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420 Hazeldean Road

Transportation Impact Assessment

Prepared By:

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

Dated: August 21, 2018 Revised: December 13th, 2018

Novatech File: 118061 Ref: R-2018-087

December 13th, 2018

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

Attention: Ms. Rosanna Baggs Project Manager, Infrastructure Approvals

Dear Ms. Baggs:

Reference: 420 Hazeldean Road Revised Transportation Impact Assessment Report Novatech File No. 118061

We are pleased to submit the following Revised 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).

A TIA was submitted to the City of Ottawa in August 2018 in support of a Site Plan Application. This revised TIA has been prepared to respond to comments received from the City in October 2018.

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:\2018\118061\DATA\Reports\Traffic\TIA - Resubmission\118061 - TIA (Revised).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 420 Hazeldean Road

TABLE OF CONTENTS 1.0 INTRODUCTION ...... 1 2.0 PROPOSED DEVELOPMENT ...... 2 3.0 SCREENING ...... 2 3.1 Screening Form ...... 2 4.0 SCOPING ...... 4 4.1 Existing Conditions ...... 4 4.1.1 Roadways ...... 4 4.1.2 Intersections ...... 4 4.1.3 Driveways ...... 5 4.1.4 Pedestrian and Cycling Facilities ...... 5 4.1.5 Transit...... 5 4.1.6 Existing Area Traffic Management Measures ...... 6 4.1.7 Existing Traffic Volumes ...... 6 4.1.8 Collision Records ...... 8 4.2 Planned Conditions ...... 8 4.3 Study Area and Time Periods ...... 9 4.4 Exemptions Review ...... 9 5.0 FORECASTING ...... 10 5.1 Development-Generated Traffic ...... 10 5.1.1 Trip Generation ...... 10 5.1.2 Trip Distribution ...... 12 5.2 Background Traffic ...... 15 5.2.1 General Background Growth Rate ...... 15 5.2.2 Other Area Development ...... 15 6.0 ANALYSIS ...... 18 6.1 Development Design ...... 18 6.1.1 Design for Sustainable Modes ...... 18 6.1.2 Circulation and Access ...... 18 6.2 Parking ...... 19 6.3 Boundary Streets ...... 24 6.4 Access Intersections Design ...... 26 6.5 Transit ...... 27 6.6 Intersection Design ...... 27 6.6.1 Existing Intersection MMLOS Analysis ...... 27 6.6.2 2019 & 2024 Background Intersection Operations ...... 28 6.6.3 2019 & 2024 Total Intersection Operations ...... 29 7.0 CONCLUSIONS AND RECOMMENDATIONS ...... 30

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Figures Figure 1: View of the Subject Site ...... 1 Figure 2: Site Plan Context ...... 3 Figure 3: OC Transpo Bus Stop Locations ...... 6 Figure 4: Existing Traffic Volumes ...... 7 Figure 5: Site-Generated Primary Trip Volumes ...... 13 Figure 6: Pass-By Trip Volumes ...... 14 Figure 7: 2019 & 2024 Background Traffic ...... 16 Figure 8: 2019 & 2024 Total Traffic ...... 17 Figure 9: Right-in, Right-out Hazeldean Road & Carbrooke Street Accesses ...... 20 Figure 10: Left-in, Left-out Hazeldean Road & Carbrooke Street Accesses ...... 21 Figure 11: Service Access – MSU in ...... 22 Figure 12: Service Access – WB-15 in, HSU Reverse in ...... 23 Figure 13: Hazeldean Road ...... 24 Figure 14: Carbrooke Street ...... 24 Figure 15: Desirable Cycling Facility Pre-selection Nomograph ...... 26

Tables Table 1: TIA Exemptions ...... 9 Table 2: Person Trip Generation (using the ITE Trip Generation Manual) ...... 10 Table 3: Person Trips by Modal Share ...... 11 Table 4: Internally Captured Trips ...... 11 Table 5: Primary and Pass-by Trips ...... 12 Table 6: Parking Requirements ...... 19 Table 7: Segment MMLOS Summary ...... 25 Table 8: Access Intersection Operations ...... 27 Table 9: Intersection MMLOS Summary...... 28 Table 10: Background Intersection Operations...... 29 Table 11: Total Intersection Operations ...... 29

Appendices Appendix A: Proposed Site Plan Appendix B: TIA Screening Form Appendix C: OC Transpo System Information Appendix D: Traffic Count and Signal Timing Data Appendix E: Collision Records Appendix F: Relevant Traffic Study Excerpts Appendix G: TDM – Supportive Development Design Checklist Appendix H: Segment MMLOS Analysis Appendix I: OTM Traffic Signalization Warrants Appendix J: Synchro Analysis Reports Appendix K: Intersection MMLOS Analysis

Novatech Page ii Transportation Impact Assessment 420 Hazeldean Road

EXECUTIVE SUMMARY

This Transportation Impact Assessment (TIA) report has been prepared in support of a Site Plan Control application for 420 Hazeldean Road. The subject site is currently occupied by a one- storey shopping centre, containing approximately 5,500 m2 of gross leasable floor area, at the back of the property.

The subject site is designated as ‘Arterial Mainstreet’ on Schedule ‘B’ of the Official Plan. The subject site is currently zoned AM2[1216]H(20). It is in a Design Priority Area (DPA).

The proposed development consists of a new 360 m2 bank with drive thru, located at the front of the site, and the redesign of the current parking lot, providing 300 vehicular parking spaces. The proposed development is anticipated to be completed in one phase, with full occupancy by the year 2019. The proposed development will be served by one all-movement access along Hazeldean Road, and one all-movement access along Carbrooke Street. There is an existing all movement service access to Carbrooke Street at the back of the property, which will be converted to a one-way access.

The study area intersections include the proposed accesses and the signalized intersection at Hazeldean Road/Carbrooke Street/Irwin Gate.

The selected time periods for the analysis are the weekday PM peak hour 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 2019 build-out year and 2024 horizon year.

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

Forecasting • The development is projected to generate an additional 65 vehicle trips during the PM peak hour and 70 vehicle trips during the Saturday peak.

Development Design and Parking • On-site pedestrian facilities will be provided between the main building entrances and the parking lot, between the proposed development and the existing shopping centre, as well as to the existing pedestrian facilities along Hazeldean Road and Carbrooke Street.

• OC Transpo stops #0828, #6166, #5447, #5445, #6938, #5404, and #6298 are all located within a 300m actual walking distance to entrance to the proposed development.

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

• The proposed vehicular and bicycle parking meets the minimum requirement of the City’s Zoning By-law (ZBL) and the 1988 private parking agreement with 430 Hazeldean Road.

