluated for TLOS or TkLOS, as no targets are set for it.

Evans Boulevard is currently achieving a PLOS F. In order to meet the target PLOS C, a minimum 1.8m wide sidewalk would need to be provided along Evans Boulevard. Alternatively, Evans Boulevard could be redesigned as a ‘shared space’ with a design speed of 30km/h or lower. A 1.8m concrete sidewalk is proposed along the Evans Boulevard frontage of the subject site.

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Evans Boulevard is currently achieving a BLOS F. Exhibit 11 of the MMLOS guidelines suggests that mixed traffic is not appropriate for operating speeds above 50km/h. The Ontario Traffic Manual (OTM) Book 18 – Cycling Facilities has a Desirable Cycling Facility Pre-Selection Nomograph tool that can be used to assess urban and rural conditions. The nomograph is divided into three types of operating environment categories:

1. Shared Roadway (Blue) 2. Designated Cycling Operating Space (White) 3. Separated Facility or Alternate Routes (Red) Based on the AADT and the motor vehicle operating speed along Evans Boulevard, the results based on the nomograph, shown in Figure 14, suggest that mixed traffic is appropriate for Evans Boulevard. Based on the foregoing, no modifications to the cycling facilities are recommended along Evans Boulevard.

Figure 14: Desirable Cycling Facility Pre-Selection Nomograph

6.4 Access Intersections Design

The proposed development will be served by one all-movement access along Evans Boulevard.

Section 25 (c) of the City of Ottawa’s Private Approach By-Law identifies a requirement for two- way accesses to have a width no greater than 9m, as measured at the street line. Section 107 (1)(a) of the Zoning By-Law identifies a minimum width requirement of 6.7m for a two-way

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driveway to a parking lot, and a minimum width of 6.0m for a two-way driveway to a parking garage. The proposed access on Evans Boulevard is approximately 6.3m in width, measured at the property line, thereby meeting the requirements.

Section 25 (l) of the Private Approach By-Law identifies a requirement to provide a minimum distance of 18m at the street line between the private approach and the nearest intersecting street line. The access along Evans Boulevard is approximately 24m from the existing ROW of Bank Street, measured from the nearest edge of the access, and 19m from the road widening shown on the concept plan. Based on the spacing described, the minimum distance as outlined in the Private Approach By-Law is satisfied, and the driveway is located as far east as possible. The separation distance between the proposed access and the Bank Street and Evans Boulevard intersection has been maximized in order to ensure safe vehicular movement.

A review of the suggested minimum corner clearances to accesses at major intersections from the Transport Association of Canada (TAC) Geometric Design Guide for Canadian Roads was conducted. For an arterial road intersecting with a local road, with stop control at the cross road, a minimum clearance of 15m (from nearest edge to nearest edge) is suggested between the intersection and any access. Based on the proposed spacing of the access, this minimum requirement is satisfied.

Section 25 (o) of the Private Approach By-Law identifies a requirement to provide a minimum spacing of 3m between the nearest edge of the private approach and the property line, as measured at the street line. The minimum spacing may be reduced to 0.3 metres provided that the proposed access is located:

1. a safe distance from the access serving the adjacent property, 2. in such a manner that there are adequate sight lines for vehicles exiting the property, and 3. in such a manner that it does not create a traffic hazard.

The proposed access along Evans Boulevard is located 0.3m from the eastern property line, in order to ensure maximum separation distance from the Bank Street/Evans Boulevard intersection.

The access to the adjacent dental clinic to the east of the subject site is at the property line.

Intersection sight distance requirements at the site access has been determined using TAC Geometric Design Guide for Canadian Roads. The ISD for the access, for a design speed on Evans Boulevard of 60km/h, is as follows:

• Left Turn from Minor Road 130 metres • Right Turn from Minor Road 110 metres

Evans Boulevard has a slight horizontal curvature directly to the east of the proposed access. The available sight distance to the east from the access is approximately 200m and is acceptable. To the west of the proposed access, the Evans Boulevard/Bank Street intersection is within the sight distance.

A waiver of the private approach by-law will be required for the reduced offset from the property line.

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6.5 Transportation Demand Management

The TIA guidelines requires proponents of qualifying developments to assess the context, need and opportunity for transportation demand management (TDM) program measures at their development.

A review of the Transportation Demand Management (TDM) Measures Checklist has been conducted for the residential use. The TDM measures being proposed are:

• Display local area maps with walking/cycling access routes and key destinations at major entrances; • Display relevant transit schedules and route maps at entrances; • Unbundle parking cost from monthly rent; and • Provide a multi-modal travel option information package to new residents.

A copy of the TDM checklist for residential developments is included in Appendix H.

As the ground floor restaurant is not anticipated to have more than 60 employees on location at any given time, it has been exempted from this module.

6.6 Neighbourhood Traffic Management

The future total traffic volumes at the Bank Street/Evans Boulevard intersection indicate a two- way total of 150 vehicles will use Evans Boulevard during the AM peak hour, 146 during the PM peak hour, and 138 during the Saturday peak hour. The majority of the trips being added to Evans Boulevard are to/from Bank Street and the proposed access. The anticipated two-way totals along the residential portion of Evans Boulevard, to the east of the proposed access are: 109 vehicles in the AM peak, 102 vehicles in the PM peak, and 95 vehicles in the Saturday peak. The TIA guidelines suggest a threshold of 120 vehicles during the peak hour for a local roadway.

The weekday AM peak directional traffic volume along Evans Boulevard is anticipated to be 110 vehicles (westbound), the weekday PM peak directional traffic volume is anticipated to be 86 vehicles (eastbound), and the Saturday peak directional traffic volume is anticipated to be 75 vehicles (eastbound). The lane capacity along Evans Boulevard is estimated at 400 vehicles per hour per lane based on the City’s TRANS Long Range Transportation Model. Based on the foregoing, the v/c ratio is 0.28 in the AM peak, 0.22 in the PM peak, and 0.19 in the Saturday peak.

Based on the foregoing, there is sufficient local road capacity on Evans Boulevard to accommodate the site traffic.

6.7 Transit

Based on the trip generation presented in Section 5.1, the proposed development is anticipated to generate an additional 21 transit trips (6 in, 15 out) during the weekday AM peak hour, 23 transit trips (14 in, 9 out) during the weekday PM peak hour, and 24 transit trips (12 in, 12 out) during the Saturday peak hour.

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The majority of transit trips generated by the subject site are anticipated to be generated specifically by the residential land use. The distribution applied to the transit trips is summarized as follows:

• 30% to/from the north via Route 6 (stop #4103) • 30% to/from the south via Route 6 (stop #4102) • 20% to/from the east via Route 112 (stop #1166) • 20% to/from the west via Route 112 (stop #8286)

Applying these distribution percentages to the projected net transit trip volumes presented in Table 8 yields a net increase at the following transit stops:

AM Peak Hour • 7 passengers (5 boarding, 2 alighting) at stop #4103 • 7 passengers (5 boarding, 2 alighting) at stop #4102 • 3 passengers (2 boarding, 1 alighting) at stop #1166 • 4 passengers (3 boarding, 1 alighting) at stop #8286

PM Peak Hour • 7 passengers (3 boarding, 4 alighting) at stop #4103 • 7 passengers (3 boarding, 4 alighting) at stop #4102 • 4 passengers (3 boarding, 1 alighting) at stop #1166 • 5 passengers (2 boarding, 3 alighting) at stop #8286

Saturday Peak Hour • 8 passengers (4 boarding, 4 alighting) at stop #4103 • 8 passengers (4 boarding, 4 alighting) at stop #4102 • 4 passengers (2 boarding, 2 alighting) at stop #1166 • 4 passengers (2 boarding, 2 alighting) at stop #8286

Based on the projected increase in transit trip volumes due to the proposed development, no capacity problems are anticipated on any of the adjacent bus routes, or at any of the adjacent bus stops.

6.8 Intersection Design

6.8.1 Existing Intersection MMLOS Analysis

The City has prepared a complete streets concept for Bank Street as part of the Bank Street Renewal Project. As such, the intersection MMLOS for the study area intersections will not be assessed as part of this submission as it is not required.

6.8.2 2020 Background Intersection Operations

Intersection capacity analysis has been completed for the 2020 background traffic conditions. The analysis is based on the existing traffic control and lane configurations, prior to the Bank Street Renewal Project. The intersection parameters used in the analysis are consistent with the TIA

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guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0). The results of the Synchro analysis are summarized in the Table 18 for the weekday AM, PM and Saturday peak hours. Signal timing plans obtained from the City of Ottawa are included in Appendix I. Detailed Synchro reports are included in Appendix J.

Table 18: 2020 Background Intersection Operations AM Peak PM Peak SAT Peak Max. Max. Max. Intersection LO v/c or Mvmt v/c or LOS Mvmt v/c or LOS Mvmt S delay delay delay 2020 Background Traffic Bank Street/Heron 0.80 C NBL 1.03 F SBT 0.81 D WBT Road

Bank Street/Evans 12.0 11.4 11.6 B WB B WB B WB Boulevard sec. sec. sec.

Bank Street/Randall SBT/ 0.32 A NBT 0.34 A SBT 0.34 A Avenue NBT Bank Street/Lamira WBL/ Street/Belanger 0.69 B NBT 0.61 B 0.51 A NBT T Avenue

Under 2020 background traffic conditions, the Bank Street/Heron Road intersection is expected to operate with a v/c ratio of 1.03 in the PM peak, which corresponds to a LOS F. The critical movement is the southbound through movement, which is anticipated to generate a maximum queue length of 200m. The Bank Street/Heron Road and Bank Street/Evans Boulevard intersections are approximately 170m apart, measured from stop bar to nearest edge. It is anticipated that southbound queues from the Bank Street/Heron Road intersection will periodically block the Bank Street/Evans Avenue intersection in the PM and Saturday peak hours.

The westbound through movement at the Bank Street/Heron Road intersection is anticipated to operate with a v/c ratio of 0.93 in the PM peak, which corresponds to a LOS of E, and a maximum queue length of approximately 135m.

The required traffic reductions to yield an acceptable LOS D at the Bank Street/Heron Road intersection are:

• Removal of 120 southbound vehicles in the PM peak (approximately 15%) • Removal of 30 westbound vehicles in the PM peak (approximately 5%)

Several new projects are anticipated in the vicinity of the study area, which will help alleviate some of the north-south traffic along Bank Street and in turn free up intersection capacity at the Bank Street/Heron Road intersection. The O-Train extension from Hunt Club to Bowesville/Riverside South Town Center is identified in the TMP as part of the Affordable RTTP Network. The Airport Parkway is also scheduled to be widened from two to four lanes between 2020-2025 from Brookfield Road to Hunt Club Road (Phase 1) and will later be widened from Hunt Club Road to Lester Road (Phase 3) beyond 2031.

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Options to displace traffic at this intersection include:

• increased use of non-auto modes of transportation; • alternate time of travel for drivers using the corridor to make use to off-peak capacity; or • alternate routes for travel.

All other intersections are expected to operate with an acceptable LOS under 2020 background traffic conditions.

6.8.3 2025 Background Intersection Operations

Intersection capacity analysis has been completed for the 2025 background traffic conditions. The results of the Synchro analysis are summarized in Table 19 for the weekday AM, PM and Saturday peak hours. For the new signalized intersection at Bank Street/Blue Heron Mall, signal timing was developed using criteria from OTM Book 12. The analysis reflects the road modifications due to the Bank Street Renewal Project. Detailed Synchro reports are included in Appendix J.

Table 19: 2025 Background Intersection Operations AM Peak PM Peak SAT Peak Max. Max. Max. Intersection LO v/c or Mvmt v/c or LOS Mvmt v/c or LOS Mvmt S delay delay delay 2025 Background Traffic Bank Street/Heron 0.80 C NBL 1.03 F SBT 0.81 D WBT Road

Bank Street/Evans 12.0 11.1 11.4 B WB B WB B WB Boulevard sec. sec. sec.

Bank Street/Randall SBT/ 0.30 A NBT 0.34 A SBT 0.32 A Avenue NBT Bank Street/Lamira WBL/ Street/Belanger 0.60 A WBR 0.61 B 0.50 A NBT T Avenue Bank Street/Blue 0.38 A NBT 0.34 A SBT 0.40 A NBT Heron Mall

The Bank Street/Heron Road intersection is anticipated to operate under failing conditions under 2025 background conditions. These same deficiencies were noted in the 2020 background traffic scenario, with little or no change in capacity as a result of the Bank Street Renewal Project.

The maximum queuing length anticipated at the Bank Street/Blue Heron Mall intersection is approximately 65m in the northbound direction. There is no impact at the Bank Street/Evans Boulevard intersection anticipated due to the queues at this new signal.

All other intersections are expected to operate with an acceptable LOS under 2025 background traffic conditions.

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6.8.4 2020 Total Intersection Operations

Intersection capacity analysis has been completed for the 2020 total traffic conditions. The results of the Synchro analysis are summarized in Table 20 for the weekday AM, PM and Saturday peak hours. Detailed Synchro reports are included in Appendix J.

Table 20: 2020 Total Intersection Operations AM Peak PM Peak SAT Peak Max. Max. Max. Intersection LO v/c or Mvmt v/c or LOS Mvmt v/c or LOS Mvmt S delay delay delay 2020 Total Traffic Bank Street/Heron 0.80 C NBL 1.04 F SBT 0.81 D WBT Road Bank Street/Evans 14.3 12.7 13.6 B WB B WB B WB Boulevard sec. sec. sec. Bank Street/Randall 0.32 A NBT 0.35 A SBT 0.35 A NBT Avenue Bank Street/Lamira WBL/ Street/Belanger 0.70 B NBT 0.61 B 0.51 A NBT T Avenue Evans Boulevard 8.9 8.7 8.7 A SB A SB A SB Access sec. sec. sec.

Under 2020 total traffic conditions, the Bank Street/Heron Road intersection is expected to operate with a v/c ratio of 1.04, which corresponds to a LOS F. This deficiency was also observed under background traffic conditions, and the addition of site generated traffic will have a very minimal impact on this intersection.

The site access is anticipated to operated with a LOS of A and a maximum delay of 8.9 seconds under total traffic conditions.

The maximum westbound queuing length anticipated at the Bank Street/Evans Boulevard intersection is 6m in the AM peak. The spacing between the Bank Street/Evans Boulevard intersection and the site access is approximately 10m (measured from stop bar to nearest edge of access). The westbound queues at the Bank Street/Evans Boulevard intersection are not anticipated to block the access. Additionally, no significant eastbound queues entering the proposed access are anticipated given the low volume of traffic on Evans Boulevard.

All other intersections are expected to operate with an acceptable LOS under 2020 background traffic conditions.

Based on the foregoing, the addition of site generated traffic is not anticipated to have any major impacts on operating conditions of the study area intersections.

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6.8.5 2025 Total Intersection Operations

Intersection capacity analysis has been completed for the 2025 total traffic conditions. The results of the Synchro analysis are summarized in Table 21 for the weekday AM, PM and Saturday peak hours. Detailed Synchro reports are included in Appendix J.

Table 21: 2025 Total Intersection Operations AM Peak PM Peak SAT Peak Max. Max. Max. Intersection LO v/c or Mvmt v/c or LOS Mvmt v/c or LOS Mvmt S delay delay delay 2025 Total Traffic Bank Street/Heron 0.80 C NBL 1.04 F SBT 0.81 D WBT Road Bank Street/Evans 14.3 12.4 13.1 B WB B WB B WB Boulevard sec. sec. sec. Bank Street/Randall 0.31 A NBT 0.35 A SBT 0.33 A NBT Avenue Bank Street/Lamira WBL/ Street/Belanger 0.64 B NBT 0.61 B 0.50 A NBT T Avenue Bank Street/Blue 0.39 A NBT 0.35 A SBT 0.40 A NBT Heron Mall Evans Boulevard 8.9 8.7 8.7 A SB A SB A SB Access sec. sec. sec.

Under 2025 total traffic conditions, the Bank Street/Heron Road intersection is expected to operate with a v/c ratio of 1.04 in the PM peak, which corresponds to a LOS of F. The westbound through movement is anticipated to generate a maximum queue length of approximately 135m. This deficiency was also observed under background traffic conditions, and the addition of site generated traffic will have a very minimal impact on this intersection.

The site access is anticipated to operated with a LOS of A and a maximum delay of 8.9 seconds under total traffic conditions.

All other intersections are expected to operate with an acceptable LOS under 2025 total traffic conditions.

Based on the foregoing, the addition of site generated traffic is not anticipated to have any major impacts on operating conditions of the study area intersections.

7.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the foregoing, the conclusions and recommendations of this TIA can be summarized as follows:

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• All required TDM-supportive development design measures in the TDM checklist are met.

• Garbage is stored in the first level of the underground parking garage. It will be rolled up the ramp and collected curbside along Evans Boulevard.

• The proposed fire route is curbside along Bank Street and Evans Boulevard.

• There is no restaurant parking required as per the ZBL. There is a total of 187 on-street parking spaces available (152 spaces east of Bank Street, and 35 spaces west of Bank Street) within a 5 minute (400m) walk of the site. Based on the foregoing, the on-street parking supply is adequate.

Access Design • The proposed development will be served by one all-movement access along Evans Boulevard.

• A waiver of the private approach by-law will be required for the reduced offset from the property line. The proposed access along Evans Boulevard is located 0.3m from the

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eastern property line, in order to ensure maximum separation distance from the Bank Street/Evans Boulevard intersection. All other requirements of the City’s Private Approach By-law are met.

• As the ground floor restaurant is not anticipated to have more than 60 employees on location at any given time, it has been exempted from this module.

Neighbourhood Traffic Management • There is sufficient local road capacity on Evans Boulevard to accommodate the site traffic.

• No capacity problems are anticipated on any of the adjacent bus routes, or at any of the adjacent bus stops.

• All other intersections are expected to operate with an acceptable LOS under 2020 background traffic conditions.

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• All other intersections are expected to operate with an acceptable LOS under 2025 background traffic conditions.

• The site access is anticipated to operated with a LOS of A and a maximum delay of 8.9 seconds under total traffic conditions.

• The maximum westbound queuing length anticipated at the Bank Street/Evans Boulevard intersection is 6m in the AM peak. The spacing between the Bank Street/Evans Boulevard intersection and the site access is approximately 10m (measured from stop bar to nearest edge of access). The westbound queues at the Bank Street/Evans Boulevard intersection are not anticipated to block the access. Additionally, no significant eastbound queues entering the proposed access are anticipated given the low volume of traffic on Evans Boulevard.

• All other intersections are expected to operate with an acceptable LOS under 2020 background traffic conditions.

• Based on the foregoing, the addition of site generated traffic is not anticipated to have any major impacts on operating conditions of the study area intersections.

• The site access is anticipated to operated with a LOS of A and a maximum delay of 8.9 seconds under total traffic conditions.

• All other intersections are expected to operate with an acceptable LOS under 2025 total traffic conditions.

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APPENDIX A

Preliminary Site Plan

NOTE: THIS DRAWING IS THE PROPERTY OF THE ARCHITECT AND MAY NOT BE REPRODUCED OR USED WITHOUT THE EXPRESSED CONSENT OF THE ARCHITECT. THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND REPORT ANY 2 0 OMISSIONS OR DISCREPANCIES TO THE ARCHITECT BEFORE L O T PROCEEDING WITH THE WORK. 051015 m DO NOT SCALE THE DRAWINGS SCALE #1525 N G O R E J U N C T I O RELEASE / REVISION RECORD No. Description Date 1 Issued for Site Plan Control 18-10-18 ER LEGEND F GLOUCEST SHIP O PROPERTY LINE C TOWN (MH) MANHOLE, REFER RAPHI TO CIVIL DRAWINGS GEOG ZONING SETBACKS

P (CB) CATCH BASIN, REFER EX - 0243 ENTRANCE L N. 04148 TO CIVIL DRAWINGS AN P. I. N PA PR (LS) LIGHT STANDARD EXIT

R C O ELEVATION MARKER T T PR

1 4 5 I A 3726 5 PART 3 Inst. No. OT1 3 T ment Per 9 I Ease ) O PLAN 87 7 12 Concrete B( N -14834 PART 45.72 P1) I A 5R PROJECT INFORMATION PROJECT TEAM C E Curb s 85° 30' 00" 2) & Meas (N (P 1 C o p 45.71 n TY LINE 2 UP u h 287) PROPER 2 c IB(1 0 r a SS 65 b r l 2 7' 40" E 59 LEGAL DESCRIPTION: e t North 85° 3 T E .4 0.02 N 2.39 EASEMEN L 10 t 4 HYDRO e 6 East SP 34 a PROJECT NAME 1545 BANK STREET APARTMENT BUILDING 0.1 5R - 148 O BLOCK BLK A, PL 623; S/T OT13726 1.34 LAN LIMITS OF PARKING s OTTAWA / GLOUCESTER P 6 GARAGE BELOW e OWNER FES GROUP; 10773883 CANADA INC. O/H 2 2 PIN #: 041480218 Set PART 879 BOYD AVENUE ) & 2 T (P2 UP 6 GRADE m 0 ) 1.98GW ELECTRICAL 1 OTTAWA, ONTARIO, K2A 2E3 9 5 1 PAD MOUNTED N 3 1 e (1 52 N 3 ZONING: AM1 [1913] IB TRANSFORMER 53 5 P ARCHITECT CHMIEL ARCHITECTS

0 6 n A N 3

0 ° 109 BANK STREET, SUITE 200, 2

t 7 t .

0 3 4 e LP 2 N ° 3 I OTTAWA, ONTARIO, K1P 5N5

A . 6 0 P P RESIDENTIAL UNITS: 140 S .

N ' 3 LP = 1 ° 3 0 RETAIL UNITS: 3 67 4 6 A N 1 C & 4 0 4 ' 0 e NOVATECH

40" E 2 22 17 SETBACK 5 ° 4 0 ' ) 85°37 . = F HYDRO 2 " 240 MICHAEL COWPLAND DR., SUITE 200, N 3 7 EMERGENCY EXIT E LINE O 4 3 ' 0 r R .

1 AT 5 W ° 1 PROXIM 1 7 5 " 3.41 0 AP 0 OTTAWA, ONTARIO, K2M 1P6 4 . D DOOR AT GRADE 2 ' 0 W I T C 3 ( 2 4 n PLANNER & 7 1 " 0 S ' 3 0 W 1 CIVIL o 3 " s 4 S+A ENGINEERS i n 0 d R W t 1 1600 CARLING AVE, SUITE 530 c " 0 . P e = 0 4 9 OTTAWA, ONTARIO, K1Z 1G3 wa r W 5 L e 3 1 N MECHANICAL & 7 6 8 t 4 A 1 LANDSCAPEELECTRICAL 5 94 FARLEY, SMITH & DENIS SURVEYING LTD l e H o k . N - 190 COLONNADE ROAD, SUITE 10 2 0 Y 8 D . 0 0 2 OTTAWA, ONTARIO, K2E 7J5 6 R O N O 4 2 SURVEYOR E R- 4 2 T JAMES B. LENNOX & ASSOCIATES INC. ( A N 4 0 S 8 3332 CARLING AVE 0 1 ° 0 E 1 2 0 6 M 2 OTTAWA, ONTARIO K2H 5A8 0 70 3 8 4 89 E 7 ° 4 5 N 2 . 8 ROOF EMERGENCY 3 7 1 ' T 7 5 2 5 0 5 EXIT DOOR . 2 0 N 7 4 ' 2 . 3 ( 3 0 " L 3 P 6 2 A 7 0 5 ( 2 W N . 4 " 4 3 P ) . P A D ( 0 W ° 4 P la 1 S A 0 = C ( 1 n 4 0 M ) ) 4 A 0 D 8 P 5 e R ' PROPOSED 8 STOREY 7 e 5 . E a 0 s) B p T 0 S " 0 E . C W T 4 MIXED-USE APARTMENT B u A A r RETAIL C Y Y 5 b K .7 ENTRANCE b L e L e 18 W BUILDING r i l in l L u n l l W h o o i C e e L N n i w w h t N ROOF TOP i e 7 n i e E t PL TERRACE 1 e W t e C 0. s I A e F K T R (8 FLOORS ABOVE GRADE & " = a Y O W A 4 c AN E A " e 9 2 FLOORS BELOW GRADE) A D . o S P W 3 f E 3 C I LIMITS OF M D 1 PARKING u E E A r N N b 5 GARAGE BELOW T I N 18 . R 2 GRADE SSIB(JDB)R UP G 1 E 0 F E 8 2 F 2 A 4 R U S T K 8 5 - St 4 B E 3 E R M C 8 E 4 P r E 1 A e N O - 8 - G C T 14 R e L S 1 4 5 I t 0 N D 4 B N O SP . A N L A W 8 3 L P S C I. P 2 3 . . N 4 = P 6 i 7 4 1 GW d 4 73 I . 0 7 T 46 4 4 02 . A T e . R 3 9 A n C N L 7 P e i N n . R n EXHAUST LOUVER t A r g C LOCATION EMERGENCY e LP L l 0 = EXIT DOOR in P 4 4 AT GRADE e 4 R E 9 p 8 o . 1 . 3 f e 9

T O 1 0 4 4 r r a 8 E 8 v A R . ) 7 e 4 s 8 3 ) le - E D a . n d D 7 RETAIL e 0 T 7 E a

R G l ) ENTRANCE M 2 F P1 ( R MECHANICAL ( P 1 ) o a P ( a I 2 c 2 INTAKE GRILLE 3 P d 3 S ) ( e ) TE 4 8 P . ( 8 T & 4 5 o S 0 . N f I 4 5 N 0 ER C M 3 . 4 G 3 0 . u e 2 0 o r a E 3 b s 4 3 . ED ° R MECHAICAL 0 PENTHOUSE 1 ROOF '3 EMERGENCY ROOF

PL 0 EXIT DOOR " 2 3 .6 W Asphalt 2 05 4 1 AN .6 (P ) 55 1) 9 1 (M 1 P e 8 D N a s 0 e & ) - 6 2 8 2 p 4 n . ° a 8 C 0 1 l 5 8 ) 7 2 P u RETAIL ( 2 '3 r ENTRANCE P 14 b 0 E ( E 4 PROJECT NORTH " " " E W 0 0 5 0 " 0 ' MECHANICAL 0 .4 ' 5 3 3 EXHAUST . 1 5 2 ' 2 ° 5 N ° 1 2 2 2 ° .

2 2 I

N 2 N . N P LOUVERED COOLING TOWER AND 2. #1207 T SCREEN EMERGENCY GENERATOR 53 GROUND FLOOR ( SP AREA P1 .75 RETAIL AREA GLAZED 2 ) O 18 CURTAIN WALL .55 .4 LP (M L MAY NOT BE USED FOR CONSTRUCTION 13 ea 1.43 s) UNTIL SIGNED BY THE ARCHITECT (P ) 2) & Meas s a 46 e ) 2.15 2 ) M 87 8 ( P 2 1 26 ( (1 .89 9 CITY OF OTTAWA GROSS FLOOR AREAS & AMENITY AREAS IB B LP 1 S N 86° 1 S 03' 45" W 11 . 2 LP LP 1 . F 6 6 C (N 86° 1 a 4' 00" W 30.47 (P2) & Me Communal as ) 0W u c 88 .a0 e 3 1 l7l r 0.48 P1) (1 W Ammenity Amenity b P e RESIDENTIAL C st o Area f ENTRANCE PARKING GARAGE Level City GFA Area ENTRANCE

Level 1 618.0 m² 0.0 m² 0.0 m² F a c e Level 1 0.0 m² 20.5 m² 0.0 m² 1545 Bank Street Apartment D o e f p C . Level 1 0.0 m² 0.0 m² 782.3 m² C TRs u u r r b b Level 2 925.8 m² 0.0 m² 0.0 m² Level 2 0.0 m² 39.8 m² 0.0 m² 1545 Bank Street, Ottawa Level 3 922.5 m² 0.0 m² 0.0 m² PROJECT NO. DRAWN 18-1673 RK/EC 4 TRs Level 3 0.0 m² 43.5 m² 0.0 m² 13. SCALE CHECKED Level 4 920.4 m² 0.0 m² 0.0 m² As indicated RAC Level 5 913.7 m² 0.0 m² 0.0 m² DRAWING TITLE EV Level 6 914.8 m² 0.0 m² 0.0 m² SITE PLAN ANS BOULE Level 7 910.3 m² 0.0 m² 0.0 m² VAR Level 8 918.0 m² 0.0 m² 0.0 m² P D . I. N. Lower Roof 0.0 m² 0.0 m² 257.2 m² 04148 - 0226 Grand total 7043.4 m² 103.8 m² 1039.5 m² DRAWING NO. 1 SITE PLAN SP-01 SCALE1 : 150 SP-01

APPENDIX B

TIA Screening Form

Transportation Impact Assessment Screening Form City of Ottawa 2017 TIA Guidelines Screening Form

1. Description of Proposed Development

Municipal Address 1545 Bank Street Description of Location Northeast corner of Bank St/Evans Blvd Land Use Classification 6 storey residential Development Size (units) 140 units Development Size (m2) Number of Accesses and 1 full movement access to Evans Blvd Locations Phase of Development 1 Buildout Year 2020 If available, please attacha sketch of the development or site plan to this form.

2. Trip Generation Trigger

Considering the Development’s Land Use type and Size (as filled out in the previous section), please refer to the Trip Generation Trigger checks below.

Land Use Type Minimum Development Size Single-family homes 40 units Townhomes or apartments 90 units Office 3,500 m2 Industrial 5,000 m2 Fast-food restaurant or coffee shop 100 m2 Destination retail 1,000 m2 Gas station or convenience market 75 m2 * If the development has a land use type other than what is presented in the table above, estimates of person-trip generation may be made based on average trip generation characteristics represented in the current edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual.

If the proposed development size is greater than the sizes identified above, the Trip Generation Trigger is satisfied.

Transportation Impact Assessment Screening Form 3. Location Triggers

Yes No Does the development propose a new driveway to a boundary street that is designated as part of the City’s Transit Priority, Rapid Transit or Spine X Bicycle Networks?

Is the development in a Design Priority Area (DPA) or Transit-oriented X Development (TOD) zone?* *DPA and TOD are identified inthe City of Ottawa OfficialPlan (DPA in Section 2.5.1 and Schedules A and B; TOD in Annex 6). See Chapter 4 for a list of City of Ottawa Planning and Engineering documents that support the completion of TIA). If any of the above questions were answered with ‘Yes,’ the Location Trigger is satisfied.

4. Safety Triggers

Yes No Are posted speed limits on a boundary street 80 km/hr or greater? X

Are there any horizontal/vertical curvatures on a boundary street limits X sight lines at a proposed driveway? Is the proposed driveway within the area of influence of an adjacent traffic signal or roundabout (i.e. within 300 m of intersection in rural X conditions, or within 150 m of intersection in urban/ suburban conditions)? Is the proposed driveway within auxiliary lanes of an intersection? X

Does the proposed driveway make use of an existing median break that X serves an existing site?

Is there is a documented history of traffic operations or safety concerns X on the boundary streets within 500 m of the development? Does the development include a drive-thru facility? X

If any of the above questions were answered with ‘Yes,’ the Safety Trigger is satisfied. 5. Summary

Yes No Does the development satisfy the Trip Generation Trigger? X Does the development satisfy the Location Trigger? X Does the development satisfy the Safety Trigger? X If none of the triggers are satisfied, the TIA Study is complete. If one or more of the triggers is satisfied,the TIA Study must continue into the next stage (Screening and Scoping).