Novatech Page iii Transportation Impact Assessment 420 Hazeldean Road

Road as part of Phase 3 (2026-2031) of the 2031 Affordable Cycling Network. The implementation of cycle tracks along Hazeldean Road would improve the BLOS to an A, and the increased boulevard width would increase the PLOS to a B.

• Carbrooke Street meets the target PLOS and Auto LOS. To meet the target BLOS, an operating speed of 40km/h, bike lanes, or a MUP could be considered. No changes in the local cycling network are proposed as part of this redevelopment.

Access Design • The proposed development will be served by the two existing all movement accesses, one along Hazeldean Road and one along Carbrooke Street.

• The existing Hazeldean Road access makes use of break in the median along Hazeldean Road. No changes are proposed to the existing opening. No changes are proposed to the existing access along Carbrooke Street.

• Based on the Ontario Traffic Manual (OTM) traffic signalization warrants, the current access along Hazeldean Road is only 30% met.

Transit • The proposed development is anticipated to generate an additional 6 transit trips (3 in, 3 out) during the weekday PM peak hour, and 6 transit trips (3 in, 3 out) during the Saturday peak hour.

• It is anticipated that most transit trips will arrive/depart the subject site via OC Transpo route 88 or route 161. The additional transit trips generated by the proposed development are not anticipated to have a significant impact on the operations of OC Transpo routes 88 and 161.

Intersection Design • The Hazeldean Road/Carbrooke Street intersection meets the target TLOS, TkLOS, and Auto LOS, however it does not meet the target PLOS and BLOS for the Arterial Mainstreet.

• Based on the Pedestrian Exposure to Traffic (PETSI) score, the Hazeldean Road/Carbrooke Street intersection is operating with a PLOS F. Based on the Pedestrian Delay Evaluation Table, this intersection is operating with a PLOS F. A reduction in the crossing distance on all legs of the intersection would have the greatest improvement on the PETSI score and the Pedestrian Delay. No plans to reduce the number of lanes on Hazeldean Road are identified in the City’s TMP.

• The Hazeldean Road/Carbrooke Street intersection is currently operating with a BLOS F. In conjunction with the separated cycling facility along Hazeldean Road, two-stage bike boxes and cross-rides should be considered at the Hazeldean Road/Carbrooke Street intersection. These could be implemented as part of the future cycling project on Hazeldean Road.

• The City of Ottawa’s 2013 Transportation Master Plan (TMP) identifies a transit signal priority and queue jump lanes for Hazeldean Road between Stittsville Main Street and Eagleson Road. The project is identified as part of Ottawa’s Transit Priority Projects, and is included in the 2031 Rapid Transit and Transit Priority (RTTP) Affordable Network.

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• Under background traffic conditions, the study area intersections are anticipated to meet the target Auto LOS D under the Saturday peak hour. The Hazeldean Road/Carbrooke Street intersection and the Carbrooke Street access are anticipated to meet the target Auto LOS D under the PM peak hour. However, the Hazeldean Road access is anticipated to operate with an Auto LOS of E under the PM peak hour.

• Under total traffic conditions, the study area intersections are anticipated to meet the target Auto LOS D under the Saturday peak hour. The Hazeldean Road/Carbrooke Street intersection and the Carbrooke Street access are anticipated to meet the target Auto LOS D under the PM peak hour. However, the Hazeldean Road access is anticipated to operate with an Auto LOS of F under the PM peak hour, with a delay of 54 seconds and a max queue of 3 vehicles exiting the site.

• Under side street stop control, the Hazeldean Road access is anticipated to operate with a LOS F during the weekday PM peak hour by the 2024 horizon year. Since there is an alternate all movement access to the site and the OTM criteria for traffic signalization will only be 27% met at the access, side street stop control is recommended.

• The addition of site generated traffic is not anticipated to have a significant impact on the intersections within the study area.

In conclusion, no modifications to the transportation network are recommended as a result of the proposed development as none are required.

Novatech Page v Transportation Impact Assessment 420 Hazeldean Road

1.0 INTRODUCTION

The subject site is surrounded by the following:

• Hazeldean Road and residential properties to the north; • Carbrooke Street and commercial properties to the east; • Residential properties to the south; and • Commercial properties to the west

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

Figure 1: View of the Subject Site

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2.0 PROPOSED DEVELOPMENT

The subject site is designated as ‘Arterial Mainstreet’ on Schedule ‘B’ of the Official Plan. The subject site is currently zoned AM2[1216]H(20). It is in a Design Priority Area (DPA).

A copy of the proposed site plan is included in Appendix A. The site plan context is shown in Figure 2, including the pavement markings, sidewalks and accesses along the adjacent roads.

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.

The trigger results are as follows:

• Trip Generation Trigger: The bank is expected to generate over 60 person trips/peak hour more than the existing development; further assessment is required based on this trigger.

• Location Triggers – The development is located in a Design Priority Area, and is along a Spine Cycling Route; further assessment is required based on this trigger.

• Safety Triggers – The proposed driveway makes use of an existing median break. Additionally, the development proposes a drive-thru. For these reasons, further assessment is required based on this trigger.

The proposed development satisfies all three triggers for completing a TIA. A copy of the TIA screening form is included in Appendix B.

Novatech Page 2 HAZELDEAN ROAD CARBROOKE STREET

CITY OF OTTAWA 420 HAZELDEAN ROAD

Engineers, Planners & Landscape Architects Landscape & Planners Engineers, Suite 200, 240 Michael Cowpland Drive SITE PLAN CONTEXT Ottawa, Ontario, Canada K2M 1P6

Telephone (613) 254-9643 0 10 20 30 Facsimile (613) 254-5867 1 : 750 Website www.novatech-eng.com NOV 2018 118061 FIGURE 2 C:\temp\AcPublish_4080\20181130-FIG 8-9.dwg, SP, Dec 12, 2018 - 1:54pm, rhillier 12, 2018 - 1:54pm, SP, Dec 8-9.dwg, C:\temp\AcPublish_4080\20181130-FIG SHT11X17.DWG - 279mmX432mm Transportation Impact Assessment 420 Hazeldean Road

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.

Hazeldean Road is a major arterial roadway that runs on an east-west alignment between Spruce Ridge Road and Eagleson Road. West of Carbrooke Street, it has a four-lane divided urban cross section adjacent to the subject site. East of Carbrooke Street, it has a six-lane divided urban cross section. Hazeldean Road has a posted speed limit of 60 km/h in the vicinity of the subject site. Hazeldean Road 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 for Hazeldean Road between Eagleson Road and Terry Fox Drive. As the existing ROW measures approximately 20m from the centreline, a widening is not required as part of this application. Street parking is not permitted on Hazeldean Road.