APPENDIX C

OC Transpo System Information

APPENDIX D

Traffic Count Data and Long-Range Snapshots

Transportation Services - Traffic Services Work Order 36117 Turning Movement Count - Full Study Summary Report BANK ST @ HERON RD

Survey Date: Wednesday, August 03, 2016 Total Observed U-Turns AADT Factor Northbound: 1 Southbound: 2 .90 Eastbound: 3 Westbound: 9 Full Study BANK ST HERON RD Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 424 457 9 890 75 225 67 367 1257 134 496 204 834 34 635 113 782 1616 2873

08:00 09:00 482 596 16 1094 110 319 92 521 1615 146 468 241 855 54 686 139 879 1734 3349

09:00 10:00 318 523 21 862 114 413 115 642 1504 170 413 252 835 42 502 136 680 1515 3019

11:30 12:30 364 624 51 1039 149 632 148 929 1968 206 451 337 994 59 407 138 604 1598 3566

12:30 13:30 332 600 51 983 175 685 169 1029 2012 212 436 342 990 46 407 165 618 1608 3620

15:00 16:00 396 537 45 978 203 745 171 1119 2097 200 635 422 1257 50 643 141 834 2091 4188

16:00 17:00 394 520 42 956 246 846 132 1224 2180 213 854 494 1561 61 751 118 930 2491 4671

17:00 18:00 381 502 45 928 202 768 155 1125 2053 206 642 448 1296 53 580 135 768 2064 4117

Sub Total 3091 4359 280 7730 1274 4633 1049 6956 14686 1487 4395 2740 8622 399 4611 1085 6095 14717 29403 U Turns 1 2 3 3 9 12 15 Total 3091 4359 280 7731 1274 4633 1049 6958 14689 1487 4395 2740 8625 399 4611 1085 6104 14729 29418

EQ 12Hr 4296 6059 389 10746 1771 6440 1458 9672 20418 2067 6109 3809 11989 555 6409 1508 8485 20474 40892 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 3867 5453 350 9671 1594 5796 1312 8704 18375 1860 5498 3428 10790 499 5768 1357 7636 18426 36801 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 5066 7144 459 12670 2088 7593 1719 11403 24073 2437 7203 4490 14135 654 7557 1778 10003 24138 48211 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2018-Aug-07 Page 1 of 1 Transportation Services - Traffic Services Work Order 34332 Turning Movement Count - Full Study Summary Report BANK ST @ KILBORN AVE/BELANGER AVE

Survey Date: Wednesday, January 28, Total Observed U-Turns AADT Factor 2015 Northbound: 73 Southbound: 17 1.00 Eastbound: 0 Westbound: 2 Full Study BANK ST KILBORN AVE/BELANGER AVE Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 22 894 59 975 83 371 12 466 1441 51 22 7 80 56 2 131 189 269 1710

08:00 09:00 25 1014 78 1117 147 456 15 618 1735 57 19 5 81 111 6 291 408 489 2224

09:00 10:00 37 727 59 823 95 575 25 695 1518 45 24 19 88 89 18 181 288 376 1894

11:30 12:30 34 741 76 851 141 707 22 870 1721 57 6 14 77 114 30 151 295 372 2093

12:30 13:30 22 581 75 678 139 711 20 870 1548 57 15 11 83 107 12 154 273 356 1904

15:00 16:00 33 709 63 805 187 856 15 1058 1863 48 12 21 81 101 34 171 306 387 2250

16:00 17:00 32 702 75 809 246 962 20 1228 2037 46 15 21 82 119 54 139 312 394 2431

17:00 18:00 21 695 77 793 216 723 22 961 1754 51 17 11 79 122 25 142 289 368 2122

Sub Total 226 6063 562 6851 1254 5361 151 6766 13617 412 130 109 651 819 181 1360 2360 3011 16628 U Turns 73 17 90 0 2 2 92 Total 226 6063 562 6924 1254 5361 151 6783 13707 412 130 109 651 819 181 1360 2362 3013 16720

EQ 12Hr 314 8428 781 9624 1743 7452 210 9428 19052 573 181 152 905 1138 252 1890 3283 4188 23240 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 314 8428 781 9624 1743 7452 210 9428 19052 573 181 152 905 1138 252 1890 3283 4188 23240 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. 1.00

AVG 24Hr 412 11040 1023 12608 2283 9762 275 12351 24959 750 237 198 1185 1491 330 2476 4301 5486 30445 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2018-Aug-07 Page 1 of 1 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram BANK ST @ KILBORN AVE/BELANGER AVE

Survey Date: Wednesday, January 28, 2015 WO No: 34332 Start Time: 07:00 Device: Miovision

BANK ST N W E

1997 31 S 586 1411 15 431 140 0 Heavy Vehicles 4 27 9 0 73 0 0 26 Cars 11 404 131 0 1338

KILBORN AVE/BELANGER AVE 275 8 283

6 39 45 3 0 3 383 0 0 0 AM Period 95 2 97 67 8 59 Peak Hour 625 144 07:45 08:45 0 0 0 26 1 25 230 12 242 99 6 0 6

509 4 25 1004 74 Cars 29 0 2 57 2 Heavy 22 0 0 Vehicles 4 27 1061 76 Total 538 1168

1706

Comments

2018-Aug-07 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram BANK ST @ KILBORN AVE/BELANGER AVE

Survey Date: Wednesday, January 28, 2015 WO No: 34332 Start Time: 07:00 Device: Miovision

BANK ST N W E

2119 13 S 1230 889 20 962 246 2 Heavy Vehicles 4 19 4 0 23 0 0 14 Cars 16 943 242 2 866

KILBORN AVE/BELANGER AVE 137 2 139

8 98 106 53 1 54 312 0 0 0 PM Period 117 2 119 46 5 41 Peak Hour 648 188 16:00 17:00 0 0 0 15 1 14 331 5 336 82 21 1 20

1087 7 29 686 75 Cars 23 1 3 16 0 Heavy 43 0 0 Vehicles 8 32 702 75 Total 1110 817

1927

Comments

2018-Aug-07 Page 4 of 4 Transportation Services - Traffic Services Work Order 36985 Turning Movement Count - Full Study Summary Report EVANS BLVD @ BANK ST

Survey Date: Tuesday, April 25, 2017 Total Observed U-Turns AADT Factor Northbound: 4 Southbound: 14 .90 Eastbound: 0 Westbound: 0 Full Study BANK ST EVANS BLVD Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 14 914 13 941 6 434 4 444 1385 0 0 4 4 11 1 33 45 49 1434

08:00 09:00 25 1058 12 1095 6 572 8 586 1681 2 0 9 11 13 1 53 67 78 1759

09:00 10:00 53 763 21 837 8 706 13 727 1564 9 0 47 56 13 0 17 30 86 1650

11:30 12:30 56 909 24 989 19 903 12 934 1923 15 0 96 111 13 2 28 43 154 2077

12:30 13:30 45 817 15 877 15 944 9 968 1845 10 3 88 101 16 0 20 36 137 1982

15:00 16:00 30 832 14 876 16 1022 13 1051 1927 16 0 80 96 14 1 18 33 129 2056

16:00 17:00 30 732 18 780 21 1107 11 1139 1919 10 1 76 87 8 2 31 41 128 2047

17:00 18:00 29 886 24 939 19 1082 6 1107 2046 6 3 87 96 10 1 24 35 131 2177

Sub Total 282 6911 141 7334 110 6770 76 6956 14290 68 7 487 562 98 8 224 330 892 15182 U Turns 4 14 18 0 0 0 18 Total 282 6911 141 7338 110 6770 76 6970 14308 68 7 487 562 98 8 224 330 892 15200

EQ 12Hr 392 9606 196 10200 153 9410 106 9688 19888 95 10 677 781 136 11 311 459 1240 21128 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 353 8646 176 9180 138 8469 95 8719 17899 85 9 609 703 123 10 280 413 1116 19015 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 462 11326 231 12026 180 11095 125 11423 23449 111 11 798 921 161 13 367 541 1462 24911 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2018-Aug-07 Page 1 of 1 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram EVANS BLVD @ BANK ST

Survey Date: Tuesday, April 25, 2017 WO No: 36985 Start Time: 07:00 Device: Miovision

BANK ST N W E

1709 0 S 591 1118 8 572 6 5 Heavy Vehicles 0 27 0 0 47 1 3 5 Cars 8 545 6 5 1071

EVANS BLVD 53 0 53

0 34 34 1 0 1 67 0 0 0 AM Period 13 0 13 2 0 2 Peak Hour 85 45 08:00 09:00 0 0 0 0 0 0 17 1 18 11 9 0 9

567 0 25 1011 11 Cars 27 0 0 47 1 Heavy 11 0 3 Vehicles 0 25 1058 12 Total 594 1095

1689

Comments

2018-Aug-07 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram EVANS BLVD @ BANK ST

Survey Date: Tuesday, April 25, 2017 WO No: 36985 Start Time: 07:00 Device: Miovision

BANK ST N W E

2023 0 S 1107 916 6 1082 19 0 Heavy Vehicles 0 17 0 0 15 3 0 5 Cars 6 1065 19 0 901

EVANS BLVD 24 0 24

0 36 36 1 0 1 35 0 0 0 PM Period 10 0 10 6 0 6 Peak Hour 81 132 17:00 18:00 0 0 0 3 0 3 46 0 46 96 87 1 86

1161 0 29 871 24 Cars 18 0 0 15 0 Heavy 13 0 0 Vehicles 0 29 886 24 Total 1179 939

2118

Comments

2018-Aug-07 Page 4 of 4 Transportation Services - Traffic Services Work Order 35034 Turning Movement Count - Full Study Summary Report BANK ST @ RANDALL AVE

Survey Date: Thursday, July 30, 2015 Total Observed U-Turns AADT Factor Northbound: 1 Southbound: 0 .90 Eastbound: 0 Westbound: 0 Full Study BANK ST RANDALL AVE Northbound Southbound Eastbound Westbound NB SB STR EB WB STR Grand Period LT ST RT LT ST RT LT ST RT LT ST RT TOT TOT TOT TOT TOT TOT Total 07:00 08:00 0 672 22 694 11 456 0 467 1161 0 0 0 0 0 0 43 43 43 1204

08:00 09:00 0 836 26 862 12 517 0 529 1391 0 0 0 0 0 0 67 67 67 1458

09:00 10:00 0 791 41 832 9 568 0 577 1409 0 0 0 0 0 0 42 42 42 1451

11:30 12:30 0 823 42 865 12 644 0 656 1521 0 0 0 0 0 0 31 31 31 1552

12:30 13:30 0 909 52 961 30 699 0 729 1690 0 0 0 0 0 0 31 31 31 1721

15:00 16:00 0 841 55 896 31 898 0 929 1825 0 0 0 0 0 0 23 23 23 1848

16:00 17:00 0 778 76 854 37 914 0 951 1805 0 0 0 0 0 0 34 34 34 1839

17:00 18:00 0 805 80 885 24 608 0 632 1517 0 0 0 0 0 0 24 24 24 1541

Sub Total 0 6455 394 6849 166 5304 0 5470 12319 0 0 0 0 0 0 295 295 295 12614 U Turns 1 0 1 0 0 0 1 Total 0 6455 394 6850 166 5304 0 5470 12320 0 0 0 0 0 0 295 295 295 12615

EQ 12Hr 0 8972 548 9522 231 7373 0 7603 17125 0 0 0 0 0 0 410 410 410 17535 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 0 8075 493 8569 208 6635 0 6843 15412 0 0 0 0 0 0 369 369 369 15781 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 0 10579 646 11226 272 8692 0 8964 20190 0 0 0 0 0 0 483 483 483 20673 Note: These volumes are calculated by multiplying the Average Daily 12 hr. totals by 12 to 24 expansion factor. 1.31

Comments: Note: U-Turns provided for approach totals. Refer to 'U-Turn' Report for specific breakdown.

2018-Aug-07 Page 1 of 1 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram BANK ST @ RANDALL AVE

Survey Date: Thursday, July 30, 2015 WO No: 35034 Start Time: 07:00 Device: Jamar Technologies, Inc

BANK ST N W E

1444 1 S 559 885 0 547 12 0 Heavy Vehicles 0 27 0 0 40 4 5 3 Cars 0 520 12 0 845

RANDALL AVE 54 0 54

0 0 0 0 0 0 54 0 0 0 AM Period 0 0 0 0 0 0 Peak Hour 97 0 08:15 09:15 0 0 0 0 0 0 43 0 43 0 0 0 0

520 0 0 791 31 Cars 27 0 0 40 0 Heavy 0 0 3 Vehicles 0 0 831 31 Total 547 862

1409

Comments

2018-Aug-07 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram BANK ST @ RANDALL AVE

Survey Date: Thursday, July 30, 2015 WO No: 35034 Start Time: 07:00 Device: Jamar Technologies, Inc

BANK ST N W E

1843 8 S 968 875 0 942 26 0 Heavy Vehicles 0 24 0 0 19 10 3 24 Cars 0 918 26 0 856

RANDALL AVE 25 0 25

0 0 0 0 0 0 25 0 0 0 PM Period 0 0 0 0 0 0 Peak Hour 108 0 15:15 16:15 0 0 0 0 0 0 83 0 83 0 0 0 0

918 0 0 831 57 Cars 24 0 0 19 0 Heavy 0 0 13 Vehicles 0 0 850 57 Total 942 907

1849

Comments

2018-Aug-07 Page 4 of 4 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram BANK ST @ HERON RD

Survey Date: Wednesday, August 03, 2016 WO No: 36117 Start Time: 07:00 Device: Miovision

BANK ST N W E

1402 8 S 521 881 92 319 110 0 Heavy Vehicles 2 21 1 0 26 3 3 20 Cars 90 298 109 0 855

HERON RD 132 7 139

53 1207 1260 653 33 686 880 0 0 0 AM Period 52 2 54 146 2 144 Peak Hour 1475 2115 08:00 09:00 1 0 1 468 16 452 576 19 595 855 241 17 224

574 0 464 579 14 Cars 40 0 18 17 2 Heavy 12 1 9 Vehicles 0 482 596 16 Total 614 1094

1708

Comments

2018-Aug-07 Page 1 of 4 Transportation Services - Traffic Services Turning Movement Count - Peak Hour Diagram BANK ST @ HERON RD

Survey Date: Wednesday, August 03, 2016 WO No: 36117 Start Time: 07:00 Device: Miovision

BANK ST N W E

2075 18 S 1224 851 132 846 246 0 Heavy Vehicles 2 13 5 0 12 6 2 27 Cars 130 833 241 0 839

HERON RD 117 1 118

19 1258 1277 737 14 751 931 0 0 0 PM Period 59 2 61 213 1 212 Peak Hour 2074 2838 16:00 17:00 1 0 1 854 30 824 1108 35 1143 1561 494 7 487

1379 0 391 510 42 Cars 22 0 3 10 0 Heavy 27 0 1 Vehicles 0 394 520 42 Total 1401 956

2357

Comments

2018-Aug-07 Page 4 of 4 Turning Movement Count Automobiles, Taxis, Light Trucks, Vans, SUV's, Summary, AM and PM Peak Hour Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Bank Street & Randall Avenue Ottawa, ON

All Vehicles Saturday, 13 October 2018 (Except Bicycles & Electric Scooters) 10159 1100-1600 (A) 5263 4896 5 Hours

BankSt. 5263 City of Ottawa Ward ► 18 0 5103 153 7 N/A Randall Ave.

0 (D) 162

Total Volume 160 0 162 2 0 10385 0 546 0 Approaching Intersection 0 0 0 (A+B+C+D) 0 0 (B) 384

All Pedestrian Crossings

0 0 4729 231 70 4960

5105 4960 (C)

N/A BankSt. 10065 Total 222 78 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

0 1935

(A) 0 0 (A) 1003 932

BankSt. BankSt. 0 1003 N/A 0 0 0 0 N/A 0 974 25 4 0 (D) 0 0 (D) 20 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 1972 0 20 86 0 (A+B+C+D) 0 0 (A+B+C+D) 0 0 0 0 (B) 0 0 (B) 66 0 0 0 0 Randall Ave. 0 0 908 41 Randall Ave. 0 949

0 (C) 0 Summary - AM Peak Hr. 974 (C) 949 Summary - PM Peak Hr. Peak Hr. N/A Peak Hr. 1500-1600 0 Volume 1923 Volume N/A BankSt. 1972 Bank St. Bank PHF N/A PHF 0.94

Printed on: 10/18/2018 Prepared by: [email protected] Flow Diagram: PM Peak Automobiles, Taxis, Turning Movement Count Light Trucks, Vans, Summary Report Including AM, OFF Peak, PM, SUV's, Motorcycles, Heavy Trucks, Buses, Evening Peak Hours, and PHF and School Buses Bank Street & Evans Boulevard Ottawa, ON

Survey Date: Saturday, 13 October 2018 Start Time: 1100 AADT Factor: 1.1 Weather: Partly Cloudy 7C Survey Duration: 5 Hrs. Survey Hours: 1100-1600 (AM/PM) N/A Evans Blvd. Bank St. Bank St. Eastbound Westbound Northbound Southbound Time LT ST RT UT E/B LT ST RT UT W/B Street LT ST RT UT N/B LT ST RT UT S/B Street Grand Period Tot Tot Total Tot Tot Total Total

1100-1200 0 0 0 0 0 12 0 20 0 32 32 0 929 11 0 940 20 987 0 0 1007 1947 1979 1200-1300 0 0 0 0 0 6 0 25 0 31 31 0 1090 26 1 1117 25 1009 0 4 1038 2155 2186 1300-1400 0 0 0 0 0 11 0 16 0 27 27 0 1180 15 0 1195 17 1162 0 3 1182 2377 2404 1400-1500 0 0 0 0 0 14 0 21 0 35 35 0 1020 19 1 1040 13 1169 0 1 1183 2223 2258 1500-1600 0 0 0 0 0 8 0 18 0 26 26 0 1010 19 0 1029 22 1160 0 1 1183 2212 2238

Totals 0 0 0 0 0 51 0 100 0 151 151 0 5229 90 2 5321 97 5487 0 9 5593 10914 11065

Expansion factors are applied exclusively to standard weekday 8-hour turning movement counts conducted during the hours of 0700h - 1000h, 1130h - 1330h and 1500h - 1800h AM Peak Hour Factor  ### Highest Hourly Vehicle Volume Between 0500h & 1000h TO AM Peak Hr LT ST RT UT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT T N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OFF Peak Hour Factor  0.98 Highest Hourly Vehicle Volume Between 1000h & 1500h TO OFF Peak Hr LT ST RT UT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT T 1300-1400 0 0 0 0 0 11 0 16 0 27 27 0 1180 15 0 1195 17 1162 0 3 1182 2377 2404 PM Peak Hour Factor  0.92 Highest Hourly Vehicle Volume Between 1500h & 1900h TO PM Peak Hr LT ST RT UT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT T 1500-1600 0 0 0 0 0 8 0 18 0 26 26 0 1010 19 0 1029 22 1160 0 1 1183 2212 2238 EVNG Peak Hour Factor  ### Highest Hourly Vehicle Volume Between 1900h & 2200h TO EVNG Peak Hr LT ST RT UT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT T N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Comments: There was an Ottawa Fury FC game at TD Place starting at 1400H. Southbound traffic occasionally backs up from Heron Road beyond Evans Blvd.

Notes: 1. Includes all vehicle types except bicycles and electric scooters. 2. When expansion and AADT factors are applied, the results will differ slightly due to rounding.

Printed on: 10/17/2018 Prepared by: [email protected] Summary All Veh Turning Movement Count Automobiles, Taxis, Light Trucks, Vans, SUV's, Summary, AM and PM Peak Hour Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Bank Street & Evans Boulevard Ottawa, ON

All Vehicles Saturday, 13 October 2018 (Except Bicycles & Electric Scooters) 10931 1100-1600 (A) 5593 5338 5 Hours

BankSt. 5593 City of Ottawa Ward ► 18 0 5487 97 9 N/A Evans Blvd.

0 (D) 151

Total Volume 100 0 151 51 0 11065 0 338 0 Approaching Intersection 0 0 0 (A+B+C+D) 0 0 (B) 187

All Pedestrian Crossings

2 0 5229 90 9 5321

5540 5321 (C)

119

N/A BankSt. 10861 Total 134 6 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

0 2212

(A) 0 0 (A) 1183 1029

BankSt. BankSt. 0 1183 N/A 0 0 0 0 N/A 0 1160 22 1 0 (D) 0 0 (D) 26 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 0 2238 0 26 67 0 (A+B+C+D) 0 0 (A+B+C+D) 8 0 0 0 (B) 0 0 (B) 41 0 0 0 0 Evans Blvd. 0 0 1010 19 Evans Blvd. 0 1029

0 (C) 0 Summary - AM Peak Hr. 1168 (C) 1029 Summary - PM Peak Hr. Peak Hr. N/A Peak Hr. 1500-1600 0 Volume 2197 Volume N/A BankSt. 2238 Bank St. Bank PHF N/A PHF 0.92

Printed on: 10/18/2018 Prepared by: [email protected] Flow Diagram All Vehicles Automobiles, Taxis, Turning Movement Count Light Trucks, Vans, Summary Report Including AM, OFF Peak, PM, SUV's, Motorcycles, Heavy Trucks, Buses, Evening Peak Hours, and PHF and School Buses Bank Street & Randall Avenue Ottawa, ON

Survey Date: Saturday, 13 October 2018 Start Time: 1100 AADT Factor: 1.1 Weather: Partly cloudy +7C Survey Duration: 5 Hrs. Survey Hours: 1100-1600 (AM/PM) N/A Randall Ave. Bank St. Bank St. Eastbound Westbound Northbound Southbound Time LT ST RT UT E/B LT ST RT UT W/B Street LT ST RT UT N/B LT ST RT UT S/B Street Grand Period Tot Tot Total Tot Tot Total Total

1100-1200 0 0 0 0 0 1 0 38 0 39 39 0 887 36 0 923 39 1004 0 1 1044 1967 2006 1200-1300 0 0 0 0 0 0 0 47 0 47 47 0 951 59 0 1010 37 998 0 0 1035 2045 2092 1300-1400 0 0 0 0 0 0 0 29 0 29 29 0 1040 46 0 1086 21 1099 0 2 1122 2208 2237 1400-1500 0 0 0 0 0 1 0 26 0 27 27 0 943 49 0 992 31 1028 0 0 1059 2051 2078 1500-1600 0 0 0 0 0 0 0 20 0 20 20 0 908 41 0 949 25 974 0 4 1003 1952 1972

Totals 0 0 0 0 0 2 0 160 0 162 162 0 4729 231 0 4960 153 5103 0 7 5263 10223 10385

Expansion factors are applied exclusively to standard weekday 8-hour turning movement counts conducted during the hours of 0700h - 1000h, 1130h - 1330h and 1500h - 1800h AM Peak Hour Factor  ### Highest Hourly Vehicle Volume Between 0500h & 1000h AM Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OFF Peak Hour Factor  0.95 Highest Hourly Vehicle Volume Between 1000h & 1500h OFF Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT 1300-1400 0 0 0 0 0 0 0 29 0 29 29 0 1040 46 0 1086 21 1099 0 2 1122 2208 2237 PM Peak Hour Factor  0.94 Highest Hourly Vehicle Volume Between 1500h & 1900h PM Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT 1500-1600 0 0 0 0 0 0 0 20 0 20 20 0 908 41 0 949 25 974 0 4 1003 1952 1972 EVNG Peak Hour Factor  ### Highest Hourly Vehicle Volume Between 1900h & 2200h EVNG Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Comments: There was an Ottawa Fury FC game at TD Place starting at 1400H. Northbound traffic occasionally backed up from Bélanger Avenue/Lamira Street to Randall Avenue. Notes: 1. Includes all vehicle types except bicycles and electric scooters. 2. When expansion and AADT factors are applied, the results will differ slightly due to rounding.

Printed on: 10/18/2018 Prepared by: [email protected] Summary All Veh Turning Movement Count Automobiles, Taxis, Light Trucks, Vans, SUV's, Summary, AM and PM Peak Hour Motorcycles, Heavy Trucks, Flow Diagrams Buses, and School Buses Bank Street & Bélanger Avenue/Lamira Street Ottawa, ON

All Vehicles Saturday, 13 October 2018 (Except Bicycles & Electric Scooters) 10700 1100-1600 (A) 5420 5280 5 Hours

BankSt. 5420 City of Ottawa Ward ► 17/18 112 4576 719 13 Bélanger Ave. Lamira St.

317 (D) 1314

Total Volume 716 78 1314 520 682 11957 0 2446 0 Approaching Intersection 365 242 55 (A+B+C+D) 68 365 (B) 1132

All Pedestrian Crossings

64 127 4309 358 70 4858

5228 4858 (C)

219 123 BankSt. 10086 Total 461 49 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

0 2024

(A) 0 0 (A) 1027 997

BankSt. BankSt. 0 1027 Bélanger Ave. 0 0 0 0 Bélanger Ave. 17 877 129 4 0 (D) 0 59 (D) 214 0 0 0 0 53 123 0 0 0 0 0 0 0 136 77 14 2238 18 214 423 0 (A+B+C+D) 0 10 (A+B+C+D) 73 0 0 0 (B) 0 77 (B) 209 0 0 0 0 Lamira St. 13 24 817 66 Lamira St. 0 920

0 (C) 0 Summary - AM Peak Hr. 973 (C) 920 Summary - PM Peak Hr. Peak Hr. N/A Peak Hr. 1500-1600 0 Volume 1893 Volume N/A BankSt. 2238 Bank St. Bank PHF N/A PHF 0.98

Printed on: 10/18/2018 Prepared by: [email protected] Summary: All Vehicles Automobiles, Taxis, Turning Movement Count Light Trucks, Vans, Summary Report Including AM, OFF Peak, PM, SUV's, Motorcycles, Heavy Trucks, Buses, Evening Peak Hours, and PHF and School Buses Bank Street & Bélanger Avenue/Lamira Street Ottawa, ON

Survey Date: Saturday, 13 October 2018 Start Time: 1100 AADT Factor: 1.1 Weather: Partly Cloudy +7C Survey Duration: 5 Hrs. Survey Hours: 1100-1600 (AM/PM) Bélanger Ave. Lamira St. Bank St. Bank St. Eastbound Westbound Northbound Southbound Time LT ST RT UT E/B LT ST RT UT W/B Street LT ST RT UT N/B LT ST RT UT S/B Street Grand Period Tot Tot Total Tot Tot Total Total

1100-1200 47 6 15 0 68 112 11 150 0 273 341 26 789 77 12 904 147 910 20 2 1079 1983 2324 1200-1300 50 8 14 0 72 102 16 168 0 286 358 30 880 68 16 994 149 895 20 4 1068 2062 2420 1300-1400 44 14 16 0 74 114 20 154 0 288 362 23 955 72 15 1065 150 974 34 1 1159 2224 2586 1400-1500 48 13 13 0 74 119 13 121 0 253 327 24 868 75 8 975 144 920 21 2 1087 2062 2389 1500-1600 53 14 10 0 77 73 18 123 0 214 291 24 817 66 13 920 129 877 17 4 1027 1947 2238

Totals 242 55 68 0 365 520 78 716 0 1314 1679 127 4309 358 64 4858 719 4576 112 13 5420 10278 11957

Expansion factors are applied exclusively to standard weekday 8-hour turning movement counts conducted during the hours of 0700h - 1000h, 1130h - 1330h and 1500h - 1800h AM Peak Hour Factor  ### Highest Hourly Vehicle Volume Between 0500h & 1000h AM Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OFF Peak Hour Factor  0.98 Highest Hourly Vehicle Volume Between 1000h & 1500h OFF Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT 1300-1400 44 14 16 0 74 114 20 154 0 288 362 23 955 72 15 1065 150 974 34 1 1159 2224 2586 PM Peak Hour Factor  0.98 Highest Hourly Vehicle Volume Between 1500h & 1900h PM Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT 1500-1600 53 14 10 0 77 73 18 123 0 214 291 24 817 66 13 920 129 877 17 4 1027 1947 2238 EVNG Peak Hour Factor  ### Highest Hourly Vehicle Volume Between 1900h & 2200h EVNG Peak Hr LT ST RT UT TOT LT ST RT UT TOT S.TOT LT ST RT UT TOT LT ST RT UT TOT S.TOT G.TOT N/A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Comments: There was an Ottawa Fury FC game at TD Place starting at 1400H.

Notes: 1. Includes all vehicle types except bicycles and electric scooters. 2. When expansion and AADT factors are applied, the results will differ slightly due to rounding.