Carbrooke Street runs on a north-south alignment between Hazeldean Road and Abbeyhill Drive. It is classified as a local roadway, with a posted speed limit of 40km/h. It has a two-lane undivided urban cross section. Carbrooke Street is not classified as a truck route and trucks are prohibited south of the subject site. Street parking is not permitted adjacent to the site.

Irwin Gate is a collector roadway that runs on a north-south alignment. It has a two-lane undivided urban cross section with a regulatory speed limit of 50km/h. Irwin Gate is not classified as a truck route. Street parking is permitted on both sides of the roadway.

4.1.2 Intersections

Hazeldean Rd/Carbrooke St/Irwin Gate

• Signalized intersection • Northbound/Southbound: one shared through/right turn lane and one left turn lane • Eastbound: one left turn lane, two through lanes, one channelized right turn lane • Westbound: one shared through/right turn lane, two through lanes, and one left turn lane • Standard crosswalks are provided on all legs of the intersection

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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:

Hazeldean Road, South Side: Carbrooke Street, East Side: • One driveway to a gas station at 1 • Two driveways to a gas station at 1 Carbrooke Street Carbrooke Street • One driveway to businesses at 436 • One driveway to Hazeldean Mall at 300 Hazeldean Road Eagleson Road Hazeldean Road, North Side: Carbrooke Street, West Side: • One driveway to businesses at 415 • Four driveways to residential dwellings at Hazeldean Road 28, 30, 40 & 42 Carbrooke Street

4.1.4 Pedestrian and Cycling Facilities

Concrete sidewalks are provided on both sides on Hazeldean Road. Asphalt sidewalks are provided on both sides on Irwin Gate, and along the east side of Carbrooke Street. Asphalt sidewalks are provided along the west side of Carbrooke Street north of Desmond Ave.

Hazeldean Road is identified as a spine cycling route in the City’s Ultimate Cycling Network. There are no designated cycling facilities along this road. Carbrooke Street and Irwin Gate are identified as local cycling routes with a major pathway in the City’s Ultimate Cycling Network.

4.1.5 Transit

The nearest bus stops to the subject site are stop #0828 (serving route 88; located on the north side of Hazeldean Road, west of Carbrooke St/Irwin Gate), #6166 (serving route 88; located on the south side of Hazeldean Road, west of Carbrooke St/Irwin Gate), #5447 (serving route 269; located on the west side of Carbrooke Street), #5445 (serving route 269; located on the west side of Carbrooke Street), #6938 (serving route 269; located on the east side of Carbrooke Street), #5404 (serving routes 161 and 269; located on the east side of Irwin Gate), and stop #6298 (serving routes 88 and 161; located on the south side of Hazeldean Road, east of Carbrooke St/Irwin Gate). These bus stop locations are shown in Figure 3.

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Figure 3: OC Transpo Bus Stop Locations

OC Transpo Route 88 travels from Hurdman Transit Station to Terry Fox Transit Station. It operates seven days a week, with all day service.

OC Transpo Route 269 travels from Mackenzie King to Bridlewood. It operates from Monday to Friday, during peak periods only.

OC Transpo Route 161 travels from Terry Fox to Bridlewood. It operates Monday to Friday, with all day service.

OC Transpo Route information is included in Appendix C.

4.1.6 Existing Area Traffic Management Measures

Currently, there are no existing Area Traffic Management (ATM) measures within the study area, apart from the prohibition of trucks on Carbrooke Street south of the subject site.

4.1.7 Existing Traffic Volumes

A weekday traffic count was completed by the City of Ottawa, and a Saturday traffic count was completed by Novatech at the Hazeldean Road/Carbrooke Street/Irwin Gate intersection, to determine the existing pedestrian, cyclist and vehicular traffic volumes. Weekday and Saturday traffic counts were completed by Novatech at the existing Hazeldean Road and Carbrooke Street accesses to determine traffic generated by the existing development. The traffic counts were completed on the following dates:

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• Hazeldean Road/Carbrooke Street/Irwin Gate August 6, 2015 (weekday) • Hazeldean Road/Carbrooke Street/Irwin Gate June 16, 2018 (Saturday) • Hazeldean Road & 430 Hazeldean Road Access June 13, 2018 (weekday) • Hazeldean Road & 430 Hazeldean Road Access June 23, 2018 (Saturday) • Carbrooke Street & 420 Hazeldean Road Access June 12, 2018 (weekday) • Carbrooke Street & 420 Hazeldean Road Access June 23, 2018 (Saturday)

Existing traffic volumes along the study area roadways are shown in Figure 4. Peak hour summary sheets of the above traffic counts are included in Appendix D.

Figure 4: 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 intersection. Copies of the collision summary report are included in Appendix E.

The collision data has been evaluated to determine if there are any identifiable collision patterns. The following summarizes the number of collisions at each intersection from January 1, 2012 to December 31, 2016.

A total of 28 collisions were reported at the Hazeldean Road/Carbrooke Street/Irwin Gate intersection over the last five years. Of these, thirteen were rear-end impacts, eight were turning movement impacts, four were sideswipe impacts, two were classified as “other”, and one was an angle impact.

Of the thirteen rear-end impacts, seven involved westbound vehicles. West of this intersection, Hazeldean Road westbound is reduced from three through lanes of travel to two through lanes of travel. This may be a contributing factor in the rear-end collision history at this intersection.

Of the eight turning movement impacts, three involved westbound vehicles making a left turn, three involved eastbound vehicles making a left turn, one involved a westbound vehicle making a “u” turn, and one involved an eastbound vehicle making a “u” turn.

Of the total 28 collisions, nineteen reported property damage only and nine reported non-fatal injuries. There was only one collision involving a pedestrian at this intersection, and none involving cyclists. A total of 24 of the collisions occurred in clear conditions, three in snowy conditions, and one in wet conditions.

4.2 Planned Conditions

The City of Ottawa’s 2013 Transportation Master Plan (TMP) identifies a transit signal priority and queue jump lanes for Hazeldean Road between Stittsville Main Street and Eagleson Road, in order to reduce travel time and improve reliability on OC Transpo routes 96 and 118 (now route 88), and enhance transit service between Stittsville, Kanata and Bells Corners. The project is identified as part of Ottawa’s Transit Priority Projects, and is included in the 2031 Rapid Transit and Transit Priority (RTTP) Affordable Network and Network Concept.

There are no pedestrian or road projects planned along the study area.