Printed on: 10/18/2018 Prepared by: [email protected] Summary All Veh 5314412 - Bank Bet Randall and Evans - ( C - 2 and C - 5 ) - June - 6th - TMC Tue Jun 6, 2017 Full Length (7AM-8PM) All Classes (Lights and Motorcycles, Heavy, Pedestrians, Bicycles on Road) Provided by: City of Ottawa All Movements 100 Constellation Dr, Nepean, ON, K2G 5J9, CA ID: 424628, Location: 45.381467, -75.669539 Le g North East South We st Dire ction Southbound We stbound Northbound Eastbound Time R T L U App Pe d* R T L U App Pe d* R T L U App Pe d* R T L U App Pe d* Int 2017-06-06 7:00AM 0 82 0 0 82 0 0 0 0 0 0 0 0 166 0 0 166 0 0 0 0 0 0 1 24 8 7:15AM 0 104 0 0 104 0 0 0 0 0 0 1 0 205 2 0 207 0 0 0 0 0 0 0 311 7:30AM 2 113 0 0 115 0 0 0 0 0 0 0 0 255 0 0 255 0 0 0 0 0 0 0 370 7:45AM 6 138 0 0 14 4 0 0 0 0 0 0 2 0 280 5 0 285 0 2 0 2 0 4 2 4 33 Hourly Total 8 437 0 0 4 4 5 0 0 0 0 0 0 3 0 906 7 0 913 0 2 0 2 0 4 3 1362 8:00AM 12 131 0 0 14 3 0 0 0 1 0 1 4 0 281 4 1 286 0 2 0 4 0 6 3 4 36 8:15AM 6 134 0 0 14 0 0 1 0 0 0 1 3 0 310 5 0 315 0 5 0 5 0 10 0 4 66 8:30AM 7 147 2 0 156 0 0 0 1 0 1 1 0 290 6 0 296 0 6 0 3 0 9 4 4 62 8:45AM 11 158 1 1 171 0 1 0 0 0 1 3 0 238 6 0 24 4 0 2 0 3 0 5 5 4 21 Hourly Total 36 570 3 1 610 0 2 0 2 0 4 11 0 1119 21 1 114 1 0 15 0 15 0 30 12 1785 9:00AM 15 136 0 0 151 0 4 0 1 0 5 0 1 210 9 0 220 0 10 0 6 0 16 2 392 9:15AM 14 170 0 0 184 0 0 0 0 0 0 0 0 199 6 0 205 0 9 0 3 0 12 4 4 01 9:30AM 17 158 0 0 175 0 0 0 0 0 0 1 0 173 6 0 179 1 5 0 7 0 12 8 366 9:45AM 19 156 1 0 176 0 0 0 0 0 0 1 0 187 13 0 200 0 12 0 14 0 26 3 4 02 Hourly Total 65 620 1 0 686 0 4 0 1 0 5 2 1 769 34 0 804 1 36 0 30 0 66 17 1561 10:00AM 13 169 0 1 183 0 1 0 5 0 6 3 0 198 13 0 211 0 6 0 10 0 16 1 4 16 10:15AM 15 182 0 0 197 0 0 0 0 0 0 1 0 176 10 0 186 0 13 0 13 0 26 4 4 09 10:30AM 21 179 0 1 201 0 1 0 0 0 1 5 0 196 17 0 213 0 10 0 9 0 19 3 4 34 10:45AM 23 171 0 0 194 0 1 0 0 0 1 1 0 217 19 0 236 0 13 0 12 0 25 2 4 56 Hourly Total 72 701 0 2 775 0 3 0 5 0 8 10 0 787 59 0 84 6 0 42 0 44 0 86 10 1715 11:00AM 22 176 0 0 198 0 0 0 2 0 2 1 0 190 16 0 206 0 13 0 16 0 29 6 4 35 11:15AM 25 186 0 0 211 0 0 0 0 0 0 1 0 187 14 1 202 0 7 0 12 0 19 0 4 32 11:30AM 27 230 0 0 257 0 2 0 0 0 2 1 0 184 16 0 200 0 11 0 15 0 26 3 4 85 11:45AM 31 213 0 1 24 5 0 3 0 0 0 3 4 0 175 21 0 196 0 16 0 16 0 32 4 4 76 Hourly Total 105 805 0 1 911 0 5 0 2 0 7 7 0 736 67 1 804 0 47 0 59 0 106 13 1828 12:00PM 38 218 0 0 256 0 1 0 2 0 3 4 0 195 19 0 214 0 17 0 14 0 31 4 504 12:15PM 36 189 0 0 225 0 0 0 1 0 1 0 0 213 18 0 231 0 20 0 10 0 30 3 4 87 12:30PM 20 209 0 0 229 0 1 0 1 0 2 2 0 179 17 0 196 0 17 0 12 0 29 4 4 56 12:45PM 18 186 1 0 205 0 0 0 1 0 1 2 0 217 17 0 234 1 15 0 15 0 30 2 4 70 Hourly Total 112 802 1 0 915 0 2 0 5 0 7 8 0 804 71 0 875 1 69 0 51 0 120 13 1917 1:00PM 24 216 0 0 24 0 1 0 0 1 0 1 0 0 205 19 1 225 0 13 0 14 0 27 2 4 93 1:15PM 25 193 0 0 218 0 2 0 0 0 2 3 0 205 18 0 223 0 13 0 9 0 22 5 4 65 1:30PM 20 179 0 0 199 0 0 0 2 0 2 2 0 196 18 0 214 1 20 0 20 0 4 0 6 4 55 1:45PM 23 236 0 0 259 0 1 0 1 0 2 3 0 212 16 0 228 0 12 0 16 0 28 2 517 Hourly Total 92 824 0 0 916 1 3 0 4 0 7 8 0 818 71 1 890 1 58 0 59 0 117 15 1930 2:00PM 31 232 0 0 263 0 0 0 0 0 0 1 0 164 18 0 182 0 16 0 19 0 35 7 4 80 2:15PM 29 208 1 0 238 2 1 0 1 0 2 3 1 180 19 0 200 0 10 0 15 0 25 2 4 65 2:30PM 29 230 0 0 259 0 2 0 0 0 2 5 0 202 10 0 212 0 17 0 17 0 34 4 507 2:45PM 28 210 0 0 238 0 0 0 1 0 1 2 0 211 17 0 228 1 21 0 11 0 32 3 4 99 Hourly Total 117 880 1 0 998 2 3 0 2 0 5 11 1 757 64 0 822 1 64 0 62 0 126 16 1951 3:00PM 17 212 1 1 231 0 0 0 1 0 1 8 0 189 15 0 204 0 25 0 14 0 39 3 4 75 3:15PM 37 244 0 0 281 0 1 0 0 0 1 2 0 214 17 0 231 0 18 0 9 0 27 3 54 0 3:30PM 22 246 1 0 269 0 1 0 1 0 2 3 0 207 17 1 225 0 10 0 10 0 20 3 516 3:45PM 19 266 1 0 286 0 0 0 2 0 2 1 0 218 14 0 232 1 8 0 13 0 21 3 54 1 Hourly Total 95 968 3 1 1067 0 2 0 4 0 6 14 0 828 63 1 892 1 61 0 46 0 107 12 2072 4:00PM 31 280 0 0 311 0 0 0 1 0 1 1 0 218 13 0 231 0 12 0 11 0 23 4 566 4:15PM 30 285 0 0 315 0 0 0 1 0 1 1 1 197 19 0 217 0 16 0 10 0 26 3 559 4:30PM 26 283 0 0 309 0 2 0 0 0 2 2 0 185 16 0 201 0 17 0 10 0 27 1 539 4:45PM 36 282 0 0 318 0 0 0 0 0 0 1 0 203 12 0 215 0 13 0 22 0 35 5 568 Hourly Total 123 1130 0 0 1253 0 2 0 2 0 4 5 1 803 60 0 864 0 58 0 53 0 111 13 2232 5:00PM 34 267 0 0 301 0 3 0 2 0 5 1 0 196 19 0 215 0 14 0 14 0 28 5 54 9 5:15PM 14 256 0 0 270 0 1 0 0 0 1 1 0 198 12 0 210 0 14 0 16 0 30 6 511 5:30PM 27 264 0 1 292 0 0 0 0 0 0 0 0 211 10 0 221 0 8 0 15 0 23 5 536 5:45PM 28 240 0 0 268 0 1 0 0 0 1 0 0 197 8 0 205 0 13 0 17 0 30 3 504 Hourly Total 103 1027 0 1 1131 0 5 0 2 0 7 2 0 802 49 0 851 0 49 0 62 0 111 19 2100 6:00PM 17 226 0 0 24 3 0 0 0 0 0 0 2 0 158 14 0 172 0 6 0 11 0 17 12 4 32 6:15PM 20 219 0 0 239 0 0 0 0 0 0 1 0 187 15 0 202 0 16 0 13 0 29 4 4 70 6:30PM 18 223 0 0 24 1 0 0 0 0 0 0 1 0 175 10 0 185 0 9 0 10 0 19 8 4 4 5 6:45PM 26 177 0 0 203 0 0 0 0 0 0 3 0 169 10 0 179 0 11 0 13 0 24 6 4 06 Hourly Total 81 845 0 0 926 0 0 0 0 0 0 7 0 689 49 0 738 0 42 0 47 0 89 30 1753 7:00PM 13 160 0 0 173 0 0 0 0 0 0 3 0 173 15 0 188 0 11 0 16 0 27 5 388 7:15PM 15 206 0 0 221 0 0 0 0 0 0 1 0 154 8 0 162 0 13 0 14 0 27 9 4 10 7:30PM 19 144 0 0 163 0 0 0 0 0 0 2 0 148 5 0 153 0 7 0 11 0 18 3 334 7:45PM 13 141 0 0 154 0 0 0 0 0 0 2 0 147 8 0 155 0 6 0 7 0 13 13 322 1 of 9 Le g North East South We st Dire ction Southbound We stbound Northbound Eastbound Time R T L U App Pe d* R T L U App Pe d* R T L U App Pe d* R T L U App Pe d* Int Hourly Total 60 651 0 0 711 0 0 0 0 0 0 8 0 622 36 0 658 0 37 0 48 0 85 30 14 54 T otal 1069 10260 9 6 1134 4 3 31 0 29 0 60 96 3 10440 651 4 11098 5 580 0 578 0 1158 203 23660 % Approac h 9.4% 90.4% 0.1% 0.1% - - 51.7% 0% 48.3% 0% - - 0% 94.1% 5.9% 0% - - 50.1% 0% 49.9% 0% - - - % T otal 4.5% 43.4% 0% 0% 4 7.9% - 0.1% 0% 0.1% 0% 0.3% - 0% 44.1% 2.8% 0% 4 6.9% - 2.5% 0% 2.4% 0% 4 .9% - - Lights and Motorc yc le s 1061 9941 9 6 11017 - 28 0 26 0 54 - 3 10075 647 4 10729 - 577 0 577 0 1154 - 22954 % Lights and Motorc yc le s 99.3% 96.9% 100% 100% 97.1% - 90.3% 0% 89.7% 0% 90.0% - 100% 96.5% 99.4% 100% 96.7% - 99.5% 0% 99.8% 0% 99.7% - 97.0% He avy 7 296 0 0 303 - 3 0 3 0 6 - 0 339 4 0 34 3 - 3 0 0 0 3 - 655 % He avy 0.7% 2.9% 0% 0% 2.7% - 9.7% 0% 10.3% 0% 10.0% - 0% 3.2% 0.6% 0% 3.1% - 0.5% 0% 0% 0% 0.3% - 2.8% Bic yc le s on Road 1 23 0 0 24 - 0 0 0 0 0 - 0 26 0 0 26 - 0 0 1 0 1 - 51 % Bic yc le s on Road 0.1% 0.2% 0% 0% 0.2% - 0% 0% 0% 0% 0% - 0% 0.2% 0% 0% 0.2% - 0% 0% 0.2% 0% 0.1% - 0.2% Pe de strians - - - - - 3 - - - - - 96 - - - - - 5 - - - - - 203 % Pe de strians - - - - - 100% - - - - - 100% - - - - - 100% - - - - - 100% - *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn

2 of 9 2

1 1 6 8 6 2 1 0 2 6 8 3 0 1 6 6 8 1 2 1 3 8 8 7 7 8 1 9 3 8 3 1 2 6 1 3 0 4 8 48 9 6 0 9 9 7 5 2 4 120 19 7 58 3 1 6 1 1 6 2 61 1 2 2 29 0 6 9 5 22 7 8 1 2 0 0 9 10 5 5 8 9 1 TRANS Regional Model 0 0 2 0 9 0 5 1 0 1 9 7

3 6 5 1 6 9 18 4 7 8 9 7 1 8 8 2031 Version V 1.12 - last updated January 18, 2018 1 9 2 3 3 8 4 9 1 0 12 10 6 7 9 9 67 2 9 5 AM Peak Hour Total Traffic Volume 0 6 6 6 7 1 9 4 Bank/Heron 18 1 1 2 1 15 5 1 9 1 51 7 10 Scenario 12334 4 16 7 71 8 1 7 1 Modifications from base version: 23 1 1 4 1 1 4 none 6 4 1 60 1 8 1 5 83 8 5 6 7 User Initials: JF 4 1 1 2 3 8 Preparation Date:5 August 17, 2018 0 9 6 5 0 3 10 7 252 28 22 39 31 4 5 Legend 2 15 8 5 214 52 3 271 AM Peak Hour Total Tra4ff1ic Volume 38 36 36 1 38 59 1500 2 9 8 4 9 3 29 1200 7 5 43 900 7 29 300 600 1 1 0 2 1 1 5 1 3 2 3 5 3 6 5 7 2 1 0 3 7 3 2

2 2 0 8 7 5 5 4 5 5 1 2 1 1 3 3 7 3 0 4 9 1 1 Distance (m) 1 1 4 50 100150200250

1 5 6 6 4 6 19 1 35 1 2 1 30 4 172 7 30 17 11 1 4 30 11 2 3 8 7 2 0 7 5 2 41 32 27 1 4 9 6 1 13 2 1 8 1 3 9 7 4

1 5 1 1 2 1 1 1 1 7 1 14 7 3 7 11 1 7 376 6 046 1 60 6 4 2 2 9 8 1 3 1 3 9

2 1 6 8 1 11 1 7 3

3 1 4 3 6 0 1 1 1 7 19 1 1 3 6 2 1 1 4 43 1 99 1 81 3 3 1 3 235 835 1 1 1 17 3 0 7 2 1 9 1019 4 14 4 6 11 4 2 1 2 3 2 2 1 1 1 1 6 31 0 4 5 1 16 4 3 3 9 0 4 6 817 00 6 2 3 1 3 0 0 771 1 3 6 1 21 1 8 7 6 11 4 3 4 865 4 1 1 8 6 7 1 9 12 2 1 0 2 1 4 3 4 177 2 8 1 1 1 1 84 1 8 1 4 3 5 1 80 13 4 1 7 1 2

2 4 1 1

6 9 2 993 1 3 6 1 02 1 94 1 1 1 3 1 5 8 8 125 6 8 4 0 1021 7 1000 7 48 0 1 1060 7 107 3 101 82 84 1 0 6 0 13 1 6 1521 909 7 0 5 2 8 911 4 5 3 68 28 7

0 20 1 2 7 1 9 1 1 1 8 3 0 3 1 9 4 8 1 4 2 6 1 9 4 3 150 3 2 3 0 5 9 8 3 8 1 4 6 6 3 6 9 6 6 6 6 20 4 The TRA NS model is continuously refined & maintai2ned, and all 6 121 1 16 12 5 information is prov ided in good faith. Howev er, model out3puts are prov ided 1 1 9 34 12 3 “as is”, and no warranty or guarantee is prov ided as to the accuracy, reliability or reasonableness of the res1ults. In using this data, y ou agree to 288 6 1 34 0 6 accept any and all risks arising from any incorrect, incomplete, or 77 8 16 2 55 8 misleading information. 1 1 17 21 30 5 4 38 3 2 6 3 5 1 1 3 7 6 1 31 67 Recipients are required to use caution and professional judgement 1in7 using 15 8 6 and interpreting model outputs. In particular, caution should be used 7 15 1 8 1 1 2 7 when fo4cusing on a geographically limited area (such as a single road or 4 2 5 3 7 9 2 intersection), as the model is primarily designed to simulate regional-scale 1 7 0 1 2 3 5 phenomena8 and has been calibrated at a regional lev el. 0 5 3 3 5 5 17 1 21 2 A s general good practice, it is recommended that the user confirm the 34 network coding within the area of interest, and compare bas7e y ear forecasts 4 5 5 8 45 against traffic count data to assess the extent to which the4 model may be 2 1 ov er- or under-estimating the trav el demand. 0 6 8 5 1 3 1 1 8 4 2 1 0 75 2 3

33 1 67 4 3 2 5 1 105 3 71 7 11

1 2 1

2 0

7 4

2 1 0 7 8 3 5 6 2 8 6 7 1 2 6 6 4 2 1 2 2 9 5 2 1 4 6 6 6 4 5 2 2 2 3 0 1 4 3 7 12 6 5 2 1 2 0 6 4 5 7 125 18 3 9 12 2 7 6 15 0 2 32 9 3 6 2 85 8 4 6 26 1 8 1 8 7 5 9 7 4 7 1 TRANS Regional Model

2 6 1 5 8 0 0 1 2 19 5 0 0

7 1 6 4 4 5 8 7 22 5 5 0 1 6 9 1 1 1 8 4 2011 Version V 1.12 - last updated January 18, 2018 1 2 35 3 3 1 4 0 0 3 0 2 1 1 5 3 1 8 3 7 6 1 AM Peak Hour Total Traffic Volume 2 1 5 1 4 8 4 1 2 1 1 8 Bank/Heron 12 28 70 2 3 5 5 1 13 Scenario 11112 5 13 1 68 1 2 6 1 Modifications from base version: 26 2 1 3 7 1 none 1 8 131 2 12 6 80 0 User 9Initials: JF 6 6 4 1 1 1 7 8 Preparation Date:9 August 17, 2018 1 2 2 6 5 13 3 1 8 374 23 305 33 17 3 5 Legend 5 7 3 293 65 1 8 51 3 AM Peak Hour Total Tra6ff5ic Volume 75 57 57 1 75 120 1500 3 9 75 3 9 9 1200 0 2 11 900 8 9 600 1 300 8 3 1 8 9 3 2 2 6 4 1 0 0 1 7 3 5

2 4 6 9

1 2 1 95 5 5 0 3 0 1 2 1 8 2 0 0 8 4 5 1 Distance (m) 9 2 50 100150200250

1 6 9 6 1 17 38 1 1 9 5 4 6 7 180 2 69 272 11 1 4 69 0 3 7 8 2 0 8 8 0 0 44 30 2 3 6 6 16 7 1 2 1 8 3 1 1 8 2 8 1 0 0 1 5 1 4 1 2 5 3 4 9 1 3 357 6 8 1 49 5 1 5 4 2 7 7 2 7 1 0 5

4 8 0

3 0 3 1 3

3 7 3 9 0 1 0 7 1 1 5 2 8 0 1 3 0 2 0 3 5 37 0 2 3 5 9 1029 4 1 3 295 3 1 20 1 5 8 3 2 1 8 120 4 16 14 5 7 2 1 2 3 8 1 3 3 1 2 5 8 1 1 1089 1 39 3 3 0 7 2 3 844 3 4 6 0 1 3 885 1 5 9 1368 4 1 2 7 13 7 7 3 895 5 4 6 2 68 2 6 3 13 2 62 3 0 9 3 4 7 8 1 8 1 5 2 1 2 1 81 1 8 3 1464 1 1 1 707 4 0 2

2 5 1 2 2 2 2 4 12 2 2 1 3 4 2 02 0 5 1 1 4 0 1 57 3 6 7 12 8 6 8 4 3 1021 4 1002 2 52 1 1051 5 110 2 101 50 5 6 139 9 68 3 3 1 4 16 889 7 38 8 2 0 888 3 7 8 36 23 7

48 1 2 5 1 4 1 2 6 3 3 1 0 2 6 1 8 6 1 3 2 5 1 9 1 3 205 4 1 0 4 8 0 1 9 7 9 3 1 7 0 8 8 8 3 24 8 8 The TRA NS model is continuously refined & maintained, and all 0 6 1 86 6 4 information is prov ided in good faith. Howev er, model ou1t0puts are prov ided 6 8 5 8 3 “as is”, and no warranty or guarantee is prov ided as to 3the accuracy, 5 reliability or reasonableness of the r4es9ults. In using this data, y ou agree to 170 0 3 9 0 accept any and all risks arising from any incorrect, incomplete, or 158 1 3 misleading information. 7 1 3 6 0 14 260 33 2 5 3 5 6 0 4 1 1 7 6 254 42 Recipients are required to use caution and professional judgement 1in4 using 85 8 5 and interpreting model outputs. In particular, caution should be used 6 85 7 7 9 2 10 when fo4cusing on a geographically limited area (such as a single road or 6 3 3 0 6 1 intersection), as the model is primarily designed to simulate regional-scale 1 5 9 phenomena a7nd has been calibrated at a regional lev el. 9 3 4 6 5 0 2 3 4 4 1 9 A s general good practice, it is recommended that the user confirm the 9 32 1 1 4 network coding within the area of interest, and compare bas2e y ear forecasts 4 6 4 8 44 against traffic count data to assess the extent to which the4 model may be 1 1 ov er- or under-estimating the trav el demand. 8 0 5 4 4 4 1 71 4 2 1 7 8 0 8 2

64 1 62 4 3 7 5 0 122 3 77 7 10

APPENDIX E

Collision Records

City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2013 To: December 31, 2017 Location: EVANS BLVD @ BANK ST Traffic Control: Stop sign Total Collisions: 3 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2014-Oct-09, Thu,15:18 Clear Angle Non-fatal injury Wet West Turning left Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2017-Jul-17, Mon,18:56 Clear Angle Non-fatal injury Dry South Going ahead Bicycle Other motor vehicle East Turning right Automobile, Cyclist station wagon

2017-Dec-20, Wed,09:15 Clear Angle P.D. only Wet South Turning left Unknown Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle

Wednesday, August 15, 2018 Page 1 of 1 City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2013 To: December 31, 2017 Location: BANK ST @ KILBORN AVE/BELANGER AVE Traffic Control: Traffic signal Total Collisions: 36 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2013-Jan-22, Tue,09:00 Clear Angle P.D. only Dry East Turning right Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2013-Mar-04, Mon,09:29 Clear Angle P.D. only Wet North Going ahead Automobile, Other motor station wagon vehicle West Turning left Automobile, Other motor station wagon vehicle

2013-Jul-24, Wed,03:21 Clear Turning movement P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2014-Mar-04, Tue,20:20 Clear Angle P.D. only Packed North Going ahead Automobile, Other motor snow station wagon vehicle West Turning left Pick-up truck Other motor vehicle

2014-Mar-10, Mon,21:59 Snow Rear end P.D. only Slush North Going ahead Automobile, Other motor station wagon vehicle North Stopped Automobile, Other motor station wagon vehicle

2014-Jul-10, Thu,10:45 Clear Rear end P.D. only Dry North Going ahead Unknown Other motor vehicle

Friday, August 10, 2018 Page 1 of 6 North Stopped Automobile, Other motor station wagon vehicle

2014-Aug-27, Wed,16:30 Clear Rear end P.D. only Dry North Unknown Unknown Other motor vehicle North Slowing or stopping Pick-up truck Other motor vehicle

2014-Oct-04, Sat,10:30 Clear Rear end P.D. only Wet West Turning right Automobile, Other motor station wagon vehicle West Turning right Pick-up truck Other motor vehicle

2014-Nov-06, Thu,19:30 Clear Turning movement P.D. only Wet South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2014-Nov-06, Thu,21:30 Clear SMV other Non-fatal injury Wet South Turning right Automobile, Pedestrian 1 station wagon

2014-Nov-15, Sat,14:10 Clear Turning movement P.D. only Dry North Going ahead Unknown Other motor vehicle South Turning left Automobile, Other motor station wagon vehicle

2014-Nov-16, Sun,17:00 Clear Rear end P.D. only Wet West Turning right Pick-up truck Other motor vehicle West Turning right Automobile, Other motor station wagon vehicle

2015-Jan-06, Tue,22:39 Snow Rear end Non-fatal injury Loose snow South Going ahead Pick-up truck Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 2 of 6 2015-Feb-28, Sat,14:43 Clear Angle P.D. only Dry West Turning right Automobile, Other motor station wagon vehicle North Going ahead Passenger van Other motor vehicle

2015-Mar-04, Wed,13:29 Clear Angle Non-fatal injury Dry North Going ahead Automobile, Other motor station wagon vehicle West Turning left Pick-up truck Other motor vehicle

2015-Mar-17, Tue,07:59 Rain Rear end P.D. only Wet North Slowing or stopping Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2015-Mar-20, Fri,13:18 Clear Turning movement P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Passenger van Other motor vehicle

2015-Mar-30, Mon,21:09 Clear Other P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Debris falling off vehicle

2015-Apr-02, Thu,20:06 Rain Turning movement P.D. only Wet South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2015-Apr-12, Sun,17:00 Clear Rear end Non-fatal injury Dry North Stopped Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 3 of 6 2015-Jun-05, Fri,14:38 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Turning right Pick-up truck Other motor vehicle

2015-Jun-29, Mon,16:22 Clear Rear end P.D. only Dry North Going ahead Automobile, Other motor station wagon vehicle North Turning right Passenger van Other motor vehicle

2015-Sep-12, Sat,10:45 Rain Turning movement P.D. only Wet North Turning left Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2015-Nov-20, Fri,09:13 Clear Rear end P.D. only Dry North Going ahead Passenger van Other motor vehicle North Stopped Pick-up truck Other motor vehicle

2015-Dec-04, Fri,13:42 Clear Rear end P.D. only Dry North Slowing or stopping Automobile, Other motor station wagon vehicle North Turning right Automobile, Other motor station wagon vehicle

2016-Jun-03, Fri,07:03 Clear Rear end P.D. only Dry North Turning right Automobile, Other motor station wagon vehicle North Turning right Pick-up truck Other motor vehicle

2016-Aug-12, Fri,14:51 Clear Rear end P.D. only Dry North Going ahead Unknown Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 4 of 6 2016-Aug-12, Fri,14:51 Clear Rear end P.D. only Dry North Going ahead Unknown Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

2016-Sep-01, Thu,11:46 Clear Angle Non-fatal injury Dry East Turning right Automobile, Other motor station wagon vehicle South Going ahead Pick-up truck Other motor vehicle

2016-Sep-26, Mon,05:41 Clear Angle Non-fatal injury Dry East Turning left Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2016-Oct-06, Thu,12:05 Clear Rear end Non-fatal injury Dry North Going ahead Automobile, Other motor station wagon vehicle North Stopped Automobile, Other motor station wagon vehicle

2017-Jan-01, Sun,11:41 Clear Other P.D. only Wet West Reversing Automobile, Other motor station wagon vehicle East Turning left Municipal transit Other motor bus vehicle

2017-Feb-14, Tue,18:03 Snow Turning movement P.D. only Loose snow South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2017-Mar-01, Wed,08:36 Rain Turning movement Non-fatal injury Wet North Turning left Automobile, Other motor 1 station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 5 of 6 2017-May-13, Sat,13:54 Rain Turning movement P.D. only Wet North Going ahead Automobile, Other motor station wagon vehicle South Turning left Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle

2017-Nov-22, Wed,10:49 Clear Turning movement Non-fatal injury Wet South Making "U" turn Passenger van Other motor vehicle North Going ahead Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 6 of 6 City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2013 To: December 31, 2017 Location: BANK ST @ HERON RD Traffic Control: Traffic signal Total Collisions: 118 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2013-Jan-18, Fri,12:00 Clear Angle Non-fatal injury Dry South Going ahead Passenger van Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle North Turning left Passenger van Other motor vehicle North Turning left Passenger van Other motor vehicle

2013-May-08, Wed,08:46 Clear Rear end P.D. only Dry North Going ahead Pick-up truck Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

2013-May-22, Wed,17:15 Clear Other P.D. only Dry West Reversing Pick-up truck Other motor vehicle East Turning left Automobile, Other motor station wagon vehicle

2013-Jun-28, Fri,10:59 Rain Rear end Non-reportable Wet North Going ahead Police vehicle Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 1 of 18 2013-Jun-28, Fri,13:40 Rain Rear end P.D. only Wet North Going ahead Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

2013-Jul-04, Thu,16:20 Rain Rear end P.D. only Dry East Unknown Automobile, Other motor station wagon vehicle East Stopped Pick-up truck Other motor vehicle

2013-Jul-15, Mon,11:00 Clear Sideswipe P.D. only Dry South Changing lanes Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2013-Aug-10, Sat,22:48 Clear SMV other Non-fatal injury Dry North Going ahead Automobile, Pedestrian 1 station wagon

2013-Aug-20, Tue,06:45 Clear Sideswipe P.D. only Dry West Changing lanes Pick-up truck Other motor vehicle West Turning right Automobile, Other motor station wagon vehicle

2013-Sep-04, Wed,13:30 Clear Rear end P.D. only Dry South Going ahead Farm tractor Other motor vehicle South Going ahead Automobile, Farm tractor station wagon

2013-Oct-01, Tue,13:00 Clear Turning movement P.D. only Dry West Turning left Unknown Other motor vehicle West Turning left Automobile, Other motor station wagon vehicle

2013-Oct-02, Wed,17:12 Clear Sideswipe P.D. only Dry South Changing lanes Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 2 of 18 South Going ahead Pick-up truck Other motor vehicle

2013-Oct-24, Thu,06:39 Clear Rear end Non-fatal injury Dry South Going ahead Automobile, Other motor station wagon vehicle South Stopped Pick-up truck Other motor vehicle

2013-Oct-25, Fri,21:20 Clear Rear end P.D. only Dry East Turning right Automobile, Other motor station wagon vehicle East Turning right Automobile, Other motor station wagon vehicle

2013-Oct-26, Sat,13:03 Rain Rear end Non-fatal injury Wet North Going ahead Automobile, Other motor station wagon vehicle North Stopped Automobile, Other motor station wagon vehicle

2013-Oct-30, Wed,12:36 Clear Sideswipe P.D. only Dry South Changing lanes Automobile, Other motor station wagon vehicle South Going ahead Pick-up truck Other motor vehicle

2013-Oct-31, Thu,14:11 Rain Rear end P.D. only Wet West Going ahead Automobile, Other motor station wagon vehicle West Stopped Passenger van Other motor vehicle West Stopped Passenger van Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle

2013-Nov-26, Tue,14:42 Clear Turning movement P.D. only Wet East Going ahead Automobile, Other motor station wagon vehicle West Turning left Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 3 of 18 2013-Nov-29, Fri,11:40 Clear Rear end P.D. only Dry South Slowing or stopping Automobile, Other motor station wagon vehicle South Slowing or stopping Automobile, Other motor station wagon vehicle

2013-Dec-06, Fri,13:42 Clear Sideswipe P.D. only Dry South Changing lanes Automobile, Other motor station wagon vehicle South Turning left Passenger van Other motor vehicle

2013-Dec-07, Sat,17:52 Clear Rear end P.D. only Dry East Turning right Automobile, Other motor station wagon vehicle East Turning right Automobile, Other motor station wagon vehicle

2013-Dec-09, Mon,10:30 Snow Rear end P.D. only Loose snow South Slowing or stopping Automobile, Other motor station wagon vehicle South Stopped Pick-up truck Other motor vehicle

2013-Dec-23, Mon,16:00 Clear Turning movement P.D. only Slush West Turning left Automobile, Other motor station wagon vehicle East Going ahead Automobile, Other motor station wagon vehicle

2014-Apr-03, Thu,12:34 Clear Sideswipe P.D. only Dry North Changing lanes Passenger van Other motor vehicle North Turning left Pick-up truck Other motor vehicle

2014-Apr-03, Thu,13:57 Clear Sideswipe P.D. only Dry North Changing lanes Unknown Other motor vehicle North Going ahead Municipal transit Other motor bus vehicle

Friday, August 10, 2018 Page 4 of 18 2014-Apr-24, Thu,12:50 Clear Angle P.D. only Dry West Turning right Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2014-May-15, Thu,15:31 Clear Rear end P.D. only Dry North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

2014-May-23, Fri,15:15 Clear Sideswipe P.D. only Wet West Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle

2014-May-29, Thu,14:00 Clear Rear end Non-fatal injury Dry East Turning right Automobile, Other motor station wagon vehicle East Turning right Passenger van Other motor vehicle

2014-May-31, Sat,12:19 Clear Turning movement Non-fatal injury Dry West Turning left Automobile, Other motor station wagon vehicle East Going ahead Automobile, Other motor station wagon vehicle

2014-Jun-07, Sat,12:15 Clear Rear end Non-fatal injury Dry South Slowing or stopping Passenger van Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle

2014-Aug-11, Mon,13:30 Clear Rear end P.D. only Dry North Going ahead Passenger van Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 5 of 18 2014-Aug-20, Wed,12:49 Clear SMV other Non-fatal injury Dry North Going ahead Automobile, Pedestrian 1 station wagon

2014-Sep-05, Fri,09:47 Clear Rear end Non-fatal injury Dry South Slowing or stopping Truck and trailer Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2014-Sep-12, Fri,11:26 Clear Rear end P.D. only Dry West Turning right Automobile, Other motor station wagon vehicle West Turning right Pick-up truck Other motor vehicle

2014-Oct-06, Mon,20:40 Clear Rear end P.D. only Dry South Going ahead Passenger van Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2014-Dec-09, Tue,11:45 Clear Sideswipe P.D. only Dry South Turning left Pick-up truck Other motor vehicle South Turning left Pick-up truck Other motor vehicle

2014-Dec-30, Tue,16:30 Clear Sideswipe P.D. only Dry North Changing lanes Pick-up truck Other motor vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-Jan-07, Wed,09:11 Clear Rear end P.D. only Ice North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Truck - closed Other motor vehicle

Friday, August 10, 2018 Page 6 of 18 2015-Jan-13, Tue,17:59 Clear Turning movement Non-fatal injury Dry East Turning left Pick-up truck Other motor vehicle West Going ahead Passenger van Other motor vehicle

2015-Jan-21, Wed,08:39 Clear Rear end P.D. only Dry West Slowing or stopping Delivery van Other motor vehicle West Slowing or stopping Automobile, Other motor station wagon vehicle

2015-Jan-21, Wed,09:56 Clear Sideswipe P.D. only Dry East Changing lanes Automobile, Other motor station wagon vehicle East Unknown Automobile, Other motor station wagon vehicle

2015-Feb-03, Tue,15:11 Clear Sideswipe P.D. only Wet East Changing lanes Automobile, Other motor station wagon vehicle East Turning right Automobile, Other motor station wagon vehicle

2015-Feb-10, Tue,17:31 Clear Rear end P.D. only Wet North Slowing or stopping Pick-up truck Other motor vehicle North Stopped Passenger van Other motor vehicle

2015-Feb-13, Fri,14:52 Clear Rear end P.D. only Dry South Slowing or stopping Pick-up truck Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle

2015-Mar-04, Wed,14:14 Clear Rear end P.D. only Dry West Turning left Unknown Other motor vehicle West Turning left Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 7 of 18 2015-Mar-17, Tue,14:00 Clear Other Non-fatal injury Dry South Reversing Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-Mar-20, Fri,13:29 Clear Rear end P.D. only Dry South Turning left Truck - dump Other motor vehicle South Turning left Pick-up truck Other motor vehicle

2015-Apr-07, Tue,14:38 Clear Sideswipe P.D. only Dry West Changing lanes Automobile, Other motor station wagon vehicle West Changing lanes Pick-up truck Other motor vehicle

2015-May-06, Wed,12:30 Clear Rear end P.D. only Dry North Turning left Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-May-15, Fri,18:27 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Slowing or stopping Automobile, Other motor station wagon vehicle

2015-May-22, Fri,14:23 Clear Rear end P.D. only Dry South Going ahead Pick-up truck Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2015-Jun-12, Fri,15:45 Clear Rear end P.D. only Dry East Turning right Unknown Other motor vehicle East Turning right Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 8 of 18 2015-Jul-15, Wed,19:37 Clear Sideswipe P.D. only Dry East Changing lanes Automobile, Other motor station wagon vehicle East Stopped Passenger van Other motor vehicle

2015-Jul-20, Mon,12:06 Clear Rear end P.D. only Dry South Changing lanes Automobile, Other motor station wagon vehicle South Turning left Automobile, Other motor station wagon vehicle

2015-Jul-29, Wed,16:40 Clear Sideswipe P.D. only Dry North Changing lanes Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-Aug-04, Tue,10:20 Clear Rear end P.D. only Dry East Slowing or stopping Automobile, Other motor station wagon vehicle East Stopped Passenger van Other motor vehicle

2015-Aug-06, Thu,08:32 Clear Sideswipe P.D. only Dry South Changing lanes Automobile, Other motor station wagon vehicle South Slowing or stopping Pick-up truck Other motor vehicle

2015-Aug-16, Sun,13:15 Clear Rear end P.D. only Dry East Turning right Pick-up truck Other motor vehicle East Turning right Automobile, Other motor station wagon vehicle

2015-Sep-02, Wed,08:39 Clear Sideswipe P.D. only Dry North Changing lanes Automobile, Other motor station wagon vehicle North Going ahead Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 9 of 18 2015-Sep-12, Sat,14:18 Rain Sideswipe P.D. only Wet North Changing lanes Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-Sep-18, Fri,13:00 Clear Rear end P.D. only Dry East Unknown Pick-up truck Other motor vehicle East Stopped Automobile, Other motor station wagon vehicle

2015-Oct-08, Thu,11:16 Clear Rear end P.D. only Dry North Changing lanes Pick-up truck Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

2015-Oct-26, Mon,16:20 Clear Rear end P.D. only Dry North Going ahead Pick-up truck Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

2015-Nov-09, Mon,15:31 Clear Rear end P.D. only Dry North Going ahead Automobile, Other motor station wagon vehicle North Stopped Automobile, Other motor station wagon vehicle

2015-Nov-19, Thu,07:40 Rain Rear end P.D. only Wet West Going ahead Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle

2015-Nov-24, Tue,15:06 Clear Rear end P.D. only Loose snow North Going ahead Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 10 of 18 2015-Dec-07, Mon,12:04 Clear Turning movement Non-fatal injury Dry North Turning right Automobile, Other motor station wagon vehicle North Going ahead Pick-up truck Other motor vehicle

2015-Dec-13, Sun,21:38 Rain Rear end P.D. only Wet North Turning left Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-Dec-14, Mon,16:30 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2015-Dec-16, Wed,14:50 Clear Sideswipe P.D. only Dry North Changing lanes Unknown Other motor vehicle North Turning left Automobile, Other motor station wagon vehicle

2015-Dec-23, Wed,10:05 Clear Rear end P.D. only Dry South Turning right Automobile, Other motor station wagon vehicle South Turning right Automobile, Other motor station wagon vehicle

2015-Dec-24, Thu,10:24 Clear Rear end P.D. only Dry South Turning left Pick-up truck Other motor vehicle South Turning left Pick-up truck Other motor vehicle

2016-Jan-08, Fri,13:37 Clear Sideswipe P.D. only Dry North Changing lanes Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 11 of 18 2016-Feb-17, Wed,11:40 Clear Turning movement P.D. only Wet South Turning right Passenger van Other motor vehicle South Going ahead Municipal transit Other motor bus vehicle

2016-Feb-25, Thu,07:35 Freezing Rain Rear end P.D. only Ice East Slowing or stopping Automobile, Other motor station wagon vehicle East Stopped Automobile, Other motor station wagon vehicle

2016-Feb-25, Thu,17:44 Rain Rear end P.D. only Slush West Slowing or stopping Pick-up truck Skidding/sliding West Stopped Automobile, Other motor station wagon vehicle

2016-Mar-05, Sat,11:49 Clear Turning movement P.D. only Dry East Turning left Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle

2016-Apr-04, Mon,08:52 Clear Rear end P.D. only Dry East Unknown Unknown Other motor vehicle East Stopped Automobile, Other motor station wagon vehicle

2016-Apr-23, Sat,14:38 Clear Turning movement P.D. only Dry West Turning left Pick-up truck Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle

2016-May-03, Tue,07:57 Fog, mist, smoke, Rear end P.D. only Dry North Slowing or stopping Passenger van Other motor dust vehicle North Stopped Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 12 of 18 2016-May-04, Wed,11:03 Clear Rear end P.D. only Dry North Turning left Truck - closed Other motor vehicle North Turning left Passenger van Other motor vehicle

2016-May-05, Thu,12:10 Clear Turning movement P.D. only Dry West Turning left Pick-up truck Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle

2016-May-30, Mon,09:07 Clear Turning movement P.D. only Dry East Turning left Automobile, Other motor station wagon vehicle West Going ahead Municipal transit Other motor bus vehicle

2016-May-30, Mon,11:23 Clear Rear end P.D. only Dry South Going ahead Pick-up truck Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle

2016-Jun-22, Wed,12:30 Clear Sideswipe P.D. only Dry North Turning left Pick-up truck Other motor vehicle North Turning left Pick-up truck Other motor vehicle

2016-Jul-09, Sat,21:11 Rain Rear end Non-fatal injury Wet South Slowing or stopping Automobile, Other motor station wagon vehicle South Stopped Pick-up truck Other motor vehicle

2016-Aug-06, Sat,14:49 Clear Rear end P.D. only Dry East Turning right Pick-up truck Other motor vehicle East Turning right Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 13 of 18 2016-Aug-19, Fri,15:40 Clear Turning movement P.D. only Dry East Going ahead Automobile, Other motor station wagon vehicle West Turning left Pick-up truck Other motor vehicle

2016-Aug-22, Mon,14:59 Clear Rear end P.D. only Dry East Going ahead Pick-up truck Other motor vehicle East Slowing or stopping Automobile, Other motor station wagon vehicle

2016-Aug-23, Tue,14:47 Clear Rear end P.D. only Dry North Turning left Pick-up truck Other motor vehicle North Turning left Automobile, Other motor station wagon vehicle

2016-Aug-28, Sun,16:59 Rain Rear end P.D. only Wet South Going ahead Pick-up truck Other motor vehicle South Going ahead Automobile, Other motor station wagon vehicle

2016-Sep-13, Tue,12:46 Clear Rear end P.D. only Dry North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Passenger van Other motor vehicle

2016-Nov-20, Sun,21:31 Snow SMV other P.D. only Slush South Going ahead Automobile, Ran off road station wagon

2016-Dec-01, Thu,13:11 Clear Rear end P.D. only Dry North Going ahead Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

2016-Dec-06, Tue,14:54 Clear Rear end P.D. only Wet North Slowing or stopping Truck - tractor Other motor vehicle

Friday, August 10, 2018 Page 14 of 18 North Stopped Pick-up truck Other motor vehicle

2016-Dec-22, Thu,14:26 Snow Rear end P.D. only Loose snow South Stopped Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

2016-Dec-23, Fri,19:46 Clear Rear end P.D. only Wet North Going ahead Automobile, Other motor station wagon vehicle North Slowing or stopping Passenger van Other motor vehicle

2017-Jan-27, Fri,17:05 Clear Turning movement P.D. only Wet West Turning left Automobile, Other motor station wagon vehicle East Going ahead Automobile, Other motor station wagon vehicle

2017-Feb-02, Thu,16:57 Clear Rear end P.D. only Wet East Unknown Automobile, Other motor station wagon vehicle East Unknown Pick-up truck Other motor vehicle

2017-Feb-09, Thu,16:55 Clear Turning movement P.D. only Dry East Going ahead Automobile, Other motor station wagon vehicle West Turning left Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle

2017-Feb-22, Wed,03:05 Clear SMV other P.D. only Wet North Going ahead Automobile, Pole (sign, station wagon parking meter)

Friday, August 10, 2018 Page 15 of 18 2017-Apr-07, Fri,23:13 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Stopped Pick-up truck Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle

2017-May-02, Tue,23:17 Clear Angle Non-fatal injury Wet West Going ahead Automobile, Other motor station wagon vehicle South Slowing or stopping Automobile, Other motor station wagon vehicle

2017-May-05, Fri,12:31 Rain Sideswipe P.D. only Wet North Turning left Automobile, Other motor station wagon vehicle North Turning left Truck and trailer Other motor vehicle

2017-May-12, Fri,07:58 Clear Sideswipe P.D. only Dry East Changing lanes Automobile, Other motor station wagon vehicle East Turning right Automobile, Other motor station wagon vehicle

2017-May-20, Sat,16:10 Clear Rear end Non-fatal injury Dry North Turning left Automobile, Other motor station wagon vehicle North Turning left Pick-up truck Other motor vehicle

2017-May-31, Wed,17:19 Clear Sideswipe P.D. only Dry South Going ahead Unknown Other motor vehicle South Stopped Automobile, Other motor station wagon vehicle

2017-Jul-04, Tue,12:34 Clear Angle Non-fatal injury Dry North Going ahead Automobile, Other motor station wagon vehicle East Going ahead Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 16 of 18 East Going ahead Automobile, Other motor station wagon vehicle

2017-Jul-23, Sun,19:05 Clear Rear end P.D. only Dry East Slowing or stopping Tow truck Other motor vehicle East Stopped Automobile, Other motor station wagon vehicle

2017-Sep-07, Thu,20:34 Rain Angle Non-fatal injury Wet North Going ahead Automobile, Other motor station wagon vehicle East Going ahead Police vehicle Other motor vehicle

2017-Oct-13, Fri,14:35 Clear Rear end P.D. only Dry South Going ahead Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2017-Nov-17, Fri,21:45 Clear Rear end Non-fatal injury Dry East Turning right Pick-up truck Other motor vehicle East Turning right Passenger van Other motor vehicle

2017-Dec-01, Fri,18:33 Clear Sideswipe P.D. only Dry North Changing lanes Pick-up truck Other motor vehicle North Going ahead Automobile, Other motor station wagon vehicle

2017-Dec-11, Mon,09:25 Clear Angle P.D. only Dry West Going ahead Automobile, Other motor station wagon vehicle North Turning left Automobile, Other motor station wagon vehicle

2017-Dec-11, Mon,11:50 Clear Rear end P.D. only Dry East Turning right Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 17 of 18 East Turning right Automobile, Other motor station wagon vehicle

2017-Dec-15, Fri,08:18 Clear Angle P.D. only Wet North Turning right Pick-up truck Other motor vehicle East Going ahead Pick-up truck Other motor vehicle

2017-Dec-26, Tue,13:15 Clear Sideswipe P.D. only Wet South Changing lanes Automobile, Other motor station wagon vehicle South Going ahead Automobile, Other motor station wagon vehicle

Friday, August 10, 2018 Page 18 of 18 City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2013 To: December 31, 2017 Location: BANK ST @ RANDALL AVE Traffic Control: Traffic signal Total Collisions: 11 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2013-Jan-17, Thu,11:45 Clear Rear end P.D. only Dry North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Automobile, Other motor station wagon vehicle

2013-Feb-13, Wed,22:06 Clear SMV other P.D. only Loose snow South Going ahead Snow plow Pole (utility, power)

2013-Nov-22, Fri,13:10 Rain Rear end P.D. only Wet South Going ahead Pick-up truck Other motor vehicle South Stopped Pick-up truck Other motor vehicle

2014-Feb-05, Wed,10:49 Clear Rear end P.D. only Wet North Going ahead Truck - closed Other motor vehicle North Slowing or stopping Automobile, Other motor station wagon vehicle

2014-Oct-13, Mon,09:43 Clear Turning movement P.D. only Dry South Turning left Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2015-Jan-04, Sun,21:34 Snow Rear end P.D. only Loose snow North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

Friday, August 10, 2018 Page 1 of 2 2015-Aug-12, Wed,08:32 Clear Angle Non-fatal injury Dry West Turning right Bicycle Other motor vehicle North Slowing or stopping Municipal transit Cyclist bus

2015-Dec-07, Mon,15:09 Clear Sideswipe Non-fatal injury Dry North Going ahead Automobile, Other motor station wagon vehicle North Going ahead Truck - dump Other motor vehicle

2016-Jun-04, Sat,14:31 Clear Rear end Non-fatal injury Dry North Slowing or stopping Automobile, Other motor station wagon vehicle North Slowing or stopping Pick-up truck Other motor vehicle

2017-Sep-30, Sat,19:45 Clear Rear end P.D. only Dry North Turning left Unknown Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle

2017-Oct-02, Mon,15:25 Clear Turning movement Non-fatal injury Dry North Turning right Unknown Cyclist North Going ahead Bicycle Other motor vehicle

Friday, August 10, 2018 Page 2 of 2

APPENDIX F

Bank Street Renewal Project Functional Design

APPENDIX G

Relevant Excerpts from Other Traffic Studies

Apartment Building Development Page 9 1161 Heron Road, Ottawa Transportation Impact Study

FIGURE 3.2 WEEKDAY PEAK AM AND PM HOUR SITE GENERATED TRIPS

Retail/Office/Training Area Building Page 9 1625 Bank Street, Ottawa Transportation Brief - REVISED

FIGURE 3.2 WEEKDAY PEAK AM AND PM HOUR SITE GENERATED TRIPS

Medical/Office Building Page 8 1637 Bank Street, Ottawa Transportation Overview

FIGURE 3.2 WEEKDAY PEAK AM AND PM HOUR SITE GENERATED TRIPS

APPENDIX H

TDM Supportive Development Design and Infrastructure Checklist

TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017) TDM-Supportive Development Design and Infrastructure Checklist: Residential Developments (multi-family or condominium)

Legend

REQUIRED The Official Plan or Zoning By-law provides related guidance that must be followed BASIC The measure is generally feasible and effective, and in most cases would benefit the development and its users BETTER The measure could maximize support for users of sustainable modes, and optimize development performance

Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Residential developments or plan/drawing references 1. WALKING & CYCLING: ROUTES 1.1 Building location & access points

BASIC 1.1.1 Locate building close to the street, and do not locate parking areas between the street and building entrances

BASIC 1.1.2 Locate building entrances in order to minimize walking distances to sidewalks and transit stops/stations

BASIC 1.1.3 Locate building doors and windows to ensure visibility of pedestrians from the building, for their security and comfort 1.2 Facilities for walking & cycling

REQUIRED 1.2.1 Provide convenient, direct access to stations or major N/A - no rapid transit stops along rapid transit routes within 600 metres; minimize walking distances from buildings to rapid transit; provide pedestrian-friendly, weather-protected (where possible) environment between rapid transit accesses and building entrances; ensure quality linkages from sidewalks through building entrances to integrated stops/stations (see Official Plan policy 4.3.3)

REQUIRED 1.2.2 Provide safe, direct and attractive pedestrian access from public sidewalks to building entrances through such measures as: reducing distances between public sidewalks and major building entrances; providing walkways from public streets to major building entrances; within a site, providing walkways along the front of adjoining buildings, between adjacent buildings, and connecting areas where people may congregate,

such as courtyards and transit stops; and providing

weather protection through canopies, colonnades, and

other design elements wherever possible (see Official

Plan policy 4.3.12)

TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)

Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Residential developments or plan/drawing references

REQUIRED 1.2.3 Provide sidewalks of smooth, well-drained walking surfaces of contrasting materials or treatments to differentiate pedestrian areas from vehicle areas, and provide marked pedestrian crosswalks at intersection sidewalks (see Official Plan policy 4.3.10)

REQUIRED 1.2.4 Make sidewalks and open space areas easily accessible through features such as gradual grade transition, depressed curbs at street corners and convenient access to extra-wide parking spaces and ramps (see Official Plan policy 4.3.10)

REQUIRED 1.2.5 Include adequately spaced inter-block/street cycling and pedestrian connections to facilitate travel by active transportation. Provide links to the existing or planned network of public sidewalks, multi-use pathways and on- road cycle routes. Where public sidewalks and multi-use pathways intersect with roads, consider providing traffic control devices to give priority to cyclists and pedestrians (see Official Plan policy 4.3.11)

BASIC 1.2.6 Provide safe, direct and attractive walking routes from building entrances to nearby transit stops

BASIC 1.2.7 Ensure that walking routes to transit stops are secure, visible, lighted, shaded and wind-protected wherever possible

BASIC 1.2.8 Design roads used for access or circulation by cyclists using a target operating speed of no more than 30 km/h, or provide a separated cycling facility 1.3 Amenities for walking & cycling

BASIC 1.3.1 Provide lighting, landscaping and benches along walking and cycling routes between building entrances and streets, sidewalks and trails

BASIC 1.3.2 Provide wayfinding signage for site access (where required, e.g. when multiple buildings or entrances exist) and egress (where warranted, such as when directions to reach transit stops/stations, trails or other common destinations are not obvious)

TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)

Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Residential developments or plan/drawing references 2. WALKING & CYCLING: END-OF-TRIP FACILITIES 2.1 Bicycle parking

REQUIRED 2.1.1 Provide bicycle parking in highly visible and lighted areas, sheltered from the weather wherever possible (see Official Plan policy 4.3.6)

REQUIRED 2.1.2 Provide the number of bicycle parking spaces specified for various land uses in different parts of Ottawa; provide convenient access to main entrances or well- used areas (see Zoning By-law Section 111)

REQUIRED 2.1.3 Ensure that bicycle parking spaces and access aisles meet minimum dimensions; that no more than 50% of spaces are vertical spaces; and that parking racks are securely anchored (see Zoning By-law Section 111)

BASIC 2.1.4 Provide bicycle parking spaces equivalent to the expected number of resident-owned bicycles, plus the expected peak number of visitor cyclists 2.2 Secure bicycle parking

REQUIRED 2.2.1 Where more than 50 bicycle parking spaces are provided for a single residential building, locate at least 25% of spaces within a building/structure, a secure area (e.g. supervised parking lot or enclosure) or bicycle lockers (see Zoning By-law Section 111)

BETTER 2.2.2 Provide secure bicycle parking spaces equivalent to at least the number of units at condominiums or multi- family residential developments 2.3 Bicycle repair station

BETTER 2.3.1 Provide a permanent bike repair station, with commonly used tools and an air pump, adjacent to the main bicycle parking area (or secure bicycle parking area, if provided) 3. TRANSIT 3.1 Customer amenities

BASIC 3.1.1 Provide shelters, lighting and benches at any on-site transit stops

BASIC 3.1.2 Where the site abuts an off-site transit stop and insufficient space exists for a transit shelter in the public right-of-way, protect land for a shelter and/or install a shelter

BETTER 3.1.3 Provide a secure and comfortable interior waiting area by integrating any on-site transit stops into the building

TDM-Supportive Development Design and Infrastructure Checklist City of Ottawa Version 1.0 (30 June 2017)

Check if completed & TDM-supportive design & infrastructure measures: add descriptions, explanations Residential developments or plan/drawing references 4. RIDESHARING 4.1 Pick-up & drop-off facilities

BASIC 4.1.1 Provide a designated area for carpool drivers (plus taxis and ride-hailing services) to drop off or pick up passengers without using fire lanes or other no-stopping zones

5. CARSHARING & BIKESHARING 5.1 Carshare parking spaces

BETTER 5.1.1 Provide up to three carshare parking spaces in an R3, R4 or R5 Zone for specified residential uses (see Zoning By-law Section 94) 5.2 Bikeshare station location

BETTER 5.2.1 Provide a designated bikeshare station area near a major building entrance, preferably lighted and sheltered with a direct walkway connection 6. PARKING 6.1 Number of parking spaces

REQUIRED 6.1.1 Do not provide more parking than permitted by zoning, nor less than required by zoning, unless a variance is being applied for

BASIC 6.1.2 Provide parking for long-term and short-term users that is consistent with mode share targets, considering the potential for visitors to use off-site public parking

BASIC 6.1.3 Where a site features more than one use, provide shared parking and reduce the cumulative number of parking spaces accordingly (see Zoning By-law Section 104)

BETTER 6.1.4 Reduce the minimum number of parking spaces required by zoning by one space for each 13 square metres of gross floor area provided as shower rooms, change rooms, locker rooms and other facilities for cyclists in conjunction with bicycle parking (see Zoning By-law Section 111) 6.2 Separate long-term & short-term parking areas

BETTER 6.2.1 Provide separate areas for short-term and long-term parking (using signage or physical barriers) to permit access controls and simplify enforcement (i.e. to discourage residents from parking in visitor spaces, and vice versa)

TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)

TDM Measures Checklist: Residential Developments (multi-family, condominium or subdivision)

Legend

BASIC The measure is generally feasible and effective, and in most cases would benefit the development and its users BETTER The measure could maximize support for users of sustainable modes, and optimize development performance  The measure is one of the most dependably effective tools to encourage the use of sustainable modes

Check if proposed & TDM measures: Residential developments add descriptions

1. TDM PROGRAM MANAGEMENT 1.1 Program coordinator BASIC  1.1.1 Designate an internal coordinator, or contract with an external coordinator 1.2 Travel surveys BETTER 1.2.1 Conduct periodic surveys to identify travel-related behaviours, attitudes, challenges and solutions, and to track progress

2. WALKING AND CYCLING 2.1 Information on walking/cycling routes & destinations BASIC 2.1.1 Display local area maps with walking/cycling access routes and key destinations at major entrances (multi-family, condominium) 2.2 Bicycle skills training BETTER 2.2.1 Offer on-site cycling courses for residents, or subsidize off-site courses

12 TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)

Check if proposed & TDM measures: Residential developments add descriptions

3. TRANSIT 3.1 Transit information BASIC 3.1.1 Display relevant transit schedules and route maps at entrances (multi-family, condominium) BETTER 3.1.2 Provide real-time arrival information display at entrances (multi-family, condominium) 3.2 Transit fare incentives BASIC  3.2.1 Offer PRESTO cards preloaded with one monthly transit pass on residence purchase/move-in, to encourage residents to use transit BETTER 3.2.2 Offer at least one year of free monthly transit passes on residence purchase/move-in 3.3 Enhanced public transit service BETTER  3.3.1 Contract with OC Transpo to provide early transit services until regular services are warranted by occupancy levels (subdivision) 3.4 Private transit service BETTER 3.4.1 Provide shuttle service for seniors homes or lifestyle communities (e.g. scheduled mall or supermarket runs) 4. CARSHARING & BIKESHARING 4.1 Bikeshare stations & memberships BETTER 4.1.1 Contract with provider to install on-site bikeshare station (multi-family) BETTER 4.1.2 Provide residents with bikeshare memberships, either free or subsidized (multi-family) 4.2 Carshare vehicles & memberships BETTER 4.2.1 Contract with provider to install on-site carshare vehicles and promote their use by residents BETTER 4.2.2 Provide residents with carshare memberships, either free or subsidized

5. PARKING 5.1 Priced parking BASIC  5.1.1 Unbundle parking cost from purchase price (condominium) BASIC  5.1.2 Unbundle parking cost from monthly rent (multi-family)

13 TDM Measures Checklist City of Ottawa Version 1.0 (30 June 2017)

Check if proposed & TDM measures: Residential developments add descriptions 6. TDM MARKETING & COMMUNICATIONS 6.1 Multimodal travel information BASIC  6.1.1 Provide a multimodal travel option information package to new residents 6.2 Personalized trip planning BETTER  6.2.1 Offer personalized trip planning to new residents

APPENDIX I

Signal Timing Plans

Traffic Signal Timing City of Ottawa, Transportation Services Department Traffic Signal Operations Unit

Intersection: Main: Bank Side: Kilborn/Belanger Controller: MS-3200 TSD: 5129 Author: Sarah Saade Date: 07-Aug-2018

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Walk DW A+R 1 2 3 4 Cycle 90 85 90 75

Offset 4 47 19 X

NB Thru 36 35 36 36 13 16 3.3+2.6

SB Thru 51 46 51 36 13 16 3.3+2.6

EB Thru 39 39 39 39 10 22 3.3+3.0

WB Thru 39 39 39 39 10 22 3.3+3.0

SB Left 15 11 15 - - - 3.3+2.6

Phasing Sequence‡

Plan: 1,2,3 * *

Plan: 4 *

Schedule

Weekday Saturday Sunday Time Plan Time Plan Time Plan 0:15 4 0:15 4 0:15 4 6:30 1 6:30 2 6:30 2 9:30 2 21:00 4 20:30 4 15:00 3 18:30 2 20:30 4

Notes †: Time for each direction includes amber and all red intervals ‡: Start of first phase should be used as reference point for offset Asterisk (*) Indicates actuated phase (fp): Fully Protected Left Turn Pedestrian signal

Cost is $56.50 ($50 + HST) Traffic Signal Timing City of Ottawa, Transportation Services Department Traffic Signal Operations Unit

Intersection: Main: Bank Side: Randall Controller: MS-3200 TSD: 5194 Author: Sarah Saade Date: 07-Aug-2018

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend PM Heavy Walk DW A+R 1 2 3 4 5 12 Cycle 90 85 60 75 75 75

Offset 72 20 29 X 58 58

NB Thru 61 56 31 46 46 46 8 14 3.3+2.9

SB Thru 61 56 31 46 46 46 - - 3.3+2.9

EW Ped 29 29 29 29 29 29 7 18 3.0+1.0

Phasing Sequence‡

Plan: All *

NOTE: WB vehicles are prohibited to turn left, only allowed to turn right on red ball display

Schedule

Weekday Saturday Sunday Time Plan Time Plan Time Plan 0:15 4 0:15 4 0:15 4 6:30 1 6:30 2 6:30 2 9:30 2 8:30 5 23:00 4 15:00 3 18:30 2 18:30 12 23:00 4 21:30 2 22:30 4

Pedestrian signal

Cost is $56.50 ($50 + HST) Traffic Signal Timing City of Ottawa, Transportation Services Department Traffic Signal Operations Unit

Intersection: Main: Bank Side: Heron Controller: MS 3200 TSD: 5195 Author: Sarah Saade Date: 07-Aug-18

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Weekend 1 AM Heavy PM Heavy Weekend 2 Weekend 3 Walk DW A+R 1 2 3 4 5 11 13 15 25 Cycle 120 110 130 85 120 120 130 130 140

Offset 52 56 52 X 57 52 52 57 57

NB Thru 46 33 43 34 44 48 39 47 50 7 19 3.3+3.1

SB Thru 32 33 43 34 44 32 39 47 50 7 19 3.3+3.1

EB Left 13 16 18 - 15 13 20 18 21 - - 3.3+1.0

WB Thru 45 35 37 35 35 43 39 35 35 7 21 3.3+3.1

EB Thru 58 51 55 35 50 56 59 53 56 7 21 3.3+3.1

NB Left (fp) 30 26 32 16 26 32 32 30 34 - - 3.3+3.2

SB Left (fp) 16 26 32 16 26 16 32 30 34 - - 3.3+3.2

Phasing Sequence‡

Plan: 1, 11 * * *

Plan: 2, 3, 5, 13, 15, 26 * *

Plan: 4 *

Schedule

Weekday Saturday Sunday Time Plan Time Plan Time Plan 0:15 4 0:15 4 0:15 4 6:30 1 6:30 2 6:30 2 7:45 11 8:30 5 12:00 15 9:30 2 11:30 15 13:00 25 15:00 3 13:00 25 16:00 15 16:00 13 17:30 5 17:30 2 17:15 3 18:30 2 23:00 4 18:30 2 23:00 4 22:30 4

Pedestrian signal

Cost is $56.50 ($50 + HST)