Other study area developments that are likely to occur within this study’s horizon year include:

• The commercial development at 449 Hazeldean Road (west of the subject site). The proposal is to add two separate commercial buildings where one is for a stand alone restaurant and the other would be made up of six commercial units.

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• The residential development at 19 and 23 Bachman Terrace (north of the subject site). The proposal is for twenty-five new townhouses.

There are no other developments under construction, approved, or in the approval process within the study area.

4.3 Study Area and Time Periods

A boundary street review will be conducted for Hazeldean Road and Carbrooke Street. The study area intersections include the proposed accesses and the signalized intersection at Hazeldean Road/Carbrooke Street/Irwin Gate.

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 1.

Table 1: TIA Exemptions Exemption Module Element Exemption Criteria Applies Design Review Component 4.1.2 Circulation and • Only required for site plans Not exempt 4.1 Access Development 4.1.3 Design New Street • Only required for plans of subdivision Exempt Networks 4.2.1 • Only required for site plans Not exempt Parking Supply 4.2 4.2.2 Parking • Only required for site plans where parking Spillover Exempt supply is 15% below unconstrained demand Parking Network Impact Component 4.5 • Not required for site plans expected to have Transportation All elements fewer than 60 employees and/or students on Exempt Demand location at any given time Management 4.6 4.6.1 • Only required when the development relies on Neighbourhood Adjacent local or collector streets for access and total Exempt Traffic Neighbourhoods volumes exceed ATM capacity thresholds Management • Only required when proposed development 4.8 generates more than 200 person-trips during Network All elements Exempt the peak hour in excess of the equivalent Concept volume permitted by the established zoning

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The proposed bank is not anticipated to have more than 60 employees on-site at any time. As such, the Transportation Demand Management module is exempt from the required analysis.

The traffic count at the Hazeldean Road/Carbrooke Street/Irwin Gate intersection suggests a two- way total of approximately 570 vehicles use Carbrooke Street during the weekday PM peak hour, and approximately 460 vehicles during the Saturday peak hour. The weekday PM peak directional traffic volume along Carbrooke Street is approximately 290 vehicles (southbound), and the Saturday peak directional traffic volume along Carbrooke street is approximately 240 vehicles (northbound). The lane capacity along Carbrooke Street is estimated at 400 vehicles per hour per lane based on the City’s TRANS Long Range Transportation Model. Thus, the peak directional traffic along Carbrooke Street is operating with a volume to capacity ratio of 0.73 during the weekday peak hour, and 0.6 during the Saturday peak hour.

The majority of the traffic generated by the proposed development onto Carbrooke Street is expected to use this existing access to arrive/depart from the north (using Hazeldean Road). Based on the foregoing, the added traffic generated by the proposed development is not anticipated to have a significant impact on the existing vehicular operations along Carbrooke Street, south of the existing access to 420 Hazeldean Road, and the Neighbourhood Traffic Management is proposed to be exempt from the required analysis in the TIA.

5.0 FORECASTING

5.1 Development-Generated Traffic

5.1.1 Trip Generation

Currently, the subject site is occupied by a one-storey shopping centre, containing approximately 5,500 m2 of gross leasable floor area, at the back of the property. Traffic counts were conducted at the site accesses to determine the traffic generated by the existing site.

The proposed development, consisting of a bank with drive thru, will provide 3,904 square feet of gross floor area. Trips generated by the proposed development were calculated using land use code 912 for a Drive-in Bank in the ITE Trip Generation Manual, 9th 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 development are summarized in Table 2.

Table 2: Person Trip Generation (using the ITE Trip Generation Manual) ITE Units/ PM Peak (PPH) Sat (PPH) Land Use Code GFA IN OUT TOT IN OUT TOT Proposed Development Drive-in Bank 912 3,904 ft2 59 60 119 66 63 129

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 Kanata/Stittsville region. The modal share values applied to the trips generated by the proposed development are based on all observed trips within the Kanata/Stittsville district during the peak hours. A full breakdown of the projected person trips by modal share are shown in Table 3.

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Table 3: Person Trips by Modal Share Modal PM Peak Saturday Peak Travel Mode Share IN OUT TOT IN OUT TOT Proposed Development Drive-in Bank Person Trips 59 60 119 66 63 129 Auto Driver 55% 32 33 65 36 34 70 Auto Passenger 20% 12 12 24 13 13 26 Transit 5% 3 3 6 4 3 7 Non-Auto 20% 12 12 24 13 13 26

From the previous table, the development is projected to generate an additional 65 vehicle trips during the PM peak hour and 70 vehicle trips during the Saturday peak.

As the subject site contains multiple land uses, it is anticipated that some trips may be internally captured (i.e. people from the bank going to the existing shopping center). Internal capture trips have been estimated based on an internal capture rate of 20% for the weekday PM peak, and 30% for the Saturday peak. The ITE Trip Generation Handbook identifies these percentages as average rates for retail-to-retail trip origins and destinations within a multi-use development. The internally captured trips are summarized in Table 4.

Table 4: Internally Captured Trips PM Peak Saturday Travel Mode IN OUT TOT IN OUT TOT Drive-in Bank Trips Vehicle Trips 32 33 65 36 34 70 Internal Trips 6 7 13 11 9 20 External Trips 26 26 52 25 25 50

The drive-in bank 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 47%. The ITE Trip Generation Handbook identifies this percentage as an average rate for the Drive-in Bank (land use 912) during the PM peak hour. The primary and pass-by trip generation for the commercial land use is summarized in Table 5.

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Table 5: Primary and Pass-by Trips PM Peak Saturday Travel Mode IN OUT TOT IN OUT TOT Drive-in Bank Trips External Trips 26 26 52 25 25 50 External Pass-By Trips 12 12 24 12 12 24 External Primary Trips 14 14 28 13 13 26

5.1.2 Trip Distribution The assumed distribution of trips generated by the proposed development has been derived from existing traffic patterns on the roadways within the study area. Trips generated by the proposed development will predominantly originate within the district. As such, the distribution of trips generated by the site have been derived from traffic patterns during the weekday off-peak and Saturday peak hours. The distribution for the proposed development can be described as follows:

• 40% to/from the west via Hazeldean Road • 40% to/from the east via Hazeldean Road • 10% to/from the north via Irwin Gate • 10% to/from the south via Carbrooke Street

Trips have been assigned to the site accesses based on existing patterns, as observed from the traffic counts, and on roadway characteristics. It is to note that the proposed bank is situated approximately midway between the two accesses. It is also important to note that the Hazeldean Road access makes use of a break in the median, and that it appears that some drivers may not be comfortable exiting left onto Hazeldean Road during peak periods, and instead are choosing to depart via the Carbrooke Street access to use the existing traffic signal at Hazeldean Road/Carbrooke Street.