APPENDIX J

Synchro Reports

3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 26 6 97 3 283 27 1075 76 140 438 15 Future Volume (vph) 67 26 6 97 3 283 27 1075 76 140 438 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.96 1.00 1.00 Frt 0.992 0.850 0.990 0.995 Flt Protected 0.967 0.954 0.950 0.950 Satd. Flow (prot) 0 1601 0 0 1702 1532 1586 3351 0 1695 3344 0 Flt Permitted 0.736 0.703 0.491 0.133 Satd. Flow (perm) 0 1211 0 0 1249 1497 791 3351 0 237 3344 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 262 9 5 Link Speed (k/h) 50 50 50 50 Link Distance (m) 172.3 192.7 169.9 179.8 Travel Time (s) 12.4 13.9 12.2 12.9 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 67 26 6 97 3 283 27 1075 76 140 438 15 Shared Lane Traffic (%) Lane Group Flow (vph) 0 99 0 0 100 283 27 1151 0 140 453 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 35.1 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 1 1 19 19 19 18 18 12 Act Effct Green (s) 19.5 19.5 19.5 44.4 44.4 58.3 58.3 Actuated g/C Ratio 0.22 0.22 0.22 0.49 0.49 0.65 0.65 v/c Ratio 0.37 0.37 0.53 0.07 0.69 0.49 0.21 Control Delay 29.7 30.9 7.8 14.7 22.0 14.8 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 30.9 7.8 14.7 22.0 14.8 8.5 LOS CCABCBA Approach Delay 29.7 13.8 21.9 10.0 Approach LOS C B C A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 70th %ile Term Code Hold Hold Ped Ped Ped Coord Coord Max Coord 50th %ile Green (s) 12.9 12.9 12.9 12.9 12.9 51.3 51.3 7.7 64.9 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 10.4 10.4 10.4 10.4 10.4 54.6 54.6 6.9 67.4 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 55.9 55.9 6.0 67.8 10th %ile Term Code Hold Hold Min Min Min Coord Coord Gap Coord Stops (vph) 73 77 41 17 755 58 183 Fuel Used(l) 6 6 8 1 55 5 15 CO Emissions (g/hr) 103 110 145 21 1023 98 275 NOx Emissions (g/hr) 20 21 28 4 197 19 53 VOC Emissions (g/hr) 24 25 33 5 236 23 63 Dilemma Vehicles (#) 0 0 0 0 0 0 0 Queue Length 50th (m) 15.5 16.3 3.2 1.6 63.2 6.2 11.0 Queue Length 95th (m) 23.1 23.7 18.3 6.6 #151.7 22.2 31.2 Internal Link Dist (m) 148.3 168.7 145.9 155.8 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 442 453 710 390 1657 305 2169 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.22 0.40 0.07 0.69 0.46 0.21 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 4 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 54 845 31 12 554 Future Volume (vph) 0 54 845 31 12 554 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.995 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3367 0 1729 3357 Flt Permitted 0.323 Satd. Flow (perm) 0 1538 3367 0 580 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 159 7 Link Speed (k/h) 50 50 50 Link Distance (m) 158.9 308.0 169.9 Travel Time (s) 11.4 22.2 12.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 54 845 31 12 554 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 876 0 12 554 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 61.0 61.0 61.0 Total Split (%) 32.2% 67.8% 67.8% 67.8% Maximum Green (s) 25.0 54.8 54.8 54.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 3 2 0 0 Act Effct Green (s) 9.4 73.5 73.5 73.5 Actuated g/C Ratio 0.10 0.82 0.82 0.82 v/c Ratio 0.18 0.32 0.03 0.20 Control Delay 1.3 4.0 3.3 2.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.3 4.0 3.3 2.3 LOS AAAA Approach Delay 1.3 4.0 2.4 Approach LOS A A A 90th %ile Green (s) 25.0 54.8 54.8 54.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 74.3 74.3 74.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 5.5 74.3 74.3 74.3 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 5.5 74.3 74.3 74.3 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 0.0 83.8 83.8 83.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 219 2 73 Fuel Used(l) 1 33 0 12 CO Emissions (g/hr) 16 618 5 215 NOx Emissions (g/hr) 3 119 1 42 VOC Emissions (g/hr) 4 143 1 50 Dilemma Vehicles (#) 0 0 0 0 Queue Length 50th (m) 0.0 12.5 0.2 4.8 Queue Length 95th (m) 0.0 50.2 2.0 18.4 Internal Link Dist (m) 134.9 284.0 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 542 2752 473 2743 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.32 0.03 0.20 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 72 (80%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.32 Intersection Signal Delay: 3.3 Intersection LOS: A Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 479 250 59 690 139 485 598 17 110 326 92 Future Volume (vph) 152 479 250 59 690 139 485 598 17 110 326 92 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.96 1.00 0.98 0.99 Frt 0.850 0.850 0.996 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3339 0 1679 3207 0 Flt Permitted 0.170 0.478 0.950 0.950 Satd. Flow (perm) 302 3325 1415 820 3325 1434 3141 3339 0 1652 3207 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 250 188 3 27 Link Speed (k/h) 60 60 50 50 Link Distance (m) 328.1 226.2 210.4 91.2 Travel Time (s) 19.7 13.6 15.1 6.6 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 152 479 250 59 690 139 485 598 17 110 326 92 Shared Lane Traffic (%) Lane Group Flow (vph) 152 479 250 59 690 139 485 615 0 110 418 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.3 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 13.0 56.0 56.0 43.0 43.0 43.0 32.0 48.0 16.0 32.0 Total Split (%) 10.8% 46.7% 46.7% 35.8% 35.8% 35.8% 26.7% 40.0% 13.3% 26.7% Maximum Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 6 6 4 4 4 10 6 Act Effct Green (s) 46.7 44.6 44.6 31.6 31.6 31.6 22.4 45.0 11.1 33.7 Actuated g/C Ratio 0.39 0.37 0.37 0.26 0.26 0.26 0.19 0.38 0.09 0.28 v/c Ratio 0.70 0.39 0.37 0.27 0.79 0.27 0.80 0.49 0.71 0.45 Control Delay 41.7 28.1 4.3 37.1 47.7 2.7 57.0 31.1 77.8 36.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.7 28.1 4.3 37.1 47.7 2.7 57.0 31.1 77.8 36.8 LOS D C A D D A E C E D Approach Delay 23.7 40.0 42.5 45.4 Approach LOS C D D D 90th %ile Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 90th %ile Term Code Max Hold Hold Max Max Max Max Coord Max Coord 70th %ile Green (s) 8.7 48.6 48.6 35.6 35.6 35.6 25.2 41.6 10.5 26.9 70th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Max Coord 50th %ile Green (s) 8.7 45.4 45.4 32.4 32.4 32.4 23.0 41.6 13.7 32.3 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Max Coord 30th %ile Green (s) 8.7 42.1 42.1 29.1 29.1 29.1 20.7 46.2 12.4 37.9 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 8.7 37.5 37.5 24.5 24.5 24.5 17.4 53.8 9.4 45.8 10th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 96 336 21 46 621 5 453 460 96 322 Fuel Used(l) 12 35 9 4 59 3 41 37 11 27 CO Emissions (g/hr) 229 648 161 80 1096 59 765 694 202 504 NOx Emissions (g/hr) 44 125 31 16 212 11 148 134 39 97 VOC Emissions (g/hr) 53 149 37 19 253 14 176 160 47 116 Dilemma Vehicles (#) 0 15 0 0 23 0 0 0 0 0 Queue Length 50th (m) 23.5 42.6 0.0 10.9 78.9 0.0 56.4 60.3 24.9 40.5 Queue Length 95th (m) #37.8 53.2 15.1 21.9 95.7 5.5 72.9 78.0 #57.6 60.6 Internal Link Dist (m) 304.1 202.2 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 218 1374 731 250 1014 568 692 1252 155 919 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.35 0.34 0.24 0.68 0.24 0.70 0.49 0.71 0.45 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 52 (43%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street AM Peak 2020 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 13 53 1072 12 6 579 Future Volume (Veh/h) 13 53 1072 12 6 579 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) 13 53 1072 12 6 579 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 308 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1384 547 1089 vC1, stage 1 conf vol 1083 vC2, stage 2 conf vol 302 vCu, unblocked vol 1146 184 806 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 96 93 99 cM capacity (veh/h) 332 722 717 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 66 715 369 199 386 Volume Left 13 0 0 6 0 Volume Right 53 0 12 0 0 cSH 586 1700 1700 717 1700 Volume to Capacity 0.11 0.42 0.22 0.01 0.23 Queue Length 95th (m) 2.9 0.0 0.0 0.2 0.0 Control Delay (s) 11.9 0.0 0.0 0.4 0.0 Lane LOS B A Approach Delay (s) 11.9 0.0 0.1 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 15 21 119 54 139 32 715 75 246 978 20 Future Volume (vph) 46 15 21 119 54 139 32 715 75 246 978 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 0.99 1.00 Frt 0.965 0.850 0.986 0.997 Flt Protected 0.973 0.967 0.950 0.950 Satd. Flow (prot) 0 1573 0 0 1725 1532 1586 3336 0 1695 3362 0 Flt Permitted 0.736 0.770 0.287 0.248 Satd. Flow (perm) 0 1184 0 0 1370 1497 471 3336 0 440 3362 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 139 13 3 Link Speed (k/h) 50 50 50 50 Link Distance (m) 172.3 192.7 169.9 179.8 Travel Time (s) 12.4 13.9 12.2 12.9 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 46 15 21 119 54 139 32 715 75 246 978 20 Shared Lane Traffic (%) Lane Group Flow (vph) 0 82 0 0 173 139 32 790 0 246 998 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 35.1 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 4 4 7 7 7 8 8 27 Act Effct Green (s) 18.7 18.7 18.7 42.3 42.3 59.1 59.1 Actuated g/C Ratio 0.21 0.21 0.21 0.47 0.47 0.66 0.66 v/c Ratio 0.31 0.61 0.33 0.14 0.50 0.56 0.45 Control Delay 23.6 39.8 6.4 20.2 19.5 14.0 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 39.8 6.4 20.2 19.5 14.0 9.7 LOS CDACBBA Approach Delay 23.6 24.9 19.6 10.6 Approach LOS C C B B 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 20.2 20.2 20.2 20.2 20.2 38.1 38.1 13.6 57.6 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 17.2 17.2 17.2 17.2 17.2 42.6 42.6 12.1 60.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 14.2 14.2 14.2 14.2 14.2 47.3 47.3 10.4 63.6 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 53.3 53.3 8.6 67.8 10th %ile Term Code Hold Hold Min Min Min Coord Coord Gap Coord Stops (vph) 49 148 19 22 537 100 477 Fuel Used(l) 4 12 4 2 37 9 35 CO Emissions (g/hr) 73 219 68 28 682 169 655 NOx Emissions (g/hr) 14 42 13 5 132 33 126 VOC Emissions (g/hr) 17 51 16 6 157 39 151 Dilemma Vehicles (#) 0 0 0 0 0 0 0 Queue Length 50th (m) 9.1 27.9 0.0 3.0 46.6 14.2 36.7 Queue Length 95th (m) 17.1 38.5 11.4 11.3 81.1 #39.5 78.3 Internal Link Dist (m) 148.3 168.7 145.9 155.8 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 443 497 632 221 1573 442 2207 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.35 0.22 0.14 0.50 0.56 0.45 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 19 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 25 863 57 26 958 Future Volume (vph) 0 25 863 57 26 958 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.991 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3351 0 1729 3357 Flt Permitted 0.310 Satd. Flow (perm) 0 1544 3351 0 560 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 57 14 Link Speed (k/h) 50 50 50 Link Distance (m) 158.9 308.0 169.9 Travel Time (s) 11.4 22.2 12.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 25 863 57 26 958 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 920 0 26 958 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 31.0 31.0 31.0 Total Split (%) 48.3% 51.7% 51.7% 51.7% Maximum Green (s) 25.0 24.8 24.8 24.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 15 15 0 0 Act Effct Green (s) 9.4 49.8 49.8 49.8 Actuated g/C Ratio 0.16 0.83 0.83 0.83 v/c Ratio 0.09 0.33 0.06 0.34 Control Delay 1.8 5.2 6.8 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.8 5.2 6.8 5.4 LOS AAAA Approach Delay 1.8 5.2 5.4 Approach LOS A A A 90th %ile Green (s) 25.0 24.8 24.8 24.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 44.3 44.3 44.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 53.8 53.8 53.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 53.8 53.8 53.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 53.8 53.8 53.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 2 267 12 286 Fuel Used(l) 0 37 1 26 CO Emissions (g/hr) 9 681 15 481 NOx Emissions (g/hr) 2 131 3 93 VOC Emissions (g/hr) 2 157 4 111 Dilemma Vehicles (#) 0 0 0 0 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 1.4 57.8 5.9 62.0 Internal Link Dist (m) 134.9 284.0 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 676 2785 465 2787 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.33 0.06 0.34 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 29 (48%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 5.3 Intersection LOS: A Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 217 861 502 66 771 118 408 528 54 246 851 132 Future Volume (vph) 217 861 502 66 771 118 408 528 54 246 851 132 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.96 0.98 1.00 0.98 0.99 Frt 0.850 0.850 0.986 0.980 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3294 0 1679 3265 0 Flt Permitted 0.110 0.327 0.950 0.950 Satd. Flow (perm) 195 3325 1411 565 3325 1431 3200 3294 0 1648 3265 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 391 119 8 13 Link Speed (k/h) 60 60 50 50 Link Distance (m) 328.1 226.2 210.4 91.2 Travel Time (s) 19.7 13.6 15.1 6.6 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 217 861 502 66 771 118 408 528 54 246 851 132 Shared Lane Traffic (%) Lane Group Flow (vph) 217 861 502 66 771 118 408 582 0 246 983 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.3 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 20.0 59.0 59.0 39.0 39.0 39.0 32.0 39.0 32.0 39.0 Total Split (%) 15.4% 45.4% 45.4% 30.0% 30.0% 30.0% 24.6% 30.0% 24.6% 30.0% Maximum Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 32.6 25.5 32.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 10 10 19 19 19 17 18 Act Effct Green (s) 54.0 51.9 51.9 32.2 32.2 32.2 21.2 36.2 22.7 37.7 Actuated g/C Ratio 0.42 0.40 0.40 0.25 0.25 0.25 0.16 0.28 0.17 0.29 v/c Ratio 0.84 0.65 0.63 0.47 0.94 0.27 0.77 0.63 0.84 1.03 Control Delay 58.4 34.3 10.5 54.5 67.4 8.0 62.0 45.1 76.0 81.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.4 34.3 10.5 54.5 67.4 8.0 62.0 45.1 76.0 81.6 LOS E C B D E A E D E F Approach Delay 30.1 59.2 52.1 80.5 Approach LOS C E D F 90th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 32.6 25.5 32.6 90th %ile Term Code Max Max Max Max Max Max Max Coord Max Coord 70th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 23.6 32.6 25.5 34.5 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Max Coord 50th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 21.4 33.6 24.5 36.7 50th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 30th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 19.3 36.8 21.3 38.8 30th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 10th %ile Green (s) 14.1 48.9 48.9 30.5 30.5 30.5 16.1 45.2 16.6 45.7 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 146 680 107 57 707 16 381 497 230 807 Fuel Used(l) 21 69 22 6 78 4 36 43 24 99 CO Emissions (g/hr) 384 1288 406 110 1450 66 673 799 451 1836 NOx Emissions (g/hr) 74 249 78 21 280 13 130 154 87 354 VOC Emissions (g/hr) 89 297 94 25 334 15 155 184 104 424 Dilemma Vehicles (#) 0 27 0 0 28 0 0 0 0 0 Queue Length 50th (m) 38.5 92.1 18.4 14.4 102.0 0.0 52.1 70.0 60.6 ~143.8 Queue Length 95th (m) #79.8 114.0 54.9 30.0 #138.1 14.6 67.1 91.2 #95.5 #200.1 Internal Link Dist (m) 304.1 202.2 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 262 1345 803 141 833 448 638 922 329 955 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.64 0.63 0.47 0.93 0.26 0.64 0.63 0.75 1.03 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 53.5 Intersection LOS: D Intersection Capacity Utilization 97.1% ICU Level of Service F Analysis Period (min) 15 ~ 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.

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street PM Peak 2020 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 10 24 899 24 19 1098 Future Volume (Veh/h) 10 24 899 24 19 1098 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) 10 24 899 24 19 1098 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 308 pX, platoon unblocked 0.88 0.86 0.86 vC, conflicting volume 1503 466 928 vC1, stage 1 conf vol 916 vC2, stage 2 conf vol 587 vCu, unblocked vol 1144 70 604 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 97 97 98 cM capacity (veh/h) 372 847 847 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 34 599 324 385 732 Volume Left 10 0 0 19 0 Volume Right 24 0 24 0 0 cSH 616 1700 1700 847 1700 Volume to Capacity 0.06 0.35 0.19 0.02 0.43 Queue Length 95th (m) 1.3 0.0 0.0 0.5 0.0 Control Delay (s) 11.2 0.0 0.0 0.7 0.0 Lane LOS B A Approach Delay (s) 11.2 0.0 0.2 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 56.3% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 14 10 73 18 123 24 827 66 129 890 17 Future Volume (vph) 53 14 10 73 18 123 24 827 66 129 890 17 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 1.00 1.00 Frt 0.982 0.850 0.989 0.997 Flt Protected 0.967 0.961 0.950 0.950 Satd. Flow (prot) 0 1585 0 0 1715 1532 1586 3348 0 1695 3364 0 Flt Permitted 0.738 0.721 0.314 0.229 Satd. Flow (perm) 0 1202 0 0 1282 1498 515 3348 0 407 3364 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 123 11 3 Link Speed (k/h) 50 50 50 50 Link Distance (m) 172.3 192.7 169.9 179.8 Travel Time (s) 12.4 13.9 12.2 12.9 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 53 14 10 73 18 123 24 827 66 129 890 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 77 0 0 91 123 24 893 0 129 907 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 35.1 Total Split (s) 39.0 39.0 39.0 39.0 39.0 35.0 35.0 11.0 46.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 41.2% 41.2% 12.9% 54.1% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 29.1 29.1 5.1 40.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 4 4 7 7 7 8 8 27 Act Effct Green (s) 15.3 15.3 15.3 44.6 44.6 57.5 57.5 Actuated g/C Ratio 0.18 0.18 0.18 0.52 0.52 0.68 0.68 v/c Ratio 0.34 0.40 0.33 0.09 0.51 0.34 0.40 Control Delay 28.4 33.4 7.0 15.5 16.0 9.5 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.4 33.4 7.0 15.5 16.0 9.5 8.3 LOS CCABBAA Approach Delay 28.4 18.2 16.0 8.4 Approach LOS C B B A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 29.1 29.1 5.8 40.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 13.3 13.3 13.3 13.3 13.3 45.1 45.1 8.5 59.5 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 11.2 11.2 11.2 11.2 11.2 48.0 48.0 7.7 61.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 49.9 49.9 7.0 62.8 30th %ile Term Code Min Min Min Min Min Coord Coord Gap Coord 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 50.7 50.7 6.2 62.8 10th %ile Term Code Hold Hold Min Min Min Coord Coord Gap Coord Stops (vph) 54 73 18 16 567 48 392 Fuel Used(l) 4 6 3 1 38 4 30 CO Emissions (g/hr) 77 105 62 19 709 78 559 NOx Emissions (g/hr) 15 20 12 4 137 15 108 VOC Emissions (g/hr) 18 24 14 4 164 18 129 Dilemma Vehicles (#) 0 0 0 0 0 0 0 Queue Length 50th (m) 10.2 14.0 0.0 1.7 41.3 5.1 23.9 Queue Length 95th (m) 16.2 20.0 10.1 8.3 88.7 21.1 69.7 Internal Link Dist (m) 148.3 168.7 145.9 155.8 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 468 493 651 270 1760 381 2276 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.18 0.19 0.09 0.51 0.34 0.40 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 47 (55%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 20 959 41 25 987 Future Volume (vph) 0 20 959 41 25 987 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.994 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3363 0 1729 3357 Flt Permitted 0.284 Satd. Flow (perm) 0 1541 3363 0 513 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 88 9 Link Speed (k/h) 50 50 50 Link Distance (m) 158.9 308.0 169.9 Travel Time (s) 11.4 22.2 12.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 20 959 41 25 987 Shared Lane Traffic (%) Lane Group Flow (vph) 0 20 1000 0 25 987 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 46.0 46.0 46.0 Total Split (%) 38.7% 61.3% 61.3% 61.3% Maximum Green (s) 25.0 39.8 39.8 39.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 15 15 0 0 Act Effct Green (s) 9.4 64.8 64.8 64.8 Actuated g/C Ratio 0.13 0.86 0.86 0.86 v/c Ratio 0.07 0.34 0.06 0.34 Control Delay 0.6 4.3 5.3 4.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 0.6 4.3 5.3 4.3 LOS AAAA Approach Delay 0.6 4.3 4.3 Approach LOS A A A 90th %ile Green (s) 25.0 39.8 39.8 39.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 59.3 59.3 59.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 68.8 68.8 68.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 68.8 68.8 68.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 68.8 68.8 68.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 233 9 231 Fuel Used(l) 0 38 1 24 CO Emissions (g/hr) 6 702 13 453 NOx Emissions (g/hr) 1 136 3 87 VOC Emissions (g/hr) 1 162 3 104 Dilemma Vehicles (#) 0 0 0 0 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 0.0 61.8 5.3 61.5 Internal Link Dist (m) 134.9 284.0 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 572 2907 443 2901 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.03 0.34 0.06 0.34 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 58 (77%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 4.2 Intersection LOS: A Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 205 485 389 79 495 140 390 720 53 182 771 178 Future Volume (vph) 205 485 389 79 495 140 390 720 53 182 771 178 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.98 1.00 0.99 0.99 Frt 0.850 0.850 0.990 0.972 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3311 0 1679 3227 0 Flt Permitted 0.203 0.476 0.950 0.950 Satd. Flow (perm) 359 3325 1406 815 3325 1427 3192 3311 0 1654 3227 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 389 140 6 21 Link Speed (k/h) 60 60 50 50 Link Distance (m) 328.1 226.2 210.4 91.2 Travel Time (s) 19.7 13.6 15.1 6.6 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 205 485 389 79 495 140 390 720 53 182 771 178 Shared Lane Traffic (%) Lane Group Flow (vph) 205 485 389 79 495 140 390 773 0 182 949 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.3 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 21.0 56.0 56.0 35.0 35.0 35.0 34.0 50.0 34.0 50.0 Total Split (%) 15.0% 40.0% 40.0% 25.0% 25.0% 25.0% 24.3% 35.7% 24.3% 35.7% Maximum Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.5 43.6 27.5 43.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 15 15 7 7 7 10 32 Act Effct Green (s) 48.4 46.3 46.3 25.8 25.8 25.8 22.0 54.0 20.4 52.5 Actuated g/C Ratio 0.35 0.33 0.33 0.18 0.18 0.18 0.16 0.39 0.15 0.38 v/c Ratio 0.74 0.44 0.54 0.53 0.81 0.37 0.76 0.60 0.75 0.78 Control Delay 50.2 37.7 5.9 64.2 65.4 10.0 66.5 38.3 75.2 44.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 37.7 5.9 64.2 65.4 10.0 66.5 38.3 75.2 44.2 LOS D D A E E A E D E D Approach Delay 28.6 54.4 47.8 49.2 Approach LOS C D D D 90th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.3 43.6 27.5 43.8 90th %ile Term Code Max Hold Hold Max Max Max Gap Coord Max Coord 70th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 24.2 47.8 23.3 46.9 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 50th %ile Green (s) 16.7 48.6 48.6 27.6 27.6 27.6 22.0 51.7 20.4 50.1 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 30th %ile Green (s) 16.7 45.4 45.4 24.4 24.4 24.4 19.7 57.8 17.5 55.6 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 13.9 38.2 38.2 20.0 20.0 20.0 16.6 69.3 13.2 65.9 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 149 368 31 71 465 18 366 613 171 782 Fuel Used(l) 19 40 14 8 50 4 36 52 18 68 CO Emissions (g/hr) 345 739 257 144 923 82 669 967 332 1266 NOx Emissions (g/hr) 67 143 50 28 178 16 129 187 64 244 VOC Emissions (g/hr) 80 171 59 33 213 19 154 223 77 292 Dilemma Vehicles (#) 0 13 0 0 15 0 0 0 0 0 Queue Length 50th (m) 41.0 53.8 0.0 19.7 68.7 0.0 54.0 91.4 49.0 122.3 Queue Length 95th (m) #61.3 68.9 22.7 37.0 88.0 17.6 68.6 124.3 71.1 #171.2 Internal Link Dist (m) 304.1 202.2 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 283 1178 749 166 679 402 639 1281 329 1222 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.41 0.52 0.48 0.73 0.35 0.61 0.60 0.55 0.78 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 57 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 44.3 Intersection LOS: D Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street SAT Peak 2020 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 8 18 1020 19 22 1173 Future Volume (Veh/h) 8 18 1020 19 22 1173 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) 8 18 1020 19 22 1173 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 308 pX, platoon unblocked 0.84 0.83 0.83 vC, conflicting volume 1665 524 1044 vC1, stage 1 conf vol 1034 vC2, stage 2 conf vol 630 vCu, unblocked vol 1250 13 640 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 98 98 97 cM capacity (veh/h) 339 883 787 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 26 680 359 413 782 Volume Left 8 0 0 22 0 Volume Right 18 0 19 0 0 cSH 591 1700 1700 787 1700 Volume to Capacity 0.04 0.40 0.21 0.03 0.46 Queue Length 95th (m) 1.0 0.0 0.0 0.7 0.0 Control Delay (s) 11.4 0.0 0.0 0.9 0.0 Lane LOS B A Approach Delay (s) 11.4 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 26 6 97 3 283 27 1075 76 140 438 15 Future Volume (vph) 67 26 6 97 3 283 27 1075 76 140 438 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.96 1.00 1.00 Frt 0.992 0.850 0.990 0.995 Flt Protected 0.967 0.954 0.950 0.950 Satd. Flow (prot) 0 1601 0 0 1702 1532 1586 3351 0 1695 3344 0 Flt Permitted 0.736 0.708 0.491 0.151 Satd. Flow (perm) 0 1211 0 0 1258 1497 791 3351 0 269 3344 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 262 9 5 Link Speed (k/h) 50 50 60 60 Link Distance (m) 172.3 192.7 169.9 176.1 Travel Time (s) 12.4 13.9 10.2 10.6 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 67 26 6 97 3 283 27 1075 76 140 438 15 Shared Lane Traffic (%) Lane Group Flow (vph) 0 99 0 0 100 283 27 1151 0 140 453 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 34.9 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 1 1 0 0 0 18 18 12 Act Effct Green (s) 15.5 15.5 15.5 48.4 48.4 62.3 62.3 Actuated g/C Ratio 0.17 0.17 0.17 0.54 0.54 0.69 0.69 v/c Ratio 0.47 0.46 0.60 0.06 0.64 0.45 0.20 Control Delay 36.6 37.7 10.1 14.4 17.4 11.4 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 37.7 10.1 14.4 17.4 11.4 6.6 LOS DDBBBBA Approach Delay 36.6 17.3 17.3 7.7 Approach LOS D B B A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Hold Hold Hold Coord Coord Max Coord 70th %ile Green (s) 15.4 15.4 15.4 15.4 15.4 47.1 47.1 9.4 62.4 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 12.9 12.9 12.9 12.9 12.9 51.3 51.3 7.7 64.9 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 10.4 10.4 10.4 10.4 10.4 54.6 54.6 6.9 67.4 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 6.8 6.8 6.8 6.8 6.8 59.1 59.1 6.0 71.0 10th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord Stops (vph) 79 83 44 14 622 51 159 Fuel Used(l) 6 7 8 1 52 5 14 CO Emissions (g/hr) 115 123 156 21 976 93 267 NOx Emissions (g/hr) 22 24 30 4 188 18 52 VOC Emissions (g/hr) 27 28 36 5 225 22 62 Dilemma Vehicles (#) 0 0 0 0 74 0 25 Queue Length 50th (m) 15.5 16.3 3.2 1.9 63.2 6.2 11.0 Queue Length 95th (m) 23.1 23.7 18.3 7.3 #145.5 22.2 31.2 Internal Link Dist (m) 148.3 168.7 145.9 152.1 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 442 457 710 425 1807 333 2316 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.22 0.40 0.06 0.64 0.42 0.20 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 4 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 54 845 31 12 554 Future Volume (vph) 0 54 845 31 12 554 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.995 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3367 0 1729 3357 Flt Permitted 0.324 Satd. Flow (perm) 0 1538 3367 0 582 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 159 7 Link Speed (k/h) 50 60 60 Link Distance (m) 158.9 204.1 169.9 Travel Time (s) 11.4 12.2 10.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 54 845 31 12 554 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 876 0 12 554 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 61.0 61.0 61.0 Total Split (%) 32.2% 67.8% 67.8% 67.8% Maximum Green (s) 25.0 54.8 54.8 54.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 0 2 0 0 Act Effct Green (s) 5.5 77.4 77.4 77.4 Actuated g/C Ratio 0.06 0.86 0.86 0.86 v/c Ratio 0.22 0.30 0.02 0.19 Control Delay 2.1 1.9 1.0 1.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 2.1 1.9 1.0 1.1 LOS AAAA Approach Delay 2.1 1.9 1.1 Approach LOS A A A 90th %ile Green (s) 5.5 74.3 74.3 74.3 90th %ile Term Code Gap Coord Coord Coord 70th %ile Green (s) 5.5 74.3 74.3 74.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 5.5 74.3 74.3 74.3 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 5.5 74.3 74.3 74.3 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 0.0 83.8 83.8 83.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 147 1 57 Fuel Used(l) 1 22 0 10 CO Emissions (g/hr) 17 401 4 195 NOx Emissions (g/hr) 3 77 1 38 VOC Emissions (g/hr) 4 92 1 45 Dilemma Vehicles (#) 0 42 0 22 Queue Length 50th (m) 0.0 12.5 0.2 3.8 Queue Length 95th (m) 0.0 16.7 0.6 5.0 Internal Link Dist (m) 134.9 180.1 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 542 2897 500 2888 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.30 0.02 0.19 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 72 (80%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.30 Intersection Signal Delay: 1.6 Intersection LOS: A Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 479 250 59 690 139 485 598 17 110 326 92 Future Volume (vph) 152 479 250 59 690 139 485 598 17 110 326 92 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.96 1.00 0.97 0.99 Frt 0.850 0.850 0.996 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3339 0 3257 3207 0 Flt Permitted 0.170 0.478 0.950 0.950 Satd. Flow (perm) 302 3325 1415 820 3325 1434 3141 3339 0 3170 3207 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 250 188 3 27 Link Speed (k/h) 60 60 60 60 Link Distance (m) 328.1 209.0 210.4 91.2 Travel Time (s) 19.7 12.5 12.6 5.5 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 152 479 250 59 690 139 485 598 17 110 326 92 Shared Lane Traffic (%) Lane Group Flow (vph) 152 479 250 59 690 139 485 615 0 110 418 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.5 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 13.0 56.0 56.0 43.0 43.0 43.0 32.0 48.0 16.0 32.0 Total Split (%) 10.8% 46.7% 46.7% 35.8% 35.8% 35.8% 26.7% 40.0% 13.3% 26.7% Maximum Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 6 6 0 0 0 10 6 Act Effct Green (s) 46.7 44.6 44.6 31.6 31.6 31.6 22.4 47.2 8.9 33.7 Actuated g/C Ratio 0.39 0.37 0.37 0.26 0.26 0.26 0.19 0.39 0.07 0.28 v/c Ratio 0.70 0.39 0.37 0.27 0.79 0.27 0.80 0.47 0.46 0.45 Control Delay 41.7 28.1 4.3 37.1 47.7 2.7 57.0 29.5 59.3 36.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.7 28.1 4.3 37.1 47.7 2.7 57.0 29.5 59.3 36.8 LOS D C A D D A E C E D Approach Delay 23.7 40.0 41.6 41.5 Approach LOS C D D D 90th %ile Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 90th %ile Term Code Max Hold Hold Max Max Max Max Coord Max Coord 70th %ile Green (s) 8.7 48.6 48.6 35.6 35.6 35.6 25.2 41.6 10.5 26.9 70th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Max Coord 50th %ile Green (s) 8.7 45.4 45.4 32.4 32.4 32.4 23.0 45.9 9.4 32.3 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 30th %ile Green (s) 8.7 42.1 42.1 29.1 29.1 29.1 20.7 50.3 8.3 37.9 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 8.7 37.5 37.5 24.5 24.5 24.5 17.4 56.5 6.7 45.8 10th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 96 336 21 46 621 5 453 449 103 322 Fuel Used(l) 12 35 9 4 58 3 45 40 10 30 CO Emissions (g/hr) 229 648 161 79 1077 55 833 738 191 550 NOx Emissions (g/hr) 44 125 31 15 208 11 161 142 37 106 VOC Emissions (g/hr) 53 149 37 18 248 13 192 170 44 127 Dilemma Vehicles (#) 0 15 0 0 23 0 0 26 0 17 Queue Length 50th (m) 23.5 42.6 0.0 10.9 78.9 0.0 56.4 56.7 12.9 40.5 Queue Length 95th (m) #37.8 53.2 15.1 21.9 95.7 5.5 72.9 78.0 22.1 60.6 Internal Link Dist (m) 304.1 185.0 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 218 1374 731 250 1014 568 692 1314 262 919 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.35 0.34 0.24 0.68 0.24 0.70 0.47 0.42 0.45 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 52 (43%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 36.5 Intersection LOS: D Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 6 0 3 2 0 2 9 1120 3 3 538 5 Future Volume (vph) 6 0 3 2 0 2 9 1120 3 3 538 5 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 0.0 30.0 0.0 30.0 0.0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 1.00 1.00 1.00 1.00 Frt 0.955 0.932 0.999 Flt Protected 0.968 0.976 0.950 0.950 Satd. Flow (prot) 0 1639 0 0 1607 0 1695 3390 0 1695 3386 0 Flt Permitted 0.797 0.837 0.449 0.242 Satd. Flow (perm) 0 1343 0 0 1374 0 798 3390 0 431 3386 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 34 34 2 Link Speed (k/h) 48 48 60 60 Link Distance (m) 50.0 59.2 105.3 204.1 Travel Time (s) 3.8 4.4 6.3 12.2 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 Confl. Bikes (#/hr) 2 2 2 2 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 Adj. Flow (vph) 6 0 3 2 0 2 9 1120 3 3 538 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 0 0 4 0 9 1123 0 3 543 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Yes Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.3 34.3 27.3 27.3 33.8 33.8 33.8 33.8 Total Split (s) 34.3 34.3 34.3 34.3 55.7 55.7 55.7 55.7 Total Split (%) 38.1% 38.1% 38.1% 38.1% 61.9% 61.9% 61.9% 61.9% Maximum Green (s) 28.0 28.0 28.0 28.0 49.9 49.9 49.9 49.9 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 21.0 21.0 21.0 21.0 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5 Act Effct Green (s) 12.2 12.2 79.0 79.0 79.0 79.0 Actuated g/C Ratio 0.14 0.14 0.88 0.88 0.88 0.88 v/c Ratio 0.04 0.02 0.01 0.38 0.01 0.18 Control Delay 0.3 0.2 4.3 3.9 2.7 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.3 0.2 4.3 3.9 2.7 1.6 LOS AAAAAA Approach Delay 0.3 0.3 3.9 1.6 Approach LOS A A A A 90th %ile Green (s) 21.0 21.0 21.0 21.0 56.9 56.9 56.9 56.9 90th %ile Term Code Ped Ped Ped Ped Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 70th %ile Term Code Min Min Hold Hold Coord Coord Coord Coord 50th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 50th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord 30th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 30th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 10th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Stops (vph) 0 0 3 242 1 65 Fuel Used(l) 0 0 0 21 0 12 CO Emissions (g/hr) 1 0 4 398 2 231 NOx Emissions (g/hr) 0 0 1 77 0 45 VOC Emissions (g/hr) 0 0 1 92 0 53 Dilemma Vehicles (#) 0 0 0 29 0 3 Queue Length 50th (m) 0.0 0.0 0.0 0.0 0.0 0.0 Queue Length 95th (m) 0.3 0.0 2.2 65.5 m0.7 16.6 Internal Link Dist (m) 26.0 35.2 81.3 180.1 Turn Bay Length (m) 30.0 30.0 Base Capacity (vph) 441 450 700 2974 378 2971 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.01 0.38 0.01 0.18 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.38 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 14: Bank Street & Blue Heron Mall

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street AM Peak 2025 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 13 53 1072 12 6 579 Future Volume (Veh/h) 13 53 1072 12 6 579 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) 13 53 1072 12 6 579 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 105 pX, platoon unblocked 0.89 0.87 0.87 vC, conflicting volume 1384 547 1089 vC1, stage 1 conf vol 1083 vC2, stage 2 conf vol 302 vCu, unblocked vol 1041 191 811 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 96 93 99 cM capacity (veh/h) 336 717 716 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 66 715 369 199 386 Volume Left 13 0 0 6 0 Volume Right 53 0 12 0 0 cSH 586 1700 1700 716 1700 Volume to Capacity 0.11 0.42 0.22 0.01 0.23 Queue Length 95th (m) 2.9 0.0 0.0 0.2 0.0 Control Delay (s) 11.9 0.0 0.0 0.4 0.0 Lane LOS B A Approach Delay (s) 11.9 0.0 0.1 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 15 21 119 54 139 32 715 75 246 978 20 Future Volume (vph) 46 15 21 119 54 139 32 715 75 246 978 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 0.99 1.00 Frt 0.965 0.850 0.986 0.997 Flt Protected 0.973 0.967 0.950 0.950 Satd. Flow (prot) 0 1573 0 0 1725 1532 1586 3336 0 1695 3362 0 Flt Permitted 0.736 0.770 0.287 0.248 Satd. Flow (perm) 0 1184 0 0 1370 1497 471 3336 0 440 3362 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 139 13 3 Link Speed (k/h) 50 50 60 60 Link Distance (m) 172.3 192.7 169.9 176.1 Travel Time (s) 12.4 13.9 10.2 10.6 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 46 15 21 119 54 139 32 715 75 246 978 20 Shared Lane Traffic (%) Lane Group Flow (vph) 0 82 0 0 173 139 32 790 0 246 998 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 34.9 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 4 4 7 7 7 8 8 27 Act Effct Green (s) 18.7 18.7 18.7 42.3 42.3 59.1 59.1 Actuated g/C Ratio 0.21 0.21 0.21 0.47 0.47 0.66 0.66 v/c Ratio 0.31 0.61 0.33 0.14 0.50 0.56 0.45 Control Delay 23.6 39.9 6.4 20.2 19.5 13.9 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 39.9 6.4 20.2 19.5 13.9 9.7 LOS CDACBBA Approach Delay 23.6 25.0 19.5 10.6 Approach LOS C C B B 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 20.2 20.2 20.2 20.2 20.2 38.1 38.1 13.6 57.6 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 17.2 17.2 17.2 17.2 17.2 42.6 42.6 12.1 60.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 14.2 14.2 14.2 14.2 14.2 47.3 47.3 10.4 63.6 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 9.9 9.9 9.9 9.9 9.9 53.4 53.4 8.6 67.9 10th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord Stops (vph) 49 148 19 22 537 100 476 Fuel Used(l) 4 12 4 2 41 10 38 CO Emissions (g/hr) 73 219 68 31 760 179 708 NOx Emissions (g/hr) 14 42 13 6 147 35 137 VOC Emissions (g/hr) 17 51 16 7 175 41 163 Dilemma Vehicles (#) 0 0 0 0 44 0 55 Queue Length 50th (m) 9.1 27.9 0.0 3.0 46.6 14.2 36.7 Queue Length 95th (m) 17.1 38.5 11.4 11.3 81.1 #39.5 78.3 Internal Link Dist (m) 148.3 168.7 145.9 152.1 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 443 497 632 221 1574 442 2208 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.35 0.22 0.14 0.50 0.56 0.45 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 4 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 25 863 57 26 958 Future Volume (vph) 0 25 863 57 26 958 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.991 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3351 0 1729 3357 Flt Permitted 0.310 Satd. Flow (perm) 0 1544 3351 0 560 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 57 14 Link Speed (k/h) 50 60 60 Link Distance (m) 158.9 204.1 169.9 Travel Time (s) 11.4 12.2 10.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 25 863 57 26 958 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 920 0 26 958 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 31.0 31.0 31.0 Total Split (%) 48.3% 51.7% 51.7% 51.7% Maximum Green (s) 25.0 24.8 24.8 24.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 15 15 0 0 Act Effct Green (s) 9.4 49.8 49.8 49.8 Actuated g/C Ratio 0.16 0.83 0.83 0.83 v/c Ratio 0.09 0.33 0.06 0.34 Control Delay 1.8 5.2 6.8 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.8 5.2 6.8 5.4 LOS AAAA Approach Delay 1.8 5.2 5.4 Approach LOS A A A 90th %ile Green (s) 25.0 24.8 24.8 24.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 44.3 44.3 44.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 53.8 53.8 53.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 53.8 53.8 53.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 53.8 53.8 53.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 2 267 12 286 Fuel Used(l) 0 29 1 27 CO Emissions (g/hr) 9 532 17 508 NOx Emissions (g/hr) 2 103 3 98 VOC Emissions (g/hr) 2 123 4 117 Dilemma Vehicles (#) 0 38 0 39 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 1.4 57.8 5.9 62.0 Internal Link Dist (m) 134.9 180.1 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 676 2785 465 2787 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.33 0.06 0.34 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 12 (20%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 5.3 Intersection LOS: A Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 217 861 502 66 761 118 408 528 54 246 851 132 Future Volume (vph) 217 861 502 66 761 118 408 528 54 246 851 132 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.96 0.98 1.00 0.97 0.99 Frt 0.850 0.850 0.986 0.980 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3294 0 3257 3265 0 Flt Permitted 0.110 0.327 0.950 0.950 Satd. Flow (perm) 195 3325 1411 565 3325 1431 3200 3294 0 3159 3265 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 391 119 8 13 Link Speed (k/h) 60 60 60 60 Link Distance (m) 328.1 209.0 210.4 91.2 Travel Time (s) 19.7 12.5 12.6 5.5 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 217 861 502 66 761 118 408 528 54 246 851 132 Shared Lane Traffic (%) Lane Group Flow (vph) 217 861 502 66 761 118 408 582 0 246 983 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.5 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 20.0 59.0 59.0 39.0 39.0 39.0 32.0 39.0 32.0 39.0 Total Split (%) 15.4% 45.4% 45.4% 30.0% 30.0% 30.0% 24.6% 30.0% 24.6% 30.0% Maximum Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 32.6 25.5 32.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 10 10 0 0 0 17 18 Act Effct Green (s) 53.8 51.7 51.7 32.1 32.1 32.1 21.2 43.9 15.1 37.8 Actuated g/C Ratio 0.41 0.40 0.40 0.25 0.25 0.25 0.16 0.34 0.12 0.29 v/c Ratio 0.84 0.65 0.63 0.47 0.93 0.27 0.77 0.52 0.65 1.03 Control Delay 58.5 34.4 10.5 54.7 66.2 8.0 62.0 37.0 62.9 80.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.5 34.4 10.5 54.7 66.2 8.0 62.0 37.0 62.9 80.7 LOS E C B D E A E D E F Approach Delay 30.2 58.1 47.3 77.2 Approach LOS C E D E 90th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 38.8 19.3 32.6 90th %ile Term Code Max Max Max Max Max Max Max Coord Gap Coord 70th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 23.6 41.3 16.8 34.5 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 50th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 21.4 43.0 15.1 36.7 50th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 30th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 19.3 44.7 13.4 38.8 30th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 10th %ile Green (s) 14.1 48.3 48.3 29.9 29.9 29.9 16.1 51.5 10.9 46.3 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 146 680 107 57 701 16 381 455 230 805 Fuel Used(l) 21 69 22 6 75 3 39 42 24 104 CO Emissions (g/hr) 384 1289 406 108 1399 63 730 779 440 1940 NOx Emissions (g/hr) 74 249 78 21 270 12 141 150 85 374 VOC Emissions (g/hr) 89 297 94 25 323 15 168 180 101 448 Dilemma Vehicles (#) 0 27 0 0 27 0 0 22 0 33 Queue Length 50th (m) 38.5 92.1 18.4 14.4 100.2 0.0 52.1 62.6 31.5 ~143.8 Queue Length 95th (m) #79.8 114.0 54.9 30.0 #135.3 14.6 67.1 85.0 43.8 #200.1 Internal Link Dist (m) 304.1 185.0 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 262 1345 803 141 833 448 638 1116 638 958 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.64 0.63 0.47 0.91 0.26 0.64 0.52 0.39 1.03 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 51.5 Intersection LOS: D Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15 ~ 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.

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 0 24 22 0 22 45 840 20 20 857 23 Future Volume (vph) 49 0 24 22 0 22 45 840 20 20 857 23 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 0.0 30.0 0.0 30.0 0.0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 1.00 1.00 1.00 1.00 Frt 0.956 0.932 0.997 0.996 Flt Protected 0.968 0.976 0.950 0.950 Satd. Flow (prot) 0 1641 0 0 1608 0 1695 3378 0 1695 3374 0 Flt Permitted 0.771 0.829 0.311 0.319 Satd. Flow (perm) 0 1303 0 0 1363 0 554 3378 0 568 3374 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 34 34 4 4 Link Speed (k/h) 48 48 60 60 Link Distance (m) 50.0 59.2 105.3 204.1 Travel Time (s) 3.8 4.4 6.3 12.2 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 Confl. Bikes (#/hr) 2 2 2 2 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 Adj. Flow (vph) 49 0 24 22 0 22 45 840 20 20 857 23 Shared Lane Traffic (%) Lane Group Flow (vph) 0 73 0 0 44 0 45 860 0 20 880 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Yes Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.3 34.3 34.3 34.3 33.8 33.8 26.8 26.8 Total Split (s) 37.0 37.0 37.0 37.0 53.0 53.0 53.0 53.0 Total Split (%) 41.1% 41.1% 41.1% 41.1% 58.9% 58.9% 58.9% 58.9% Maximum Green (s) 30.7 30.7 30.7 30.7 47.2 47.2 47.2 47.2 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 5 5 0 0 5 5 5 5 Act Effct Green (s) 13.6 13.6 68.7 68.7 68.7 68.7 Actuated g/C Ratio 0.15 0.15 0.76 0.76 0.76 0.76 v/c Ratio 0.32 0.19 0.11 0.33 0.05 0.34 Control Delay 22.5 14.6 6.8 5.9 6.5 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.5 14.6 6.8 5.9 6.5 5.9 LOS CBAAAA Approach Delay 22.5 14.6 5.9 6.0 Approach LOS C B A A 90th %ile Green (s) 28.0 28.0 28.0 28.0 49.9 49.9 49.9 49.9 90th %ile Term Code Ped Ped Hold Hold Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 70th %ile Term Code Min Min Min Min Coord Coord Coord Coord 50th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 50th %ile Term Code Min Min Min Min Coord Coord Coord Coord 30th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 30th %ile Term Code Min Min Hold Hold Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 10th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Stops (vph) 37 17 16 282 8 289 Fuel Used(l) 2 1 1 21 1 29 CO Emissions (g/hr) 44 20 22 388 13 538 NOx Emissions (g/hr) 9 4 4 75 3 104 VOC Emissions (g/hr) 10 5 5 89 3 124 Dilemma Vehicles (#) 0 0 0 41 0 42 Queue Length 50th (m) 6.3 1.6 1.7 20.5 0.7 21.1 Queue Length 95th (m) 14.5 8.5 9.2 57.3 4.9 59.1 Internal Link Dist (m) 26.0 35.2 81.3 180.1 Turn Bay Length (m) 30.0 30.0 Base Capacity (vph) 466 487 422 2580 433 2577 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.09 0.11 0.33 0.05 0.34 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 6.8 Intersection LOS: A Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 14: Bank Street & Blue Heron Mall

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 10 24 899 24 19 1098 Future Volume (Veh/h) 10 24 899 24 19 1098 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) 10 24 899 24 19 1098 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 105 pX, platoon unblocked 0.92 0.87 0.87 vC, conflicting volume 1503 466 928 vC1, stage 1 conf vol 916 vC2, stage 2 conf vol 587 vCu, unblocked vol 939 103 631 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 97 97 98 cM capacity (veh/h) 399 817 837 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 34 599 324 385 732 Volume Left 10 0 0 19 0 Volume Right 24 0 24 0 0 cSH 624 1700 1700 837 1700 Volume to Capacity 0.05 0.35 0.19 0.02 0.43 Queue Length 95th (m) 1.3 0.0 0.0 0.5 0.0 Control Delay (s) 11.1 0.0 0.0 0.7 0.0 Lane LOS B A Approach Delay (s) 11.1 0.0 0.2 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 56.3% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 14 10 73 18 123 24 827 66 129 890 17 Future Volume (vph) 53 14 10 73 18 123 24 827 66 129 890 17 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 1.00 1.00 Frt 0.982 0.850 0.989 0.997 Flt Protected 0.967 0.961 0.950 0.950 Satd. Flow (prot) 0 1585 0 0 1715 1532 1586 3348 0 1695 3364 0 Flt Permitted 0.738 0.740 0.314 0.233 Satd. Flow (perm) 0 1202 0 0 1316 1498 515 3348 0 414 3364 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 123 11 3 Link Speed (k/h) 50 50 60 60 Link Distance (m) 172.3 192.7 169.9 176.1 Travel Time (s) 12.4 13.9 10.2 10.6 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 53 14 10 73 18 123 24 827 66 129 890 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 77 0 0 91 123 24 893 0 129 907 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 34.9 Total Split (s) 39.0 39.0 39.0 39.0 39.0 35.0 35.0 11.0 46.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 41.2% 41.2% 12.9% 54.1% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 29.1 29.1 5.1 40.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 1 1 0 0 0 18 18 12 Act Effct Green (s) 14.3 14.3 14.3 45.6 45.6 58.5 58.5 Actuated g/C Ratio 0.17 0.17 0.17 0.54 0.54 0.69 0.69 v/c Ratio 0.36 0.41 0.35 0.09 0.50 0.33 0.39 Control Delay 29.2 34.1 7.3 15.5 15.6 9.2 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.2 34.1 7.3 15.5 15.6 9.2 8.0 LOS CCABBAA Approach Delay 29.2 18.7 15.6 8.2 Approach LOS C B B A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 29.1 29.1 5.8 40.8 90th %ile Term Code Ped Ped Hold Hold Hold Coord Coord Max Coord 70th %ile Green (s) 13.3 13.3 13.3 13.3 13.3 45.1 45.1 8.5 59.5 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 11.2 11.2 11.2 11.2 11.2 48.0 48.0 7.7 61.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 9.1 9.1 9.1 9.1 9.1 50.9 50.9 6.9 63.7 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 6.1 6.1 6.1 6.1 6.1 54.7 54.7 6.1 66.7 10th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord Stops (vph) 55 73 18 16 557 47 381 Fuel Used(l) 4 6 3 1 42 4 32 CO Emissions (g/hr) 79 106 62 21 779 82 591 NOx Emissions (g/hr) 15 20 12 4 150 16 114 VOC Emissions (g/hr) 18 24 14 5 180 19 136 Dilemma Vehicles (#) 0 0 0 0 53 0 53 Queue Length 50th (m) 10.2 14.0 0.0 1.7 41.3 5.1 23.9 Queue Length 95th (m) 16.2 19.9 10.1 8.3 88.7 21.1 69.7 Internal Link Dist (m) 148.3 168.7 145.9 152.1 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 468 506 651 276 1799 390 2314 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.18 0.19 0.09 0.50 0.33 0.39 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 47 (55%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 20 959 41 25 987 Future Volume (vph) 0 20 959 41 25 987 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.994 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3363 0 1729 3357 Flt Permitted 0.287 Satd. Flow (perm) 0 1541 3363 0 518 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 88 9 Link Speed (k/h) 50 60 60 Link Distance (m) 158.9 204.1 169.9 Travel Time (s) 11.4 12.2 10.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 20 959 41 25 987 Shared Lane Traffic (%) Lane Group Flow (vph) 0 20 1000 0 25 987 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 46.0 46.0 46.0 Total Split (%) 38.7% 61.3% 61.3% 61.3% Maximum Green (s) 25.0 39.8 39.8 39.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 0 2 0 0 Act Effct Green (s) 5.5 68.7 68.7 68.7 Actuated g/C Ratio 0.07 0.92 0.92 0.92 v/c Ratio 0.10 0.32 0.05 0.32 Control Delay 1.1 2.9 1.6 1.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.1 2.9 1.6 1.5 LOS AAAA Approach Delay 1.1 2.9 1.5 Approach LOS A A A 90th %ile Green (s) 5.5 59.3 59.3 59.3 90th %ile Term Code Gap Coord Coord Coord 70th %ile Green (s) 5.5 59.3 59.3 59.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 68.8 68.8 68.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 68.8 68.8 68.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 68.8 68.8 68.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 201 5 125 Fuel Used(l) 0 26 1 20 CO Emissions (g/hr) 6 492 10 367 NOx Emissions (g/hr) 1 95 2 71 VOC Emissions (g/hr) 1 113 2 85 Dilemma Vehicles (#) 0 58 0 31 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 0.0 58.4 1.8 20.5 Internal Link Dist (m) 134.9 180.1 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 572 3082 474 3076 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.03 0.32 0.05 0.32 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 58 (77%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.32 Intersection Signal Delay: 2.2 Intersection LOS: A Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 205 485 389 79 495 140 390 720 53 182 771 178 Future Volume (vph) 205 485 389 79 495 140 390 720 53 182 771 178 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.98 1.00 0.98 0.99 Frt 0.850 0.850 0.990 0.972 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3311 0 3257 3227 0 Flt Permitted 0.203 0.476 0.950 0.950 Satd. Flow (perm) 359 3325 1406 815 3325 1427 3192 3311 0 3176 3227 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 389 140 6 21 Link Speed (k/h) 60 60 60 60 Link Distance (m) 328.1 209.0 210.4 91.2 Travel Time (s) 19.7 12.5 12.6 5.5 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 205 485 389 79 495 140 390 720 53 182 771 178 Shared Lane Traffic (%) Lane Group Flow (vph) 205 485 389 79 495 140 390 773 0 182 949 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.5 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 21.0 56.0 56.0 35.0 35.0 35.0 34.0 50.0 34.0 50.0 Total Split (%) 15.0% 40.0% 40.0% 25.0% 25.0% 25.0% 24.3% 35.7% 24.3% 35.7% Maximum Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.5 43.6 27.5 43.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 6 6 0 0 0 10 6 Act Effct Green (s) 48.4 46.3 46.3 25.8 25.8 25.8 22.0 61.3 13.2 52.5 Actuated g/C Ratio 0.35 0.33 0.33 0.18 0.18 0.18 0.16 0.44 0.09 0.38 v/c Ratio 0.74 0.44 0.54 0.53 0.81 0.37 0.76 0.53 0.59 0.78 Control Delay 50.2 37.7 5.9 64.2 65.4 10.0 66.5 31.5 68.7 44.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 37.7 5.9 64.2 65.4 10.0 66.5 31.5 68.7 44.2 LOS D D A E E A E C E D Approach Delay 28.6 54.4 43.2 48.2 Approach LOS C D D D 90th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.3 54.2 16.9 43.8 90th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 70th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 24.2 56.4 14.7 46.9 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 50th %ile Green (s) 16.7 48.6 48.6 27.6 27.6 27.6 22.0 58.9 13.2 50.1 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 30th %ile Green (s) 16.7 45.4 45.4 24.4 24.4 24.4 19.7 63.7 11.6 55.6 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 13.9 38.2 38.2 20.0 20.0 20.0 16.6 73.1 9.4 65.9 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 149 368 31 71 465 18 366 557 171 782 Fuel Used(l) 19 40 14 8 49 4 39 51 18 74 CO Emissions (g/hr) 345 739 257 142 909 78 723 945 341 1380 NOx Emissions (g/hr) 67 143 50 27 176 15 140 182 66 266 VOC Emissions (g/hr) 80 171 59 33 210 18 167 218 79 318 Dilemma Vehicles (#) 0 13 0 0 15 0 0 28 0 33 Queue Length 50th (m) 41.0 53.8 0.0 19.7 68.7 0.0 54.0 83.5 25.3 122.3 Queue Length 95th (m) #61.3 68.9 22.7 37.0 88.0 17.6 68.6 109.6 36.9 #171.2 Internal Link Dist (m) 304.1 185.0 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 283 1178 749 166 679 402 639 1452 639 1222 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.41 0.52 0.48 0.73 0.35 0.61 0.53 0.28 0.78 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 57 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 42.7 Intersection LOS: D Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 0 25 21 0 21 55 935 22 22 866 27 Future Volume (vph) 51 0 25 21 0 21 55 935 22 22 866 27 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 0.0 30.0 0.0 30.0 0.0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 1.00 1.00 1.00 1.00 Frt 0.956 0.932 0.997 0.995 Flt Protected 0.968 0.976 0.950 0.950 Satd. Flow (prot) 0 1642 0 0 1609 0 1695 3378 0 1695 3370 0 Flt Permitted 0.773 0.814 0.303 0.279 Satd. Flow (perm) 0 1308 0 0 1340 0 540 3378 0 497 3370 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 41 4 5 Link Speed (k/h) 48 48 60 60 Link Distance (m) 50.0 59.2 105.3 204.1 Travel Time (s) 3.8 4.4 6.3 12.2 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 Confl. Bikes (#/hr) 2 2 2 2 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 Adj. Flow (vph) 51 0 25 21 0 21 55 935 22 22 866 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 76 0 0 42 0 55 957 0 22 893 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Yes Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.3 34.3 34.3 34.3 26.8 26.8 26.8 26.8 Total Split (s) 34.3 34.3 34.3 34.3 40.7 40.7 40.7 40.7 Total Split (%) 45.7% 45.7% 45.7% 45.7% 54.3% 54.3% 54.3% 54.3% Maximum Green (s) 28.0 28.0 28.0 28.0 34.9 34.9 34.9 34.9 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5 Act Effct Green (s) 13.6 13.6 53.7 53.7 53.7 53.7 Actuated g/C Ratio 0.18 0.18 0.72 0.72 0.72 0.72 v/c Ratio 0.28 0.15 0.14 0.40 0.06 0.37 Control Delay 15.4 8.5 8.7 7.5 6.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 8.5 8.7 7.5 6.1 6.0 LOS BAAAAA Approach Delay 15.4 8.5 7.6 6.0 Approach LOS B A A A 90th %ile Green (s) 28.0 28.0 28.0 28.0 34.9 34.9 34.9 34.9 90th %ile Term Code Ped Ped Ped Ped Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 10.0 10.0 52.9 52.9 52.9 52.9 70th %ile Term Code Min Min Min Min Coord Coord Coord Coord 50th %ile Green (s) 10.0 10.0 10.0 10.0 52.9 52.9 52.9 52.9 50th %ile Term Code Min Min Min Min Coord Coord Coord Coord 30th %ile Green (s) 10.0 10.0 10.0 10.0 52.9 52.9 52.9 52.9 30th %ile Term Code Min Min Hold Hold Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 69.2 69.2 69.2 69.2 10th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Stops (vph) 33 11 25 397 10 355 Fuel Used(l) 2 1 2 27 1 31 CO Emissions (g/hr) 36 14 31 504 15 585 NOx Emissions (g/hr) 7 3 6 97 3 113 VOC Emissions (g/hr) 8 3 7 116 4 135 Dilemma Vehicles (#) 0 0 0 55 0 34 Queue Length 50th (m) 4.5 0.1 2.1 23.7 0.8 21.6 Queue Length 95th (m) 11.1 5.7 11.9 68.4 5.7 62.5 Internal Link Dist (m) 26.0 35.2 81.3 180.1 Turn Bay Length (m) 30.0 30.0 Base Capacity (vph) 514 525 386 2420 356 2415 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.08 0.14 0.40 0.06 0.37 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 7.2 Intersection LOS: A Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 14: Bank Street & Blue Heron Mall