All trips entering the site from the west have been assigned to the Hazeldean Road Access. Of the 40% of traffic exiting the site to the west via Hazeldean Road, 15% have been assigned to the Hazeldean Road access, with the remaining 25% using Carbrooke Street and turning left at the signalized intersection of Hazeldean Road/Carbrooke Street/Irwin Gate.

Of the 40% of traffic entering the site from the east via Hazeldean Road, 10% have been assigned to the Hazeldean Road access, with the remaining 30% making the left onto Carbrooke Street to access the site. Based on the existing patterns, of the traffic exiting towards the east, 15% are making the right turn at the Hazeldean Road access, and 25% are exiting to the north via the Carbrooke Street access, and making a right turn onto Hazeldean Road.

The traffic to/from the north and south has been assigned to the Carbrooke Street access.

Pass-by trips generated by the proposed development have been distributed to the site accesses based on existing traffic patterns on the adjacent roadways.

Primary trips generated by the proposed development are shown in Figure 5. Pass-by trips are shown in Figure 6.

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Figure 5: Site-Generated Primary Trip Volumes

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Figure 6: Pass-By Trip Volumes

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5.2 Background Traffic

5.2.1 General Background Growth Rate

A review of the City’s Long-Range Transportation Model, and other developments in the vicinity of the subject site, was conducted to determine an appropriate background growth rate for the study area roadways.

A report written by the BA Group in 2016 for a new development at 449 Hazeldean Road suggests a background growth rate of 1.5% per year along Hazeldean Road, in the vicinity of the subject area.

The Long-Range Transportation Model suggests traffic along Hazeldean Road will decrease by approximately 1.0% per year. Captures of the Long-Range Model in the vicinity of the subject site are included in Appendix D.

For the purposes of this analysis, no background growth rates have been applied to Carbrooke Street, or to Hazeldean Road.

5.2.2 Other Area Development

Other study area developments that are likely to occur within this study’s horizon year include:

• The commercial development at 449 Hazeldean Road

• The residential development at 19 and 23 Bachman Terrace

A TIS was prepared by BA Group in May 2016 in support of the proposed expansion at 449 Hazeldean Road. The new expansion includes a stand-alone restaurant with a drive-thru lane, and a stand-alone retail building. The TIS identified the development would be constructed in a single phase, with full occupancy by 2020. Traffic generated by the 449 Hazeldean Road development has been added to the background traffic for the 2019 build-out and 2024 horizon year. The site generated traffic figures for the 449 Hazeldean Road development are included in Appendix F.

The residential development at 19 and 23 Bachman Terrace includes the construction of 25 new townhouses. There was no traffic study done, therefore traffic generated by this development is expected to have a negligible impact on the adjacent roadways.

Background volumes for the 2019 build-out year and 2024 horizon year are shown in Figure 7. Total traffic volumes for 2019 and 2024 are shown in Figure 8.

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Figure 7: 2019 & 2024 Background Traffic

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Figure 8: 2019 & 2024 Total Traffic

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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 main building entrance and the parking lot. A new pedestrian walkway will be provided between the existing commercial building to the new proposed bank. An existing sidewalk will provide pedestrian connectivity between the proposed bank, the existing commercial buildings and the existing pedestrian facilities along Hazeldean Road. An existing sidewalk providing additional connectivity to Hazeldean Road, and one at the corner of Hazeldean Road/Carbrooke Street, will remain.

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 bank exterior access door to the nearest bus stops was measured, with the assumption that pedestrians would use the legal crosswalk at Hazeldean Road/Carbrooke Street/Irwin Gate. Stop #6166 is a 45m walk, stop #0828 is a 185m walk, stop #5447 is a 140m walk, stop #5404 is a 175m walk, stop #5445 is a 240m walk, stop #6938 is a 300m walk, and stop #6298 is a 200m walk. Based on the foregoing, several transit stops are 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. Bicycle parking for the existing shopping center is located at the north entrance of the existing commercial plaza (8 spaces), and along the west face of the existing commercial plaza (12 spaces). Bicycle parking for the proposed development will be located along the east face of the new bank (2 spaces). Bicycle parking is shown in the site plan in Appendix A.

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 G. All required TDM-supportive design and infrastructure measures in the TDM checklist are met.

6.1.2 Circulation and Access

No changes are proposed to the existing site accesses.

As per the City’s ZBL for a bank with drive-thru ATM, a minimum of three queuing spaces are required before/at each machine and one after each machine. These are provided as shown in the site plan in Appendix A.

As per the City of Ottawa’s ZBL, two loading spaces are required for the existing shopping center, and none are required for the proposed bank. Three loading spaces are currently provided south of the existing building. The existing all movement service access is proposed to be converted into a one-way access to the west of the first loading space.

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The loading space to the east can be accessed by a smaller truck entering off Carbrooke and reversing into the east loading dock. All other heavy vehicles will enter the site via the Carbrooke Street service access and depart via the Hazeldean Road access.

The turning movements for a Heavy Single Unit (HSU) Truck entering and exiting the Carbrooke Street access, and for a larger WB-15 Truck entering and exiting the Hazeldean Road access are shown in Figures 9 and 10. The turning movements for a Medium Single Unit (MSU) Truck entering the service access from the south are shown in Figure 11. The turning movements for a HSU Truck reversing into the east loading dock and a WB-15 Truck entering the service access from the north are shown in Figure 12.

The existing access widths and curb radii are required to accommodate the design vehicle movements.

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

Table 6: Parking Requirements Land Use Rate GFA Requirement Vehicle Parking Existing Plaza Shopping Center 3.6 per 100m2 of GFA 5,512m2 198 Proposed Development Bank1 3.4 per 100m2 of GFA 362.69m2 11 Vehicle Parking Total 209 Bicycle Parking Existing Plaza Shopping Center 1 per 500m2 of GFA 5,512m2 11 Proposed Development Bank 1 per 250m2 of GFA 354.97m2 1 Bicycle Parking Total 21 1 – For a Drive Through facility, minimum parking rates may be reduced by 10%, as per the ZBL

Based on the foregoing, the 22 proposed bicycle parking spaces (20 for the existing plaza and 2 at the proposed bank) and the 300 proposed vehicular parking spaces meet the minimum requirement of the ZBL.

It is noted that the vehicular parking provided exceeds the requirements of the ZBL. However, because this is a shared parking lot with the commercial building at 430 Hazeldean Road, there was a parking agreement between the owners in 1988 stating that the 420 Hazeldean Road property must provide 299 parking spaces.

Minimum barrier-free parking was reviewed for the subject site. A total of seven accessible spaces are required for the site, three type A spaces and four type B spaces. Twelve barrier-free spaces are provided (three type A and nine type B), as shown on the site plan.

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6.3 Boundary Streets

This section provides a review of the boundary streets 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 boundary roadways for each mode of transportation. Schedule ‘B’ of the City of Ottawa’s Official Plan indicates Hazeldean Road is an ‘Arterial Mainstreet’, while Carbrooke Street is in the ‘General Urban Area’. Photos of the boundary streets (provided by Google Streetview) are provided in Figures 13 and 14.

Figure 13: Hazeldean Road

Figure 14: Carbrooke Street

Target PLOS, BLOS, TLOS, TkLOS and Auto LOS for the study area roadways are based on the targets for Arterial Mainstreet (Hazeldean Road) and General Urban Area (Carbrooke Street), as identified in Exhibit 22 of the MMLOS guidelines. The following table summarizes the findings of the MMLOS segment analysis. Detailed segment MMLOS calculations are included in Appendix H.

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Transportation Impact Assessment 420 Hazeldean Road

Table 7: Segment MMLOS Summary Segment PLOS BLOS TLOS TkLOS Auto LOS

Hazeldean Road F F D A A

Target C C D D D

Carbrooke Street C D E B C

Target C B - - D

Hazeldean Road Hazeldean Road meets the target TLOS, TkLOS and Auto LOS, however it does not meet the target PLOS or BLOS.

The City of Ottawa’s Ottawa Cycling Plan identifies a segregated bike facility along Hazeldean Road, between Terry Fox Drive and Eagleson Road as part of Phase 3 (2026-2031) of the 2031 Affordable Cycling Network. This implementation would improve the BLOS, and the increased boulevard width would increase the PLOS to a B.

Carbrooke Street Carbrooke Street meets the target PLOS and Auto LOS, however it does not meet the target BLOW.

A speed survey was conducted in May 2018 by the City of Ottawa along Carbrooke Street (between Coburn Avenue and Abbeyhill Drive). It was determined that the 85th percentile motor vehicle operating speed is between 49 and 53km/h. Based on the MMLOS guidelines, for mixed traffic with an operating speed of 50km/h, the BLOS is D. A reduction in the operating speed to 40km/h would improve the BLOS to the target of B.

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 85th percentile motor vehicle operating speed along Carbrooke Street, the results suggest that a designated cycling space could be considered by the City. The Desirable Cycling Facility Pre-selection Nomograph tool can be found in Figure 15.

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Figure 15: Desirable Cycling Facility Pre-selection Nomograph

1.5m bike lanes along Carbrooke Street would earn a BLOS of B, but a road widening would be needed to accommodate two travel lanes in addition to the bike lanes. Carbrooke Street currently has a width of 8.5m and serves transit.

Alternatively widening the 1.5m asphalt sidewalk on the east side of Carbrooke Street to a 3m wide Multi-Use Pathway would also achieve the target BLOS B.

These options are identified for the City’s considerations as the size of the proposed redevelopment does not justify changes to the local cycling network.

6.4 Access Intersections Design

The proposed development will be served by the two existing all movement accesses, one along Hazeldean Road and one along Carbrooke Street.

The existing Hazeldean Road access makes use of break in the median along Hazeldean Road. No changes are proposed to the existing opening. No changes are proposed to the existing access along Carbrooke Street.

A review of Ontario Traffic Manual (OTM) criteria for traffic signalization warrants was conducted for the access on Hazeldean Road. The signalization warrants were checked for current traffic volumes identified above. Based on the OTM traffic signalization warrants, the current access along Hazeldean Road is only 30% met. OTM traffic signalization warrants are included in Appendix I.

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A review of the intersection operations at the proposed accesses was conducted for the 2019 and 2024 total traffic conditions, and are summarized in the following table. Detailed summary sheets are provided in Appendix J.

Table 8: Access Intersection Operations PM Peak SAT Peak Intersection Delay LOS Mvmt Delay LOS Mvmt 2019 & 2024 Total Hazeldean Road Access 54 sec F NB 26 sec D NB

Carbrooke Street Access 13 sec B EB 12 sec B EB

Based on the foregoing, the Carbrooke Street access is anticipated to meet the target Auto LOS D during the weekday PM peak hour and Saturday peak hour. The Hazeldean Road access is expected to meet the target Auto LOS D during the Saturday peak hour. However, the Hazeldean Road access is anticipated to operate with a LOS F during the weekday PM peak hour under side street stop control. Since there is an alternate all movement access to the site, there is no significant collision history at this location, and the OTM criteria for traffic signalization are only 30% met at the access, side street stop control is recommended.

6.5 Transit

Based on the trip generation presented in Section 5.1, the proposed development is anticipated to generate an additional 6 transit trips (3 in, 3 out) during the weekday PM peak hour, and 6 transit trips (3 in, 3 out) during the Saturday peak hour.

It is anticipated that most transit trips will arrive/depart the subject site via OC Transpo route 88 or 161.

OC Transpo Route 88 travels from Hurdman Transit Station to Terry Fox Transit Station. The route operates every 20 minutes on weekdays between 4:30am and 11:00pm, and every 30 minutes on weekends between 6:00am and 11:00pm.

OC Transpo Route 161 travels from Terry Fox to Bridlewood. It operates Monday to Friday, every 30 minutes from 6:00am to 9:00am and from 3:30pm to 8:00pm, and every hour from 9:00am to 3:30pm and from 8:00pm to 11:00pm.

The additional transit trips generated by the proposed redevelopment are not anticipated to have a significant impact on the operations of OC Transpo route 88 or route 161.

6.6 Intersection Design

6.6.1 Existing Intersection MMLOS Analysis

This section provides a review of the study area intersections using the complete streets principles. The MMLOS guidelines produced by IBI Group in October 2015 were used to evaluate the LOS of all study area intersections for each mode of transportation. Schedule ‘B’ of the City

Novatech Page 27 Transportation Impact Assessment 420 Hazeldean Road

of Ottawa’s Official Plan indicates the Hazeldean Road/Carbrooke Street intersection is along an Arterial Mainstreet.

Aerial photos of the study area intersections are provided in Section 4.1.2. Target PLOS, BLOS, TLOS, TkLOS, and Auto LOS for the study area intersection are based on the Arterial Mainstreet designation, as identified in Exhibit 22 of the MMLOS guidelines. The following table summarizes the finding of the MMLOS intersection analysis. Detailed intersection MMLOS calculations are included in Appendix K.