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street SAT Peak 2025 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 8 18 1020 19 22 1173 Future Volume (Veh/h) 8 18 1020 19 22 1173 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) 8 18 1020 19 22 1173 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 105 pX, platoon unblocked 0.90 0.84 0.84 vC, conflicting volume 1665 524 1044 vC1, stage 1 conf vol 1034 vC2, stage 2 conf vol 630 vCu, unblocked vol 969 60 677 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 98 98 97 cM capacity (veh/h) 368 837 775 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 26 680 359 413 782 Volume Left 8 0 0 22 0 Volume Right 18 0 19 0 0 cSH 601 1700 1700 775 1700 Volume to Capacity 0.04 0.40 0.21 0.03 0.46 Queue Length 95th (m) 1.0 0.0 0.0 0.7 0.0 Control Delay (s) 11.3 0.0 0.0 0.9 0.0 Lane LOS B A Approach Delay (s) 11.3 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 26 6 97 3 283 27 1089 76 140 444 15 Future Volume (vph) 67 26 6 97 3 283 27 1089 76 140 444 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.96 1.00 1.00 Frt 0.992 0.850 0.990 0.995 Flt Protected 0.967 0.954 0.950 0.950 Satd. Flow (prot) 0 1601 0 0 1702 1532 1586 3352 0 1695 3345 0 Flt Permitted 0.736 0.703 0.488 0.129 Satd. Flow (perm) 0 1211 0 0 1249 1497 786 3352 0 230 3345 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 262 9 5 Link Speed (k/h) 50 50 50 50 Link Distance (m) 172.3 192.7 169.9 179.8 Travel Time (s) 12.4 13.9 12.2 12.9 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 67 26 6 97 3 283 27 1089 76 140 444 15 Shared Lane Traffic (%) Lane Group Flow (vph) 0 99 0 0 100 283 27 1165 0 140 459 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 35.1 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 1 1 19 19 19 18 18 12 Act Effct Green (s) 19.5 19.5 19.5 44.4 44.4 58.3 58.3 Actuated g/C Ratio 0.22 0.22 0.22 0.49 0.49 0.65 0.65 v/c Ratio 0.37 0.37 0.53 0.07 0.70 0.50 0.21 Control Delay 29.7 30.9 7.8 14.7 22.2 15.2 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 30.9 7.8 14.7 22.2 15.2 8.5 LOS CCABCBA Approach Delay 29.7 13.8 22.1 10.1 Approach LOS C B C B 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 70th %ile Term Code Hold Hold Ped Ped Ped Coord Coord Max Coord 50th %ile Green (s) 12.9 12.9 12.9 12.9 12.9 51.3 51.3 7.7 64.9 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 10.4 10.4 10.4 10.4 10.4 54.6 54.6 6.9 67.4 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 55.9 55.9 6.0 67.8 10th %ile Term Code Hold Hold Min Min Min Coord Coord Gap Coord Stops (vph) 73 77 41 17 763 59 186 Fuel Used(l) 6 6 8 1 56 5 15 CO Emissions (g/hr) 103 110 145 21 1039 100 279 NOx Emissions (g/hr) 20 21 28 4 200 19 54 VOC Emissions (g/hr) 24 25 33 5 240 23 64 Dilemma Vehicles (#) 0 0 0 0 0 0 0 Queue Length 50th (m) 15.5 16.3 3.2 1.6 64.2 6.2 11.1 Queue Length 95th (m) 23.1 23.7 18.3 6.7 #154.3 22.8 31.6 Internal Link Dist (m) 148.3 168.7 145.9 155.8 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 442 453 710 387 1658 301 2170 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.22 0.40 0.07 0.70 0.47 0.21 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 4 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 54 859 31 12 560 Future Volume (vph) 0 54 859 31 12 560 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.995 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3367 0 1729 3357 Flt Permitted 0.318 Satd. Flow (perm) 0 1538 3367 0 572 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 154 7 Link Speed (k/h) 50 50 50 Link Distance (m) 158.9 308.0 169.9 Travel Time (s) 11.4 22.2 12.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 54 859 31 12 560 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 890 0 12 560 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 61.0 61.0 61.0 Total Split (%) 32.2% 67.8% 67.8% 67.8% Maximum Green (s) 25.0 54.8 54.8 54.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 3 2 0 0 Act Effct Green (s) 9.4 73.5 73.5 73.5 Actuated g/C Ratio 0.10 0.82 0.82 0.82 v/c Ratio 0.18 0.32 0.03 0.20 Control Delay 1.3 4.0 3.3 2.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.3 4.0 3.3 2.3 LOS AAAA Approach Delay 1.3 4.0 2.4 Approach LOS A A A 90th %ile Green (s) 25.0 54.8 54.8 54.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 74.3 74.3 74.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 5.5 74.3 74.3 74.3 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 5.5 74.3 74.3 74.3 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 0.0 83.8 83.8 83.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 224 2 74 Fuel Used(l) 1 34 0 12 CO Emissions (g/hr) 16 629 5 218 NOx Emissions (g/hr) 3 121 1 42 VOC Emissions (g/hr) 4 145 1 50 Dilemma Vehicles (#) 0 0 0 0 Queue Length 50th (m) 0.0 12.8 0.2 4.9 Queue Length 95th (m) 0.0 51.2 2.0 18.4 Internal Link Dist (m) 134.9 284.0 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 538 2752 467 2743 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.32 0.03 0.20 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 72 (80%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.32 Intersection Signal Delay: 3.3 Intersection LOS: A Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 156 479 250 59 694 141 485 603 17 119 339 96 Future Volume (vph) 156 479 250 59 694 141 485 603 17 119 339 96 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.97 1.00 0.98 0.99 Frt 0.850 0.850 0.996 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3339 0 1679 3207 0 Flt Permitted 0.168 0.478 0.950 0.950 Satd. Flow (perm) 298 3325 1415 820 3325 1434 3144 3339 0 1652 3207 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 250 188 3 28 Link Speed (k/h) 60 60 50 50 Link Distance (m) 328.1 226.2 210.4 91.2 Travel Time (s) 19.7 13.6 15.1 6.6 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 156 479 250 59 694 141 485 603 17 119 339 96 Shared Lane Traffic (%) Lane Group Flow (vph) 156 479 250 59 694 141 485 620 0 119 435 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.3 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 13.0 56.0 56.0 43.0 43.0 43.0 32.0 48.0 16.0 32.0 Total Split (%) 10.8% 46.7% 46.7% 35.8% 35.8% 35.8% 26.7% 40.0% 13.3% 26.7% Maximum Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 6 6 4 4 4 10 6 Act Effct Green (s) 46.8 44.7 44.7 31.7 31.7 31.7 22.4 44.3 11.6 33.6 Actuated g/C Ratio 0.39 0.37 0.37 0.26 0.26 0.26 0.19 0.37 0.10 0.28 v/c Ratio 0.72 0.39 0.37 0.27 0.79 0.27 0.80 0.50 0.73 0.47 Control Delay 43.6 28.0 4.3 37.0 47.8 2.8 57.0 31.6 78.9 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 28.0 4.3 37.0 47.8 2.8 57.0 31.6 78.9 37.2 LOS D C A D D A E C E D Approach Delay 24.1 40.0 42.8 46.2 Approach LOS C D D D 90th %ile Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 90th %ile Term Code Max Hold Hold Max Max Max Max Coord Max Coord 70th %ile Green (s) 8.7 48.7 48.7 35.7 35.7 35.7 25.2 41.6 10.4 26.8 70th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Max Coord 50th %ile Green (s) 8.7 45.6 45.6 32.6 32.6 32.6 23.0 41.6 13.5 32.1 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Max Coord 30th %ile Green (s) 8.7 42.2 42.2 29.2 29.2 29.2 20.7 44.5 14.0 37.8 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 8.7 37.6 37.6 24.6 24.6 24.6 17.4 52.3 10.8 45.7 10th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 99 336 21 46 625 5 453 469 101 339 Fuel Used(l) 13 35 9 4 59 3 41 38 12 28 CO Emissions (g/hr) 239 648 161 80 1103 60 765 706 219 529 NOx Emissions (g/hr) 46 125 31 16 213 12 148 136 42 102 VOC Emissions (g/hr) 55 149 37 19 254 14 176 163 51 122 Dilemma Vehicles (#) 0 15 0 0 23 0 0 0 0 0 Queue Length 50th (m) 24.1 42.5 0.0 10.9 79.3 0.0 56.4 60.9 27.2 42.6 Queue Length 95th (m) #40.5 53.2 15.1 21.9 96.4 5.9 72.9 78.8 #63.0 63.2 Internal Link Dist (m) 304.1 202.2 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 217 1374 731 250 1014 568 692 1235 162 918 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.35 0.34 0.24 0.68 0.25 0.70 0.50 0.73 0.47 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 52 (43%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 37.8 Intersection LOS: D Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 42 68 1070 26 14 577 Future Volume (Veh/h) 42 68 1070 26 14 577 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) 42 68 1070 26 14 577 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 308 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1404 553 1101 vC1, stage 1 conf vol 1088 vC2, stage 2 conf vol 316 vCu, unblocked vol 1163 182 813 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 87 91 98 cM capacity (veh/h) 329 722 711 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 110 713 383 206 385 Volume Left 42 0 0 14 0 Volume Right 68 0 26 0 0 cSH 496 1700 1700 711 1700 Volume to Capacity 0.22 0.42 0.23 0.02 0.23 Queue Length 95th (m) 6.4 0.0 0.0 0.5 0.0 Control Delay (s) 14.3 0.0 0.0 0.9 0.0 Lane LOS B A Approach Delay (s) 14.3 0.0 0.3 Approach LOS B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 14: Evans Boulevard & Access 1545 Bank Street AM Peak 2020 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 11 29 75 1 4 35 Future Volume (Veh/h) 11 29 75 1 4 35 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) 11 29 75 1 4 35 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 76 126 76 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 76 126 76 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 100 96 cM capacity (veh/h) 1523 862 986 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 40 76 39 Volume Left 11 0 4 Volume Right 0 1 35 cSH 1523 1700 971 Volume to Capacity 0.01 0.04 0.04 Queue Length 95th (m) 0.2 0.0 1.0 Control Delay (s) 2.1 0.0 8.9 Lane LOS A A Approach Delay (s) 2.1 0.0 8.9 Approach LOS A Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 18.9% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 15 21 119 54 139 32 723 75 246 991 20 Future Volume (vph) 46 15 21 119 54 139 32 723 75 246 991 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 1.00 1.00 Frt 0.965 0.850 0.986 0.997 Flt Protected 0.973 0.967 0.950 0.950 Satd. Flow (prot) 0 1573 0 0 1725 1532 1586 3336 0 1695 3363 0 Flt Permitted 0.736 0.770 0.283 0.244 Satd. Flow (perm) 0 1184 0 0 1370 1497 465 3336 0 433 3363 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 139 13 3 Link Speed (k/h) 50 50 50 50 Link Distance (m) 172.3 192.7 169.9 179.8 Travel Time (s) 12.4 13.9 12.2 12.9 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 46 15 21 119 54 139 32 723 75 246 991 20 Shared Lane Traffic (%) Lane Group Flow (vph) 0 82 0 0 173 139 32 798 0 246 1011 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 35.1 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 4 4 7 7 7 8 8 27 Act Effct Green (s) 18.7 18.7 18.7 42.2 42.2 59.1 59.1 Actuated g/C Ratio 0.21 0.21 0.21 0.47 0.47 0.66 0.66 v/c Ratio 0.31 0.61 0.33 0.15 0.51 0.56 0.46 Control Delay 23.6 39.8 6.4 20.3 19.6 14.1 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 39.8 6.4 20.3 19.6 14.1 9.8 LOS CDACBBA Approach Delay 23.6 24.9 19.7 10.6 Approach LOS C C B B 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 20.2 20.2 20.2 20.2 20.2 38.1 38.1 13.6 57.6 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 17.2 17.2 17.2 17.2 17.2 42.5 42.5 12.2 60.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 14.2 14.2 14.2 14.2 14.2 47.2 47.2 10.5 63.6 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 53.2 53.2 8.7 67.8 10th %ile Term Code Hold Hold Min Min Min Coord Coord Gap Coord Stops (vph) 49 148 19 22 544 100 486 Fuel Used(l) 4 12 4 2 37 9 36 CO Emissions (g/hr) 73 219 68 28 691 170 666 NOx Emissions (g/hr) 14 42 13 5 133 33 128 VOC Emissions (g/hr) 17 51 16 6 159 39 154 Dilemma Vehicles (#) 0 0 0 0 0 0 0 Queue Length 50th (m) 9.1 27.9 0.0 3.0 47.5 14.2 37.4 Queue Length 95th (m) 17.1 38.5 11.4 11.3 82.2 #40.1 79.8 Internal Link Dist (m) 148.3 168.7 145.9 155.8 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 443 497 632 217 1571 438 2208 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.35 0.22 0.15 0.51 0.56 0.46 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 19 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.9 Intersection LOS: B Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 25 871 57 26 971 Future Volume (vph) 0 25 871 57 26 971 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.991 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3351 0 1729 3357 Flt Permitted 0.308 Satd. Flow (perm) 0 1544 3351 0 556 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 56 14 Link Speed (k/h) 50 50 50 Link Distance (m) 158.9 308.0 169.9 Travel Time (s) 11.4 22.2 12.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 25 871 57 26 971 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 928 0 26 971 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 31.0 31.0 31.0 Total Split (%) 48.3% 51.7% 51.7% 51.7% Maximum Green (s) 25.0 24.8 24.8 24.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 15 15 0 0 Act Effct Green (s) 9.4 49.8 49.8 49.8 Actuated g/C Ratio 0.16 0.83 0.83 0.83 v/c Ratio 0.09 0.33 0.06 0.35 Control Delay 1.9 5.2 6.8 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 5.2 6.8 5.4 LOS AAAA Approach Delay 1.9 5.3 5.5 Approach LOS A A A 90th %ile Green (s) 25.0 24.8 24.8 24.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 44.3 44.3 44.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 53.8 53.8 53.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 53.8 53.8 53.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 53.8 53.8 53.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 2 271 12 292 Fuel Used(l) 0 37 1 26 CO Emissions (g/hr) 9 688 15 489 NOx Emissions (g/hr) 2 133 3 94 VOC Emissions (g/hr) 2 159 4 113 Dilemma Vehicles (#) 0 0 0 0 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 1.5 58.7 5.9 63.1 Internal Link Dist (m) 134.9 284.0 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 676 2785 461 2787 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.33 0.06 0.35 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 29 (48%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 5.3 Intersection LOS: A Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 225 861 502 66 763 122 408 541 54 251 858 134 Future Volume (vph) 225 861 502 66 763 122 408 541 54 251 858 134 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.96 0.98 1.00 0.98 0.99 Frt 0.850 0.850 0.986 0.980 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3295 0 1679 3265 0 Flt Permitted 0.110 0.329 0.950 0.950 Satd. Flow (perm) 195 3325 1411 569 3325 1431 3200 3295 0 1649 3265 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 391 119 8 13 Link Speed (k/h) 60 60 50 50 Link Distance (m) 328.1 226.2 210.4 91.2 Travel Time (s) 19.7 13.6 15.1 6.6 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 225 861 502 66 763 122 408 541 54 251 858 134 Shared Lane Traffic (%) Lane Group Flow (vph) 225 861 502 66 763 122 408 595 0 251 992 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.3 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 20.0 59.0 59.0 39.0 39.0 39.0 32.0 39.0 32.0 39.0 Total Split (%) 15.4% 45.4% 45.4% 30.0% 30.0% 30.0% 24.6% 30.0% 24.6% 30.0% Maximum Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 32.6 25.5 32.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 10 10 19 19 19 17 18 Act Effct Green (s) 54.0 51.9 51.9 32.1 32.1 32.1 21.2 35.8 23.0 37.6 Actuated g/C Ratio 0.42 0.40 0.40 0.25 0.25 0.25 0.16 0.28 0.18 0.29 v/c Ratio 0.87 0.65 0.63 0.47 0.93 0.28 0.77 0.65 0.85 1.04 Control Delay 61.9 34.3 10.5 54.3 66.5 8.8 62.0 45.8 76.5 84.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.9 34.3 10.5 54.3 66.5 8.8 62.0 45.8 76.5 84.8 LOS E C B D E A E D E F Approach Delay 30.7 58.2 52.4 83.1 Approach LOS C E D F 90th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 32.6 25.5 32.6 90th %ile Term Code Max Max Max Max Max Max Max Coord Max Coord 70th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 23.6 32.6 25.5 34.5 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Max Coord 50th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 21.4 33.1 25.0 36.7 50th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 30th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 19.3 36.3 21.8 38.8 30th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 10th %ile Green (s) 15.0 49.3 49.3 30.0 30.0 30.0 16.1 44.4 17.0 45.3 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 151 679 107 57 703 18 381 513 233 813 Fuel Used(l) 22 69 22 6 77 4 36 44 25 102 CO Emissions (g/hr) 409 1286 406 110 1426 71 673 825 462 1897 NOx Emissions (g/hr) 79 248 78 21 275 14 130 159 89 366 VOC Emissions (g/hr) 94 297 94 25 329 16 155 190 106 438 Dilemma Vehicles (#) 0 27 0 0 27 0 0 0 0 0 Queue Length 50th (m) 40.8 92.1 18.4 14.4 100.5 0.6 52.1 72.3 61.7 ~146.4 Queue Length 95th (m) #84.7 114.0 54.9 30.0 #135.8 15.7 67.1 93.2 #98.1 #203.0 Internal Link Dist (m) 304.1 202.2 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 262 1345 803 142 833 448 638 913 329 953 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.64 0.63 0.46 0.92 0.27 0.64 0.65 0.76 1.04 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 54.3 Intersection LOS: D Intersection Capacity Utilization 97.7% ICU Level of Service F Analysis Period (min) 15 ~ 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.

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 27 33 897 52 34 1096 Future Volume (Veh/h) 27 33 897 52 34 1096 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) 27 33 897 52 34 1096 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 308 pX, platoon unblocked 0.88 0.86 0.86 vC, conflicting volume 1544 480 954 vC1, stage 1 conf vol 928 vC2, stage 2 conf vol 616 vCu, unblocked vol 1162 68 620 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 93 96 96 cM capacity (veh/h) 363 846 830 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 60 598 351 399 731 Volume Left 27 0 0 34 0 Volume Right 33 0 52 0 0 cSH 529 1700 1700 830 1700 Volume to Capacity 0.11 0.35 0.21 0.04 0.43 Queue Length 95th (m) 2.9 0.0 0.0 1.0 0.0 Control Delay (s) 12.7 0.0 0.0 1.3 0.0 Lane LOS B A Approach Delay (s) 12.7 0.0 0.4 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 14: Evans Boulevard & Access 1545 Bank Street PM Peak 2020 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 31 55 42 3 2 18 Future Volume (Veh/h) 31 55 42 3 2 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) 31 55 42 3 2 18 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 45 160 44 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 45 160 44 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 100 98 cM capacity (veh/h) 1563 814 1027 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 86 45 20 Volume Left 31 0 2 Volume Right 0 3 18 cSH 1563 1700 1001 Volume to Capacity 0.02 0.03 0.02 Queue Length 95th (m) 0.5 0.0 0.5 Control Delay (s) 2.7 0.0 8.7 Lane LOS A A Approach Delay (s) 2.7 0.0 8.7 Approach LOS A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 21.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 14 10 73 18 123 24 838 66 129 900 17 Future Volume (vph) 53 14 10 73 18 123 24 838 66 129 900 17 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 1.00 1.00 Frt 0.982 0.850 0.989 0.997 Flt Protected 0.967 0.961 0.950 0.950 Satd. Flow (prot) 0 1585 0 0 1715 1532 1586 3348 0 1695 3364 0 Flt Permitted 0.738 0.721 0.311 0.224 Satd. Flow (perm) 0 1202 0 0 1282 1498 510 3348 0 398 3364 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 123 10 3 Link Speed (k/h) 50 50 50 50 Link Distance (m) 172.3 192.7 169.9 179.8 Travel Time (s) 12.4 13.9 12.2 12.9 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 53 14 10 73 18 123 24 838 66 129 900 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 77 0 0 91 123 24 904 0 129 917 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 35.1 Total Split (s) 39.0 39.0 39.0 39.0 39.0 35.0 35.0 11.0 46.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 41.2% 41.2% 12.9% 54.1% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 29.1 29.1 5.1 40.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 4 4 7 7 7 8 8 27 Act Effct Green (s) 15.3 15.3 15.3 44.5 44.5 57.5 57.5 Actuated g/C Ratio 0.18 0.18 0.18 0.52 0.52 0.68 0.68 v/c Ratio 0.34 0.40 0.33 0.09 0.51 0.34 0.40 Control Delay 28.4 33.4 7.0 15.6 16.2 9.5 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.4 33.4 7.0 15.6 16.2 9.5 8.3 LOS CCABBAA Approach Delay 28.4 18.2 16.2 8.5 Approach LOS C B B A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 29.1 29.1 5.8 40.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 13.3 13.3 13.3 13.3 13.3 45.0 45.0 8.6 59.5 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 11.2 11.2 11.2 11.2 11.2 48.0 48.0 7.7 61.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 49.9 49.9 7.0 62.8 30th %ile Term Code Min Min Min Min Min Coord Coord Gap Coord 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 50.7 50.7 6.2 62.8 10th %ile Term Code Hold Hold Min Min Min Coord Coord Gap Coord Stops (vph) 54 73 18 16 578 48 397 Fuel Used(l) 4 6 3 1 39 4 30 CO Emissions (g/hr) 77 105 62 19 722 79 566 NOx Emissions (g/hr) 15 20 12 4 139 15 109 VOC Emissions (g/hr) 18 24 14 4 166 18 130 Dilemma Vehicles (#) 0 0 0 0 0 0 0 Queue Length 50th (m) 10.2 14.0 0.0 1.7 42.1 5.1 24.3 Queue Length 95th (m) 16.2 20.0 10.1 8.3 90.3 21.1 70.8 Internal Link Dist (m) 148.3 168.7 145.9 155.8 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 468 493 651 267 1759 376 2276 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.18 0.19 0.09 0.51 0.34 0.40 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 47 (55%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 20 970 41 25 997 Future Volume (vph) 0 20 970 41 25 997 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.994 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3363 0 1729 3357 Flt Permitted 0.280 Satd. Flow (perm) 0 1541 3363 0 505 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 85 9 Link Speed (k/h) 50 50 50 Link Distance (m) 158.9 308.0 169.9 Travel Time (s) 11.4 22.2 12.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 20 970 41 25 997 Shared Lane Traffic (%) Lane Group Flow (vph) 0 20 1011 0 25 997 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 46.0 46.0 46.0 Total Split (%) 38.7% 61.3% 61.3% 61.3% Maximum Green (s) 25.0 39.8 39.8 39.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 15 15 0 0 Act Effct Green (s) 9.4 64.8 64.8 64.8 Actuated g/C Ratio 0.13 0.86 0.86 0.86 v/c Ratio 0.07 0.35 0.06 0.34 Control Delay 0.6 4.3 5.4 4.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 0.6 4.3 5.4 4.3 LOS AAAA Approach Delay 0.6 4.3 4.3 Approach LOS A A A 90th %ile Green (s) 25.0 39.8 39.8 39.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 59.3 59.3 59.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 68.8 68.8 68.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 68.8 68.8 68.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 68.8 68.8 68.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 236 9 235 Fuel Used(l) 0 38 1 25 CO Emissions (g/hr) 6 710 13 458 NOx Emissions (g/hr) 1 137 3 88 VOC Emissions (g/hr) 1 164 3 106 Dilemma Vehicles (#) 0 0 0 0 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 0.0 63.0 5.4 62.3 Internal Link Dist (m) 134.9 284.0 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 570 2907 436 2901 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.35 0.06 0.34 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 58 (77%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 4.3 Intersection LOS: A Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 211 485 389 79 498 143 390 730 53 189 781 181 Future Volume (vph) 211 485 389 79 498 143 390 730 53 189 781 181 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.98 1.00 0.99 0.99 Frt 0.850 0.850 0.990 0.972 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3311 0 1679 3227 0 Flt Permitted 0.200 0.476 0.950 0.950 Satd. Flow (perm) 353 3325 1406 815 3325 1427 3193 3311 0 1654 3227 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 389 143 6 21 Link Speed (k/h) 60 60 50 50 Link Distance (m) 328.1 226.2 210.4 91.2 Travel Time (s) 19.7 13.6 15.1 6.6 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 211 485 389 79 498 143 390 730 53 189 781 181 Shared Lane Traffic (%) Lane Group Flow (vph) 211 485 389 79 498 143 390 783 0 189 962 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.3 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 21.0 56.0 56.0 35.0 35.0 35.0 34.0 50.0 34.0 50.0 Total Split (%) 15.0% 40.0% 40.0% 25.0% 25.0% 25.0% 24.3% 35.7% 24.3% 35.7% Maximum Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.5 43.6 27.5 43.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 15 15 7 7 7 10 32 Act Effct Green (s) 48.5 46.4 46.4 25.9 25.9 25.9 22.0 53.4 20.8 52.3 Actuated g/C Ratio 0.35 0.33 0.33 0.18 0.18 0.18 0.16 0.38 0.15 0.37 v/c Ratio 0.76 0.44 0.54 0.53 0.81 0.38 0.76 0.62 0.76 0.79 Control Delay 52.0 37.6 5.9 64.1 65.6 10.0 66.5 39.1 75.7 44.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 37.6 5.9 64.1 65.6 10.0 66.5 39.1 75.7 44.9 LOS D D A E E B E D E D Approach Delay 29.0 54.4 48.2 49.9 Approach LOS C D D D 90th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.3 43.6 27.5 43.8 90th %ile Term Code Max Hold Hold Max Max Max Gap Coord Max Coord 70th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 24.2 47.1 24.0 46.9 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 50th %ile Green (s) 16.7 48.7 48.7 27.7 27.7 27.7 22.0 51.0 21.0 50.0 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 30th %ile Green (s) 16.7 45.5 45.5 24.5 24.5 24.5 19.7 57.2 18.0 55.5 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 14.3 38.7 38.7 20.1 20.1 20.1 16.6 68.3 13.7 65.4 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 151 368 31 71 468 19 366 628 177 796 Fuel Used(l) 19 40 14 8 50 5 36 53 19 70 CO Emissions (g/hr) 359 739 257 144 930 84 669 991 346 1293 NOx Emissions (g/hr) 69 143 50 28 180 16 129 191 67 250 VOC Emissions (g/hr) 83 170 59 33 215 19 154 228 80 298 Dilemma Vehicles (#) 0 13 0 0 15 0 0 0 0 0 Queue Length 50th (m) 42.3 53.7 0.0 19.7 69.2 0.0 54.0 93.8 50.8 124.9 Queue Length 95th (m) #66.0 68.9 22.7 37.0 88.5 17.9 68.6 126.0 73.6 #175.5 Internal Link Dist (m) 304.1 202.2 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 282 1178 749 166 679 405 639 1267 329 1219 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.41 0.52 0.48 0.73 0.35 0.61 0.62 0.57 0.79 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 57 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 44.7 Intersection LOS: D Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street SAT Peak 2020 Total Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 31 1018 41 35 1170 Future Volume (Veh/h) 31 31 1018 41 35 1170 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) 31 31 1018 41 35 1170 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 308 pX, platoon unblocked 0.84 0.82 0.82 vC, conflicting volume 1698 534 1064 vC1, stage 1 conf vol 1044 vC2, stage 2 conf vol 655 vCu, unblocked vol 1269 8 651 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 91 96 95 cM capacity (veh/h) 332 884 775 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 62 679 380 425 780 Volume Left 31 0 0 35 0 Volume Right 31 0 41 0 0 cSH 483 1700 1700 775 1700 Volume to Capacity 0.13 0.40 0.22 0.05 0.46 Queue Length 95th (m) 3.3 0.0 0.0 1.1 0.0 Control Delay (s) 13.6 0.0 0.0 1.3 0.0 Lane LOS B A Approach Delay (s) 13.6 0.0 0.5 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 67 26 6 97 3 283 27 1089 76 140 444 15 Future Volume (vph) 67 26 6 97 3 283 27 1089 76 140 444 15 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.96 1.00 1.00 Frt 0.992 0.850 0.990 0.995 Flt Protected 0.967 0.954 0.950 0.950 Satd. Flow (prot) 0 1601 0 0 1702 1532 1586 3352 0 1695 3345 0 Flt Permitted 0.736 0.708 0.488 0.147 Satd. Flow (perm) 0 1211 0 0 1258 1497 786 3352 0 262 3345 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 262 9 5 Link Speed (k/h) 50 50 60 60 Link Distance (m) 172.3 192.7 169.9 176.1 Travel Time (s) 12.4 13.9 10.2 10.6 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 67 26 6 97 3 283 27 1089 76 140 444 15 Shared Lane Traffic (%) Lane Group Flow (vph) 0 99 0 0 100 283 27 1165 0 140 459 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 34.9 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 1 1 0 0 0 18 18 12 Act Effct Green (s) 15.5 15.5 15.5 48.4 48.4 62.3 62.3 Actuated g/C Ratio 0.17 0.17 0.17 0.54 0.54 0.69 0.69 v/c Ratio 0.47 0.46 0.60 0.06 0.64 0.45 0.20 Control Delay 36.6 37.7 10.1 17.5 19.1 11.6 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 37.7 10.1 17.5 19.1 11.6 6.6 LOS DDBBBBA Approach Delay 36.6 17.3 19.0 7.8 Approach LOS D B B A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Hold Hold Hold Coord Coord Max Coord 70th %ile Green (s) 15.4 15.4 15.4 15.4 15.4 47.1 47.1 9.4 62.4 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 12.9 12.9 12.9 12.9 12.9 51.3 51.3 7.7 64.9 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 10.4 10.4 10.4 10.4 10.4 54.6 54.6 6.9 67.4 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 6.8 6.8 6.8 6.8 6.8 59.1 59.1 6.0 71.0 10th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord Stops (vph) 79 83 44 16 637 51 161 Fuel Used(l) 6 7 8 1 55 5 15 CO Emissions (g/hr) 115 123 156 24 1020 94 271 NOx Emissions (g/hr) 22 24 30 5 197 18 52 VOC Emissions (g/hr) 27 28 36 5 235 22 62 Dilemma Vehicles (#) 0 0 0 0 74 0 26 Queue Length 50th (m) 15.5 16.3 3.2 1.9 64.2 6.2 11.1 Queue Length 95th (m) 23.1 23.7 18.3 9.4 #148.3 22.2 31.6 Internal Link Dist (m) 148.3 168.7 145.9 152.1 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 442 457 710 423 1808 329 2316 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.22 0.40 0.06 0.64 0.43 0.20 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 4 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 54 859 31 12 560 Future Volume (vph) 0 54 859 31 12 560 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.995 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3367 0 1729 3357 Flt Permitted 0.320 Satd. Flow (perm) 0 1538 3367 0 575 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 154 7 Link Speed (k/h) 50 60 60 Link Distance (m) 158.9 204.1 169.9 Travel Time (s) 11.4 12.2 10.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 54 859 31 12 560 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 890 0 12 560 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 61.0 61.0 61.0 Total Split (%) 32.2% 67.8% 67.8% 67.8% Maximum Green (s) 25.0 54.8 54.8 54.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 0 2 0 0 Act Effct Green (s) 5.5 77.4 77.4 77.4 Actuated g/C Ratio 0.06 0.86 0.86 0.86 v/c Ratio 0.23 0.31 0.02 0.19 Control Delay 2.2 2.2 1.0 1.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 2.2 2.2 1.0 1.1 LOS AAAA Approach Delay 2.2 2.2 1.1 Approach LOS A A A 90th %ile Green (s) 5.5 74.3 74.3 74.3 90th %ile Term Code Gap Coord Coord Coord 70th %ile Green (s) 5.5 74.3 74.3 74.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 5.5 74.3 74.3 74.3 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 5.5 74.3 74.3 74.3 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 0.0 83.8 83.8 83.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 172 1 58 Fuel Used(l) 1 23 0 11 CO Emissions (g/hr) 17 425 4 197 NOx Emissions (g/hr) 3 82 1 38 VOC Emissions (g/hr) 4 98 1 46 Dilemma Vehicles (#) 0 60 0 22 Queue Length 50th (m) 0.0 12.8 0.2 3.9 Queue Length 95th (m) 0.0 26.6 0.6 5.1 Internal Link Dist (m) 134.9 180.1 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 538 2897 494 2888 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.31 0.02 0.19 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 72 (80%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.31 Intersection Signal Delay: 1.8 Intersection LOS: A Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 156 479 250 59 694 141 485 603 17 119 339 96 Future Volume (vph) 156 479 250 59 694 141 485 603 17 119 339 96 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.97 1.00 0.97 0.99 Frt 0.850 0.850 0.996 0.967 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3339 0 3257 3207 0 Flt Permitted 0.168 0.478 0.950 0.950 Satd. Flow (perm) 298 3325 1415 820 3325 1434 3144 3339 0 3171 3207 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 250 188 3 28 Link Speed (k/h) 60 60 60 60 Link Distance (m) 328.1 209.0 210.4 91.2 Travel Time (s) 19.7 12.5 12.6 5.5 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 156 479 250 59 694 141 485 603 17 119 339 96 Shared Lane Traffic (%) Lane Group Flow (vph) 156 479 250 59 694 141 485 620 0 119 435 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.5 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 13.0 56.0 56.0 43.0 43.0 43.0 32.0 48.0 16.0 32.0 Total Split (%) 10.8% 46.7% 46.7% 35.8% 35.8% 35.8% 26.7% 40.0% 13.3% 26.7% Maximum Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 6 6 0 0 0 10 6 Act Effct Green (s) 46.8 44.7 44.7 31.7 31.7 31.7 22.4 46.9 9.0 33.6 Actuated g/C Ratio 0.39 0.37 0.37 0.26 0.26 0.26 0.19 0.39 0.08 0.28 v/c Ratio 0.72 0.39 0.37 0.27 0.79 0.27 0.80 0.47 0.49 0.47 Control Delay 43.6 28.0 4.3 37.0 47.8 2.8 57.0 29.7 60.0 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 28.0 4.3 37.0 47.8 2.8 57.0 29.7 60.0 37.2 LOS D C A D D A E C E D Approach Delay 24.1 40.0 41.7 42.1 Approach LOS C D D D 90th %ile Green (s) 8.7 49.6 49.6 36.6 36.6 36.6 25.5 41.6 9.5 25.6 90th %ile Term Code Max Hold Hold Max Max Max Max Coord Max Coord 70th %ile Green (s) 8.7 48.7 48.7 35.7 35.7 35.7 25.2 41.6 10.4 26.8 70th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Max Coord 50th %ile Green (s) 8.7 45.6 45.6 32.6 32.6 32.6 23.0 45.4 9.7 32.1 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 30th %ile Green (s) 8.7 42.2 42.2 29.2 29.2 29.2 20.7 49.9 8.6 37.8 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 8.7 37.6 37.6 24.6 24.6 24.6 17.4 56.1 7.0 45.7 10th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 99 336 21 46 625 5 453 456 111 339 Fuel Used(l) 13 35 9 4 58 3 45 40 11 31 CO Emissions (g/hr) 239 648 161 79 1084 56 833 748 208 577 NOx Emissions (g/hr) 46 125 31 15 209 11 161 144 40 111 VOC Emissions (g/hr) 55 149 37 18 250 13 192 173 48 133 Dilemma Vehicles (#) 0 15 0 0 23 0 0 26 0 18 Queue Length 50th (m) 24.1 42.5 0.0 10.9 79.3 0.0 56.4 57.7 14.0 42.6 Queue Length 95th (m) #40.5 53.2 15.1 21.9 96.4 5.9 72.9 78.8 23.6 63.2 Internal Link Dist (m) 304.1 185.0 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 217 1374 731 250 1014 568 692 1307 263 918 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.35 0.34 0.24 0.68 0.25 0.70 0.47 0.45 0.47 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 52 (43%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 36.8 Intersection LOS: D Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 6 0 3 2 0 2 9 1134 3 3 544 5 Future Volume (vph) 6 0 3 2 0 2 9 1134 3 3 544 5 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 0.0 30.0 0.0 30.0 0.0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 1.00 1.00 1.00 1.00 Frt 0.955 0.932 0.999 Flt Protected 0.968 0.976 0.950 0.950 Satd. Flow (prot) 0 1640 0 0 1608 0 1695 3390 0 1695 3386 0 Flt Permitted 0.797 0.845 0.447 0.236 Satd. Flow (perm) 0 1346 0 0 1389 0 794 3390 0 420 3386 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 34 34 2 Link Speed (k/h) 48 48 60 60 Link Distance (m) 50.0 59.2 105.3 204.1 Travel Time (s) 3.8 4.4 6.3 12.2 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 Confl. Bikes (#/hr) 2 2 2 2 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 Adj. Flow (vph) 6 0 3 2 0 2 9 1134 3 3 544 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 9 0 0 4 0 9 1137 0 3 549 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Yes Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.3 34.3 34.3 34.3 26.8 26.8 26.8 26.8 Total Split (s) 34.3 34.3 34.3 34.3 55.7 55.7 55.7 55.7 Total Split (%) 38.1% 38.1% 38.1% 38.1% 61.9% 61.9% 61.9% 61.9% Maximum Green (s) 28.0 28.0 28.0 28.0 49.9 49.9 49.9 49.9 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5 Act Effct Green (s) 13.6 13.6 77.6 77.6 77.6 77.6 Actuated g/C Ratio 0.15 0.15 0.86 0.86 0.86 0.86 v/c Ratio 0.04 0.02 0.01 0.39 0.01 0.19 Control Delay 0.3 0.2 5.9 5.1 3.7 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.3 0.2 5.9 5.1 3.7 2.1 LOS AAAAAA Approach Delay 0.3 0.3 5.1 2.1 Approach LOS A A A A 90th %ile Green (s) 28.0 28.0 28.0 28.0 49.9 49.9 49.9 49.9 90th %ile Term Code Ped Ped Ped Ped Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 70th %ile Term Code Min Min Hold Hold Coord Coord Coord Coord 50th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 50th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord 30th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 30th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 84.2 84.2 84.2 84.2 10th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Stops (vph) 0 0 4 283 1 68 Fuel Used(l) 0 0 0 24 0 13 CO Emissions (g/hr) 1 0 5 447 2 238 NOx Emissions (g/hr) 0 0 1 86 0 46 VOC Emissions (g/hr) 0 0 1 103 0 55 Dilemma Vehicles (#) 0 0 0 29 0 3 Queue Length 50th (m) 0.0 0.0 0.0 0.0 0.0 0.0 Queue Length 95th (m) 0.3 0.0 2.7 83.8 m0.7 18.2 Internal Link Dist (m) 26.0 35.2 81.3 180.1 Turn Bay Length (m) 30.0 30.0 Base Capacity (vph) 442 455 684 2921 362 2918 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.01 0.39 0.01 0.19 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay: 4.1 Intersection LOS: A Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 14: Bank Street & Blue Heron Mall