Table 9: Intersection MMLOS Summary Intersection PLOS BLOS TLOS TkLOS Auto LOS Hazeldean Road/Carbrooke F F C C C Street Target C C D D D

The Hazeldean Road/Carbrooke Street intersection meets the target TLOS, TkLOS, and Auto LOS, however it does not meet the target PLOS and BLOS for the Arterial Mainstreet.

Based on the both the Pedestrian Exposure to Traffic (PETSI) score and the Pedestrian Delay Evaluation Table, the Hazeldean Road/Carbrooke Street intersection is operating with a PLOS F. A reduction in the crossing distance on all legs of the intersection would have the greatest improvement on the PETSI score and the Pedestrian Delay. No plans to reduce the number of lanes on Hazeldean Road are identified in the City’s TMP.

This intersection is currently operating with a BLOS F. In conjunction with the separated cycling facility along Hazeldean Road, as identified above, two-stage bike boxes and cross-rides should be considered at the Hazeldean Road/Carbrooke Street intersection. These could be implemented as part of the future cycling project on Hazeldean Road.

6.6.2 2019 & 2024 Background Intersection Operations

Intersection capacity analysis has been completed for the 2019 & 2024 background traffic conditions. The intersection parameters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0). The results of the synchro analysis are summarized in the following table for the weekday PM and Saturday peak hours. Detailed reports are included in Appendix J.

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Table 10: Background Intersection Operations PM Peak SAT Peak Intersection Max V/C Max V/C LOS Mvmt LOS Mvmt or Delay or Delay 2019 & 2024 Background Hazeldean 0.68 B NBL 0.54 A NBL Road/Carbrooke Street Hazeldean Road Access 46 sec E NB 24 sec C NB

Carbrooke Street Access 12 sec B EB 12 sec B EB

Based on the foregoing, all intersections are anticipated to meet the target Auto LOS D under the Saturday peak hour. The Hazeldean Road/Carbrooke Street intersection and the Carbrooke Street access are anticipated to meet the target Auto LOS D under the PM peak hour. However, the Hazeldean Road access is anticipated to operate with an Auto LOS of E under the PM peak hour. The 95th percentile queue exiting the Hazeldean access is 13m, or approximately 2 vehicles in the PM peak hour.

6.6.3 2019 & 2024 Total Intersection Operations

Intersection capacity analysis has been completed for the 2019 & 2024 total traffic conditions. The intersection parameters used in the analysis are consistent with the TIA guidelines (saturation flow rate: 1800 vphpl, PHF: 1.0). The results of the synchro analysis are summarized in the following table for the weekday PM and Saturday peak hours. Detailed reports are included in Appendix J.

Table 11: Total Intersection Operations PM Peak SAT Peak Intersection Max V/C Max V/C LOS Mvmt LOS Mvmt or Delay or Delay 2019 & 2024 Total Hazeldean 0.68 B NBL 0.55 A NBL Road/Carbrooke Street Hazeldean Road Access 54 sec F NB 25 sec D NB

Carbrooke Street Access 13 sec B EB 12 sec B EB

Under total traffic conditions, the study area intersections are anticipated to meet the target Auto LOS D under the Saturday peak hour. The Hazeldean Road/Carbrooke Street intersection and the Carbrooke Street access are anticipated to meet the target Auto LOS D under the PM peak hour. However, the Hazeldean Road access is anticipated to operate with an Auto LOS of F under the PM peak hour. The 95th percentile queue exiting the Hazeldean access is 18m, or approximately 3 vehicles in the PM peak hour.

Under background traffic conditions, the Hazeldean Road access is expected to operate at an Auto LOS E for PM peak hour and an Auto LOS C for Saturday peak hour. Under total traffic conditions, the Hazeldean Road access is expected to operate at an Auto LOS F for PM peak

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hour and an Auto LOS D for Saturday peak hour. Given that the delay only increases by 8 seconds in the PM peak and by 1 second in the Saturday peak, the addition of site generated traffic is not anticipated to have a significant impact on the intersection.

A review of Ontario Traffic Manual (OTM) criteria for traffic signalization warrants was conducted for the access on Hazeldean Road. The signalization warrants were checked for the total traffic volumes identified above. Based on the OTM traffic signalization warrants, the access along Hazeldean Road will only 27% met under the 2019 & 2024 total traffic scenario. OTM traffic signalization warrants are included in Appendix I.

Based on the foregoing, no modifications are recommended as none are required.

7.0 CONCLUSIONS AND RECOMMENDATIONS

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

• OC Transpo stops #0828, #6166, #5447, #5445, #6938, #5404, and #6298 are all located within a 300m actual walking distance to entrance to the proposed development.

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

• The proposed vehicular and bicycle parking meets the minimum requirement of the City’s Zoning By-law (ZBL).

Boundary Streets • Hazeldean Road currently meets the target TLOS, TkLOS, and Auto LOS, however it does not meet the target PLOS or BLOS. The City of Ottawa’s Ottawa Cycling Plan identifies a segregated bike facility along Hazeldean Road, between Terry Fox Drive and Eagleson Road as part of Phase 3 (2026-2031) of the 2031 Affordable Cycling Network. The implementation of cycle tracks along Hazeldean Road would improve the BLOS to an A, and the increased boulevard width would increase the PLOS to a B.

Access Design • Based on the Ontario Traffic Manual (OTM) traffic signalization warrants, the current access along Hazeldean Road is only 30% met.

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Intersection Design • The Hazeldean Road/Carbrooke Street intersection meets the target TLOS, TkLOS, and Auto LOS, however it does not meet the target PLOS and BLOS for the Arterial Mainstreet.

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APPENDIX A

Proposed Site Plan

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 420 Hazeldean Road Description of Location Southwest corner of the Hazeldean Road/Carbrooke Street intersection Land Use Classification Bank with drive-thru Development Size (units) Development Size (m2) 355 m2 Number of Accesses and Two accesses; one on Hazeldean Road, and one on Locations Carbrooke Street Phase of Development One Buildout Year 2019 If available, please attach a 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 Bicycle Networks? Is the development in a Design Priority Area (DPA) or Transit-oriented

Development (TOD) zone?* *DPA and TOD are identified inthe City of Ottawa Official Plan (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 are 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 serves an existing site?

Is there is a documented history of traffic operations or safety concerns on the boundary streets within 500 m of the development?

Does the development include a drive-thru facility?