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 42 68 1070 26 14 577 Future Volume (Veh/h) 42 68 1070 26 14 577 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) 42 68 1070 26 14 577 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 105 pX, platoon unblocked 0.89 0.87 0.87 vC, conflicting volume 1404 553 1101 vC1, stage 1 conf vol 1088 vC2, stage 2 conf vol 316 vCu, unblocked vol 1041 192 821 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 87 90 98 cM capacity (veh/h) 335 714 709 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 110 713 383 206 385 Volume Left 42 0 0 14 0 Volume Right 68 0 26 0 0 cSH 498 1700 1700 709 1700 Volume to Capacity 0.22 0.42 0.23 0.02 0.23 Queue Length 95th (m) 6.3 0.0 0.0 0.5 0.0 Control Delay (s) 14.3 0.0 0.0 0.9 0.0 Lane LOS B A Approach Delay (s) 14.3 0.0 0.3 Approach LOS B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 17: Evans Boulevard & Access 1545 Bank Street AM Peak 2025 Total Traffic Volumes

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 15 21 119 54 139 32 723 75 246 991 20 Future Volume (vph) 46 15 21 119 54 139 32 723 75 246 991 20 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 1.00 1.00 Frt 0.965 0.850 0.986 0.997 Flt Protected 0.973 0.967 0.950 0.950 Satd. Flow (prot) 0 1573 0 0 1725 1532 1586 3336 0 1695 3363 0 Flt Permitted 0.736 0.770 0.283 0.244 Satd. Flow (perm) 0 1184 0 0 1370 1497 465 3336 0 433 3363 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 139 13 3 Link Speed (k/h) 50 50 60 60 Link Distance (m) 172.3 192.7 169.9 176.1 Travel Time (s) 12.4 13.9 10.2 10.6 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 46 15 21 119 54 139 32 723 75 246 991 20 Shared Lane Traffic (%) Lane Group Flow (vph) 0 82 0 0 173 139 32 798 0 246 1011 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 34.9 Total Split (s) 39.0 39.0 39.0 39.0 39.0 36.0 36.0 15.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 40.0% 40.0% 16.7% 56.7% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 30.1 30.1 9.1 45.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 4 4 7 7 7 8 8 27 Act Effct Green (s) 18.7 18.7 18.7 42.2 42.2 59.1 59.1 Actuated g/C Ratio 0.21 0.21 0.21 0.47 0.47 0.66 0.66 v/c Ratio 0.31 0.61 0.33 0.15 0.51 0.56 0.46 Control Delay 23.6 39.9 6.4 20.3 19.6 14.1 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 39.9 6.4 20.3 19.6 14.1 9.8 LOS CDACBBA Approach Delay 23.6 25.0 19.7 10.6 Approach LOS C C B B 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 30.1 30.1 9.8 45.8 90th %ile Term Code Ped Ped Ped Ped Ped Coord Coord Max Coord 70th %ile Green (s) 20.2 20.2 20.2 20.2 20.2 38.1 38.1 13.6 57.6 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 17.2 17.2 17.2 17.2 17.2 42.5 42.5 12.2 60.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 14.2 14.2 14.2 14.2 14.2 47.2 47.2 10.5 63.6 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 9.9 9.9 9.9 9.9 9.9 53.3 53.3 8.7 67.9 10th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord Stops (vph) 49 148 19 22 544 100 486 Fuel Used(l) 4 12 4 2 41 10 39 CO Emissions (g/hr) 73 219 68 31 770 180 721 NOx Emissions (g/hr) 14 42 13 6 149 35 139 VOC Emissions (g/hr) 17 51 16 7 178 41 166 Dilemma Vehicles (#) 0 0 0 0 44 0 56 Queue Length 50th (m) 9.1 27.9 0.0 3.0 47.5 14.2 37.4 Queue Length 95th (m) 17.1 38.5 11.4 11.3 82.2 #40.1 79.8 Internal Link Dist (m) 148.3 168.7 145.9 152.1 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 443 497 632 218 1572 439 2209 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.35 0.22 0.15 0.51 0.56 0.46 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 4 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.9 Intersection LOS: B Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 25 871 57 26 971 Future Volume (vph) 0 25 871 57 26 971 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.991 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3351 0 1729 3357 Flt Permitted 0.308 Satd. Flow (perm) 0 1544 3351 0 556 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 56 14 Link Speed (k/h) 50 60 60 Link Distance (m) 158.9 204.1 169.9 Travel Time (s) 11.4 12.2 10.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 25 871 57 26 971 Shared Lane Traffic (%) Lane Group Flow (vph) 0 25 928 0 26 971 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 31.0 31.0 31.0 Total Split (%) 48.3% 51.7% 51.7% 51.7% Maximum Green (s) 25.0 24.8 24.8 24.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 15 15 0 0 Act Effct Green (s) 9.4 49.8 49.8 49.8 Actuated g/C Ratio 0.16 0.83 0.83 0.83 v/c Ratio 0.09 0.33 0.06 0.35 Control Delay 1.9 5.2 6.8 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.9 5.2 6.8 5.4 LOS AAAA Approach Delay 1.9 5.3 5.5 Approach LOS A A A 90th %ile Green (s) 25.0 24.8 24.8 24.8 90th %ile Term Code Ped Coord Coord Coord 70th %ile Green (s) 5.5 44.3 44.3 44.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 53.8 53.8 53.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 53.8 53.8 53.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 53.8 53.8 53.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 2 271 12 292 Fuel Used(l) 0 29 1 28 CO Emissions (g/hr) 9 538 17 517 NOx Emissions (g/hr) 2 104 3 100 VOC Emissions (g/hr) 2 124 4 119 Dilemma Vehicles (#) 0 38 0 40 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 1.5 58.7 5.9 63.1 Internal Link Dist (m) 134.9 180.1 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 676 2785 461 2787 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.33 0.06 0.35 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 12 (20%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 5.3 Intersection LOS: A Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 226 861 502 66 763 123 408 540 54 251 858 135 Future Volume (vph) 226 861 502 66 763 123 408 540 54 251 858 135 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.96 0.98 1.00 0.97 0.99 Frt 0.850 0.850 0.986 0.980 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3294 0 3257 3265 0 Flt Permitted 0.110 0.329 0.950 0.950 Satd. Flow (perm) 195 3325 1411 569 3325 1431 3200 3294 0 3160 3265 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 391 119 8 13 Link Speed (k/h) 60 60 60 60 Link Distance (m) 328.1 209.0 210.4 91.2 Travel Time (s) 19.7 12.5 12.6 5.5 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 226 861 502 66 763 123 408 540 54 251 858 135 Shared Lane Traffic (%) Lane Group Flow (vph) 226 861 502 66 763 123 408 594 0 251 993 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.5 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 20.0 59.0 59.0 39.0 39.0 39.0 32.0 39.0 32.0 39.0 Total Split (%) 15.4% 45.4% 45.4% 30.0% 30.0% 30.0% 24.6% 30.0% 24.6% 30.0% Maximum Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 32.6 25.5 32.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 10 10 0 0 0 17 18 Act Effct Green (s) 54.1 52.0 52.0 32.1 32.1 32.1 21.2 43.4 15.3 37.6 Actuated g/C Ratio 0.42 0.40 0.40 0.25 0.25 0.25 0.16 0.33 0.12 0.29 v/c Ratio 0.87 0.65 0.63 0.47 0.93 0.28 0.77 0.54 0.66 1.04 Control Delay 62.4 34.3 10.5 54.3 66.5 8.9 62.0 37.6 62.9 85.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.4 34.3 10.5 54.3 66.5 8.9 62.0 37.6 62.9 85.2 LOS E C B D E A E D E F Approach Delay 30.8 58.2 47.5 80.7 Approach LOS C E D F 90th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 25.5 38.6 19.5 32.6 90th %ile Term Code Max Max Max Max Max Max Max Coord Gap Coord 70th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 23.6 41.1 17.0 34.5 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 50th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 21.4 42.8 15.3 36.7 50th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 30th %ile Green (s) 15.7 52.6 52.6 32.6 32.6 32.6 19.3 44.5 13.6 38.8 30th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 10th %ile Green (s) 15.1 49.4 49.4 30.0 30.0 30.0 16.1 50.2 11.1 45.2 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 151 679 107 57 703 19 381 469 236 814 Fuel Used(l) 22 69 22 6 76 4 39 43 24 109 CO Emissions (g/hr) 412 1286 406 108 1405 69 730 803 450 2025 NOx Emissions (g/hr) 80 248 78 21 271 13 141 155 87 391 VOC Emissions (g/hr) 95 297 94 25 324 16 168 185 104 467 Dilemma Vehicles (#) 0 27 0 0 27 0 0 23 0 33 Queue Length 50th (m) 41.1 92.1 18.4 14.4 100.5 0.8 52.1 64.4 32.1 ~146.6 Queue Length 95th (m) #84.7 114.0 54.9 30.0 #135.8 15.9 67.1 87.2 44.4 #203.0 Internal Link Dist (m) 304.1 185.0 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 262 1345 803 142 833 448 638 1105 638 952 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.64 0.63 0.46 0.92 0.27 0.64 0.54 0.39 1.04 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 130 Offset: 52 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 52.7 Intersection LOS: D Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 15 ~ 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.

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 0 24 22 0 22 45 848 20 20 870 23 Future Volume (vph) 49 0 24 22 0 22 45 848 20 20 870 23 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 0.0 30.0 0.0 30.0 0.0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 1.00 1.00 1.00 1.00 Frt 0.956 0.932 0.997 0.996 Flt Protected 0.968 0.976 0.950 0.950 Satd. Flow (prot) 0 1641 0 0 1608 0 1695 3378 0 1695 3374 0 Flt Permitted 0.771 0.837 0.309 0.318 Satd. Flow (perm) 0 1303 0 0 1376 0 550 3378 0 566 3374 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 40 40 4 4 Link Speed (k/h) 48 48 60 60 Link Distance (m) 50.0 59.2 105.3 204.1 Travel Time (s) 3.8 4.4 6.3 12.2 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 Confl. Bikes (#/hr) 2 2 2 2 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 Adj. Flow (vph) 49 0 24 22 0 22 45 848 20 20 870 23 Shared Lane Traffic (%) Lane Group Flow (vph) 0 73 0 0 44 0 45 868 0 20 893 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Yes Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 33.8 33.8 33.8 33.8 27.3 27.3 27.3 27.3 Total Split (s) 36.0 36.0 36.0 36.0 54.0 54.0 54.0 54.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0% Maximum Green (s) 30.2 30.2 30.2 30.2 47.7 47.7 47.7 47.7 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 2.5 2.5 2.5 2.5 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 6.3 6.3 6.3 6.3 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5 Act Effct Green (s) 13.6 13.6 68.7 68.7 68.7 68.7 Actuated g/C Ratio 0.15 0.15 0.76 0.76 0.76 0.76 v/c Ratio 0.32 0.18 0.11 0.34 0.05 0.35 Control Delay 20.1 12.0 6.8 5.9 6.5 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.1 12.0 6.8 5.9 6.5 6.0 LOS CBAAAA Approach Delay 20.1 12.0 6.0 6.0 Approach LOS C B A A 90th %ile Green (s) 28.0 28.0 28.0 28.0 49.9 49.9 49.9 49.9 90th %ile Term Code Ped Ped Ped Ped Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 70th %ile Term Code Min Min Min Min Coord Coord Coord Coord 50th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 50th %ile Term Code Min Min Min Min Coord Coord Coord Coord 30th %ile Green (s) 10.0 10.0 10.0 10.0 67.9 67.9 67.9 67.9 30th %ile Term Code Min Min Hold Hold Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 83.7 83.7 83.7 83.7 10th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Stops (vph) 33 14 16 284 8 297 Fuel Used(l) 2 1 1 21 1 30 CO Emissions (g/hr) 40 18 22 391 13 549 NOx Emissions (g/hr) 8 3 4 76 3 106 VOC Emissions (g/hr) 9 4 5 90 3 127 Dilemma Vehicles (#) 0 0 0 41 0 42 Queue Length 50th (m) 5.3 0.6 1.7 20.8 0.7 21.6 Queue Length 95th (m) 13.7 7.7 9.2 58.2 4.9 60.3 Internal Link Dist (m) 26.0 35.2 81.3 180.1 Turn Bay Length (m) 30.0 30.0 Base Capacity (vph) 463 488 419 2580 432 2577 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.09 0.11 0.34 0.05 0.35 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 6.6 Intersection LOS: A Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 14: Bank Street & Blue Heron Mall

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 27 33 897 52 34 1096 Future Volume (Veh/h) 27 33 897 52 34 1096 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) 27 33 897 52 34 1096 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 105 pX, platoon unblocked 0.92 0.87 0.87 vC, conflicting volume 1544 480 954 vC1, stage 1 conf vol 928 vC2, stage 2 conf vol 616 vCu, unblocked vol 966 103 648 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 93 96 96 cM capacity (veh/h) 389 813 820 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 60 598 351 399 731 Volume Left 27 0 0 34 0 Volume Right 33 0 52 0 0 cSH 545 1700 1700 820 1700 Volume to Capacity 0.11 0.35 0.21 0.04 0.43 Queue Length 95th (m) 2.8 0.0 0.0 1.0 0.0 Control Delay (s) 12.4 0.0 0.0 1.3 0.0 Lane LOS B A Approach Delay (s) 12.4 0.0 0.5 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 17: Evans Boulevard & Access 1545 Bank Street PM Peak 2025 Background Traffic Volumes

Rochelle Fortier, Novatech Synchro 10 Report 8: Bank Street & Evans Boulevard 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 31 1018 41 35 1170 Future Volume (Veh/h) 31 31 1018 41 35 1170 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) 31 31 1018 41 35 1170 Pedestrians 5 Lane Width (m) 3.7 Walking Speed (m/s) 1.1 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (m) 202 105 pX, platoon unblocked 0.89 0.84 0.84 vC, conflicting volume 1698 534 1064 vC1, stage 1 conf vol 1044 vC2, stage 2 conf vol 655 vCu, unblocked vol 990 58 690 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) 5.8 tF (s) 3.5 3.3 2.2 p0 queue free % 91 96 95 cM capacity (veh/h) 362 836 763 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 62 679 380 425 780 Volume Left 31 0 0 35 0 Volume Right 31 0 41 0 0 cSH 505 1700 1700 763 1700 Volume to Capacity 0.12 0.40 0.22 0.05 0.46 Queue Length 95th (m) 3.2 0.0 0.0 1.1 0.0 Control Delay (s) 13.1 0.0 0.0 1.4 0.0 Lane LOS B A Approach Delay (s) 13.1 0.0 0.5 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 17: Evans Boulevard & Access 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 23 52 37 3 3 25 Future Volume (Veh/h) 23 52 37 3 3 25 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) 23 52 37 3 3 25 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 40 136 38 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 40 136 38 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 100 98 cM capacity (veh/h) 1570 844 1033 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 75 40 28 Volume Left 23 0 3 Volume Right 0 3 25 cSH 1570 1700 1009 Volume to Capacity 0.01 0.02 0.03 Queue Length 95th (m) 0.3 0.0 0.7 Control Delay (s) 2.3 0.0 8.7 Lane LOS A A Approach Delay (s) 2.3 0.0 8.7 Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 14 10 73 18 123 24 838 66 129 900 17 Future Volume (vph) 53 14 10 73 18 123 24 838 66 129 900 17 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 25.0 50.0 0.0 45.0 0.0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 0.98 0.98 1.00 1.00 1.00 Frt 0.982 0.850 0.989 0.997 Flt Protected 0.967 0.961 0.950 0.950 Satd. Flow (prot) 0 1585 0 0 1715 1532 1586 3348 0 1695 3364 0 Flt Permitted 0.738 0.740 0.311 0.229 Satd. Flow (perm) 0 1202 0 0 1316 1498 510 3348 0 407 3364 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 123 10 3 Link Speed (k/h) 50 50 60 60 Link Distance (m) 172.3 192.7 169.9 176.1 Travel Time (s) 12.4 13.9 10.2 10.6 Confl. Peds. (#/hr) 13 6 6 13 43 14 14 43 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 Heavy Vehicles (%) 10% 7% 5% 2% 2% 1% 9% 2% 0% 2% 2% 20% Adj. Flow (vph) 53 14 10 73 18 123 24 838 66 129 900 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 77 0 0 91 123 24 904 0 129 917 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 1 2 1 2 Detector Template Left Thru Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 38.3 38.3 38.3 38.3 38.3 34.9 34.9 10.9 34.9 Total Split (s) 39.0 39.0 39.0 39.0 39.0 35.0 35.0 11.0 46.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 41.2% 41.2% 12.9% 54.1% Maximum Green (s) 32.7 32.7 32.7 32.7 32.7 29.1 29.1 5.1 40.1 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 3.0 2.6 2.6 2.6 2.6

Rochelle Fortier, Novatech Synchro 10 Report 3: Bank Street & Belanger Avenue/Lamira Street 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.3 5.9 5.9 5.9 5.9 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Max C-Max None C-Max Walk Time (s) 10.0 10.0 10.0 10.0 10.0 13.0 13.0 13.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 1 1 0 0 0 18 18 12 Act Effct Green (s) 14.3 14.3 14.3 45.5 45.5 58.5 58.5 Actuated g/C Ratio 0.17 0.17 0.17 0.54 0.54 0.69 0.69 v/c Ratio 0.36 0.41 0.35 0.09 0.50 0.33 0.40 Control Delay 29.2 34.1 7.3 15.5 15.8 9.3 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.2 34.1 7.3 15.5 15.8 9.3 8.1 LOS CCABBAA Approach Delay 29.2 18.7 15.8 8.2 Approach LOS C B B A 90th %ile Green (s) 32.0 32.0 32.0 32.0 32.0 29.1 29.1 5.8 40.8 90th %ile Term Code Ped Ped Hold Hold Hold Coord Coord Max Coord 70th %ile Green (s) 13.3 13.3 13.3 13.3 13.3 45.0 45.0 8.6 59.5 70th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 50th %ile Green (s) 11.2 11.2 11.2 11.2 11.2 48.0 48.0 7.7 61.6 50th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 30th %ile Green (s) 9.1 9.1 9.1 9.1 9.1 50.8 50.8 7.0 63.7 30th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord 10th %ile Green (s) 6.1 6.1 6.1 6.1 6.1 54.7 54.7 6.1 66.7 10th %ile Term Code Hold Hold Gap Gap Gap Coord Coord Gap Coord Stops (vph) 55 73 18 16 567 47 388 Fuel Used(l) 4 6 3 1 43 4 32 CO Emissions (g/hr) 79 106 62 22 792 82 599 NOx Emissions (g/hr) 15 20 12 4 153 16 116 VOC Emissions (g/hr) 18 24 14 5 183 19 138 Dilemma Vehicles (#) 0 0 0 0 53 0 54 Queue Length 50th (m) 10.2 14.0 0.0 1.7 42.1 5.1 24.3 Queue Length 95th (m) 16.2 19.9 10.1 8.3 90.3 21.1 70.8 Internal Link Dist (m) 148.3 168.7 145.9 152.1 Turn Bay Length (m) 25.0 50.0 45.0 Base Capacity (vph) 468 506 651 273 1797 386 2314 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.18 0.19 0.09 0.50 0.33 0.40 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 47 (55%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 3: Bank Street & Belanger Avenue/Lamira Street

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 20 970 41 25 997 Future Volume (vph) 0 20 970 41 25 997 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 55.0 Storage Lanes 0 1 0 1 Taper Length (m) 30.0 30.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Ped Bike Factor 0.98 1.00 0.99 Frt 0.865 0.994 Flt Protected 0.950 Satd. Flow (prot) 0 1574 3363 0 1729 3357 Flt Permitted 0.283 Satd. Flow (perm) 0 1541 3363 0 511 3357 Right Turn on Red Yes Yes Satd. Flow (RTOR) 85 9 Link Speed (k/h) 50 60 60 Link Distance (m) 158.9 204.1 169.9 Travel Time (s) 11.4 12.2 10.2 Confl. Peds. (#/hr) 8 24 24 Confl. Bikes (#/hr) 3 13 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 0% 0% 2% 0% 0% 3% Adj. Flow (vph) 0 20 970 41 25 997 Shared Lane Traffic (%) Lane Group Flow (vph) 0 20 1011 0 25 997 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(m) 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 Two way Left Turn Lane Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 14 24 Number of Detectors 1 2 1 2 Detector Template Right Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 Detector 2 Size(m) 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 28.2 24.2 24.2 Total Split (s) 29.0 46.0 46.0 46.0 Total Split (%) 38.7% 61.3% 61.3% 61.3% Maximum Green (s) 25.0 39.8 39.8 39.8 Yellow Time (s) 3.0 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 6: Bank Street & Randall Avenue 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group WBL WBR NBT NBR SBL SBT All-Red Time (s) 1.0 2.9 2.9 2.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.2 6.2 6.2 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max Walk Time (s) 7.0 8.0 0.0 0.0 Flash Dont Walk (s) 18.0 14.0 0.0 0.0 Pedestrian Calls (#/hr) 0 2 0 0 Act Effct Green (s) 5.5 68.7 68.7 68.7 Actuated g/C Ratio 0.07 0.92 0.92 0.92 v/c Ratio 0.10 0.33 0.05 0.32 Control Delay 1.1 2.9 1.7 1.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 1.1 2.9 1.7 1.5 LOS AAAA Approach Delay 1.1 2.9 1.5 Approach LOS A A A 90th %ile Green (s) 5.5 59.3 59.3 59.3 90th %ile Term Code Gap Coord Coord Coord 70th %ile Green (s) 5.5 59.3 59.3 59.3 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 0.0 68.8 68.8 68.8 50th %ile Term Code Skip Coord Coord Coord 30th %ile Green (s) 0.0 68.8 68.8 68.8 30th %ile Term Code Skip Coord Coord Coord 10th %ile Green (s) 0.0 68.8 68.8 68.8 10th %ile Term Code Skip Coord Coord Coord Stops (vph) 0 205 5 127 Fuel Used(l) 0 27 1 20 CO Emissions (g/hr) 6 499 10 371 NOx Emissions (g/hr) 1 96 2 72 VOC Emissions (g/hr) 1 115 2 86 Dilemma Vehicles (#) 0 58 0 32 Queue Length 50th (m) 0.0 0.0 0.0 0.0 Queue Length 95th (m) 0.0 59.5 1.8 20.6 Internal Link Dist (m) 134.9 180.1 145.9 Turn Bay Length (m) 55.0 Base Capacity (vph) 570 3082 468 3076 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.33 0.05 0.32 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 58 (77%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.33 Intersection Signal Delay: 2.2 Intersection LOS: A Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 6: Bank Street & Randall Avenue

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 211 485 389 79 498 143 390 730 53 189 781 181 Future Volume (vph) 211 485 389 79 498 143 390 730 53 189 781 181 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 65.0 50.0 40.0 60.0 85.0 0.0 55.0 0.0 Storage Lanes 1 1 1 1 2 0 2 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 0.95 0.97 0.95 0.95 Ped Bike Factor 0.99 0.95 0.98 0.96 0.98 1.00 0.98 0.99 Frt 0.850 0.850 0.990 0.972 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3325 1488 1662 3325 1488 3257 3311 0 3257 3227 0 Flt Permitted 0.200 0.476 0.950 0.950 Satd. Flow (perm) 353 3325 1406 815 3325 1427 3193 3311 0 3177 3227 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 389 143 6 21 Link Speed (k/h) 60 60 60 60 Link Distance (m) 328.1 209.0 210.4 91.2 Travel Time (s) 19.7 12.5 12.6 5.5 Confl. Peds. (#/hr) 18 29 29 18 27 27 27 27 Confl. Bikes (#/hr) 2 1 6 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 Heavy Vehicles (%) 2% 4% 4% 4% 4% 4% 3% 3% 3% 3% 3% 3% Adj. Flow (vph) 211 485 389 79 498 143 390 730 53 189 781 181 Shared Lane Traffic (%) Lane Group Flow (vph) 211 485 389 79 498 143 390 783 0 189 962 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 7.4 7.4 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 4.9 4.9 4.9 4.9 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 7 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 10.0 10.0 10.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.5 34.4 34.4 34.4 34.4 34.4 11.5 32.4 11.5 32.0 Total Split (s) 21.0 56.0 56.0 35.0 35.0 35.0 34.0 50.0 34.0 50.0 Total Split (%) 15.0% 40.0% 40.0% 25.0% 25.0% 25.0% 24.3% 35.7% 24.3% 35.7% Maximum Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.5 43.6 27.5 43.6 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3

Rochelle Fortier, Novatech Synchro 10 Report 10: Bank Street & Heron Road 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 3.1 3.1 3.1 3.1 3.1 3.2 3.1 3.2 3.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 6.4 6.4 6.4 6.4 6.4 6.5 6.4 6.5 6.4 Lead/Lag Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Min Min None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 21.0 19.0 18.6 Pedestrian Calls (#/hr) 6 6 0 0 0 10 6 Act Effct Green (s) 48.5 46.4 46.4 25.9 25.9 25.9 22.0 60.8 13.5 52.3 Actuated g/C Ratio 0.35 0.33 0.33 0.18 0.18 0.18 0.16 0.43 0.10 0.37 v/c Ratio 0.76 0.44 0.54 0.53 0.81 0.38 0.76 0.54 0.60 0.79 Control Delay 52.0 37.6 5.9 64.1 65.6 10.0 66.5 31.9 68.7 44.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 37.6 5.9 64.1 65.6 10.0 66.5 31.9 68.7 44.9 LOS D D A E E B E C E D Approach Delay 29.0 54.4 43.4 48.8 Approach LOS C D D D 90th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 27.3 53.9 17.2 43.8 90th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 70th %ile Green (s) 16.7 49.6 49.6 28.6 28.6 28.6 24.2 56.1 15.0 46.9 70th %ile Term Code Max Hold Hold Max Max Max Gap Coord Gap Coord 50th %ile Green (s) 16.7 48.7 48.7 27.7 27.7 27.7 22.0 58.5 13.5 50.0 50th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 30th %ile Green (s) 16.7 45.5 45.5 24.5 24.5 24.5 19.7 63.3 11.9 55.5 30th %ile Term Code Max Hold Hold Gap Gap Gap Gap Coord Gap Coord 10th %ile Green (s) 14.3 38.7 38.7 20.1 20.1 20.1 16.6 72.3 9.7 65.4 10th %ile Term Code Gap Hold Hold Gap Gap Gap Gap Coord Gap Coord Stops (vph) 151 368 31 71 468 19 366 569 178 796 Fuel Used(l) 19 40 14 8 49 4 39 52 19 76 CO Emissions (g/hr) 359 739 257 142 916 80 723 965 354 1410 NOx Emissions (g/hr) 69 143 50 27 177 15 140 186 68 272 VOC Emissions (g/hr) 83 170 59 33 211 18 167 223 82 325 Dilemma Vehicles (#) 0 13 0 0 15 0 0 28 0 33 Queue Length 50th (m) 42.3 53.7 0.0 19.7 69.2 0.0 54.0 85.3 26.2 124.9 Queue Length 95th (m) #66.0 68.9 22.7 37.0 88.5 17.9 68.6 111.6 38.0 #175.5 Internal Link Dist (m) 304.1 185.0 186.4 67.2 Turn Bay Length (m) 65.0 50.0 40.0 60.0 85.0 55.0 Base Capacity (vph) 282 1178 749 166 679 405 639 1441 639 1219 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.41 0.52 0.48 0.73 0.35 0.61 0.54 0.30 0.79 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 57 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 43.0 Intersection LOS: D Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 10: Bank Street & Heron Road

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 0 25 21 0 21 55 946 22 22 876 27 Future Volume (vph) 51 0 25 21 0 21 55 946 22 22 876 27 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 0.0 0.0 0.0 0.0 30.0 0.0 30.0 0.0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (m) 30.0 30.0 30.0 30.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 1.00 1.00 1.00 1.00 Frt 0.956 0.932 0.997 0.996 Flt Protected 0.968 0.976 0.950 0.950 Satd. Flow (prot) 0 1642 0 0 1609 0 1695 3378 0 1695 3374 0 Flt Permitted 0.773 0.814 0.299 0.275 Satd. Flow (perm) 0 1308 0 0 1340 0 532 3378 0 490 3374 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 41 4 5 Link Speed (k/h) 48 48 60 60 Link Distance (m) 50.0 59.2 105.3 204.1 Travel Time (s) 3.8 4.4 6.3 12.2 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 Confl. Bikes (#/hr) 2 2 2 2 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 Adj. Flow (vph) 51 0 25 21 0 21 55 946 22 22 876 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 76 0 0 42 0 55 968 0 22 903 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 0.0 0.0 3.7 3.7 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Yes Yes Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 34.3 34.3 34.3 34.3 33.8 33.8 26.8 26.8 Total Split (s) 34.3 34.3 34.3 34.3 40.7 40.7 40.7 40.7 Total Split (%) 45.7% 45.7% 45.7% 45.7% 54.3% 54.3% 54.3% 54.3% Maximum Green (s) 28.0 28.0 28.0 28.0 34.9 34.9 34.9 34.9 Yellow Time (s) 3.3 3.3 3.3 3.3 3.3 3.3 3.3 3.3 All-Red Time (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.5 2.5

Rochelle Fortier, Novatech Synchro 10 Report 14: Bank Street & Blue Heron Mall 1545 Bank Street SAT Peak 2025 Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 5.8 5.8 5.8 5.8 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 21.0 21.0 21.0 21.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5 Act Effct Green (s) 13.6 13.6 53.7 53.7 53.7 53.7 Actuated g/C Ratio 0.18 0.18 0.72 0.72 0.72 0.72 v/c Ratio 0.28 0.15 0.14 0.40 0.06 0.37 Control Delay 15.4 8.5 8.8 7.6 6.2 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 8.5 8.8 7.6 6.2 6.1 LOS BAAAAA Approach Delay 15.4 8.5 7.6 6.1 Approach LOS B A A A 90th %ile Green (s) 28.0 28.0 28.0 28.0 34.9 34.9 34.9 34.9 90th %ile Term Code Ped Ped Ped Ped Coord Coord Coord Coord 70th %ile Green (s) 10.0 10.0 10.0 10.0 52.9 52.9 52.9 52.9 70th %ile Term Code Min Min Min Min Coord Coord Coord Coord 50th %ile Green (s) 10.0 10.0 10.0 10.0 52.9 52.9 52.9 52.9 50th %ile Term Code Min Min Min Min Coord Coord Coord Coord 30th %ile Green (s) 10.0 10.0 10.0 10.0 52.9 52.9 52.9 52.9 30th %ile Term Code Min Min Hold Hold Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 69.2 69.2 69.2 69.2 10th %ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Stops (vph) 33 11 26 403 10 360 Fuel Used(l) 2 1 2 27 1 32 CO Emissions (g/hr) 36 14 32 511 15 592 NOx Emissions (g/hr) 7 3 6 99 3 114 VOC Emissions (g/hr) 8 3 7 118 4 137 Dilemma Vehicles (#) 0 0 0 55 0 35 Queue Length 50th (m) 4.5 0.1 2.1 24.1 0.8 21.8 Queue Length 95th (m) 11.1 5.7 11.9 69.3 m5.7 63.2 Internal Link Dist (m) 26.0 35.2 81.3 180.1 Turn Bay Length (m) 30.0 30.0 Base Capacity (vph) 514 525 381 2420 351 2418 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.08 0.14 0.40 0.06 0.37 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 7.2 Intersection LOS: A Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 14: Bank Street & Blue Heron Mall

Rochelle Fortier, Novatech Synchro 10 Report