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? Does the development satisfy the Location Trigger? Does the development satisfy the Safety Trigger? 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

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APPENDIX D

Traffic Count and Signal Timing Data

Transportation Services - Traffic Services Turning Movement Count - Full Study Peak Hour Diagram HAZELDEAN RD @ CARBROOKE ST/IRWIN GATE

Survey Date: Thursday, August 06, 2015 WO No: 35102 Start Time: 07:00 Device: Jamar Technologies, Inc

CARBROOKE ST/IRWIN GATE N

W E

331 1 S 139 192 Total 50 34 55 0 Heavy Vehicles 0 6 4 0 4 3 3 12 Cars 50 28 51 0 188

HAZELDEAN RD 68 2 70

16 1068 1084 874 12 886 1096 0 0 0 PM Period 136 0 136 Peak Hour: 81 2 79 1890 1929 16:30 17:30 4 0 4 645 11 634 778 16 794 845 119 0 119

283 0 144 41 89 Cars 6 0 4 0 1 Heavy 13 1 8 Vehicles 0 148 41 90 Total 289 279

568

Comments

2018-Jun-05 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 Carbrooke Street & 420 Hazeldean Access (Shoppers Drug Mart) Kanata, ON

All Vehicles Saturday, 23 June 2018 (Except Bicycles & Electric Scooters) 2632 1100-1600 (A) 1305 1327 5 Hours 1305 City of Ottawa Ward ► 23 CarbrookeSt. 494 778 31 2 Shoppers Drug Mart PetroCanada (N)

739 (D) 48 33 Total Volume 3 12 48 1738 3228 0 86 0 Approaching Intersection 999 663 2 (A+B+C+D) 334 999 (B) 38

All Pedestrian Crossings 0 242 629 5 5 876

1124 876 (C)

10 55

CarbrookeSt. 2000 Total All Crossings 79 9 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

0 468

(A) St.

St. (A) 0 0 228 240 Carbrooke Carbrooke 0 228 Shoppers Drug Mart 0 0 0 0 Shoppers Drug Mart 66 154 7 1 0 (D) 0 94 (D) 11 0 0 0 0 109 9 0 0 0 0 0 0 0 254 160 1 548 0 11 19 0 (A+B+C+D) 0 50 (A+B+C+D) 2 0 0 0 (B) 0 160 (B) 8 0 0 0 0 PetroCanada (N) 0 28 121 0 PetroCanada (N) 0 149

0 (C) 0 Summary - AM Peak Hr. 206 (C) 149 Summary - PM Peak Hr. Peak Hr. N/A Peak Hr. 1500-1600 0 St. Volume N/A 355 Volume 548

N/A CarbrookeSt. 0.94 Carbrooke Carbrooke PHF PHF

Printed on: 6/25/2018 Prepared by: [email protected] Summary: All Vehicles 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 Hazeldean Road & 430 Hazeldean - Club Square Plaza Kanata, ON

All Vehicles Saturday, 23 June 2018 (Except Bicycles & Electric Scooters) 0 1100-1600 (A) 5 Hours

N/A 0 0 0 City of Ottawa Ward ► 23 0 0 0 0 Hazeldean Rd. Hazeldean Rd.

4939 (D) 4830 0 Total Volume 4764 65 4830 9747 9975 1 9313 7 Approaching Intersection 4808 0 4313 (A+B+C+D) 488 4808 (B) 4483

All Pedestrian Crossings 0 168 0 169 N/A 337 (C)

553 337 6 15

890 Total All

Club Square Club Plaza Crossings 81 60 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

0 0

(A) (A) 0 0 N/A 0 0 N/A 0 0 Hazeldean Rd. 0 0 0 0 Hazeldean Rd. 0 0 0 0 0 (D) 0 891 (D) 877 0 0 0 0 0 0 0 0 0 0 0 0 0 1810 919 840 1846 867 877 1743 0 (A+B+C+D) 0 79 (A+B+C+D) 10 0 0 0 (B) 0 919 (B) 866 0 0 0 0 Hazeldean Rd. 0 24 0 26 Hazeldean Rd. 0 50

0 (C) 0 Summary - AM Peak Hr. 89 (C) 50 Summary - PM Peak Hr.

Peak Hr. N/A Peak Hr. 1500-1600 Plaza

0 Plaza Volume N/A 139 Volume 1846

PHF N/A ClubSquare PHF 0.95 Club Square Square Club

Printed on: 6/25/2018 Prepared by: [email protected] Summary: All Vehicles 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 Carbrooke Street/Irwin Gate & Hazeldean Road Kanata, ON

All Vehicles Saturday, 16 June 2018 (Except Bicycles & Electric Scooters) 1659 1100-1600 (A) 795 864 5 Hours City of Ottawa Ward ► 23

IrwinGate 795 345 199 251 0 Hazeldean Rd. Hazeldean Rd.

4753 (D) 4499 242 Total Volume 3713 528 4499 9239 11089 16 8600 10 Approaching Intersection 4486 400 3432 (A+B+C+D) 644 4486 (B) 4101

All Pedestrian Crossings 0 685 222 402 23 1309

1371 1309 (C)

92 44

2680 Total All Carbrooke St. Carbrooke Crossings 180 21 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

0 345

(A) 0 0 (A) 164 181 Irwin Gate Irwin Irwin Gate Irwin 0 164 Hazeldean Rd. 0 0 0 0 Hazeldean Rd. 68 37 59 0 0 (D) 0 882 (D) 826 0 1 0 0 92 39 0 0 0 0 0 0 0 1764 882 691 2110 700 826 1656 0 (A+B+C+D) 0 98 (A+B+C+D) 82 0 5 0 (B) 0 882 (B) 830 0 0 0 0 Hazeldean Rd. 0 113 50 75 Hazeldean Rd. 0 238

0 (C) 0 Summary - AM Peak Hr. 217 (C) 238 Summary - PM Peak Hr. Peak Hr. N/A Peak Hr. 1500-1600 0 St. Volume N/A 455 Volume 2110

N/A CarbrookeSt. 0.89 Carbrooke Carbrooke PHF PHF

Printed on: 6/26/2018 Prepared by: [email protected] Summary: All Vehicles 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 Carbrooke Street & 420 Hazeldean Access (Shoppers Drug Mart) Kanata, ON

All Vehicles Tuesday, 12 June 2018 (Except Bicycles & Electric Scooters) 3406 0700-1000, 1130-1330 & 1500-1800 (A) 1743 1663 8 Hour Survey 1743 City of Ottawa Ward ► 23 449 1226 66 2 Shoppers Drug Mart St. Carbrooke PetroCanada (N)

647 (D) 106 78 4 Total Volume 24 106 1440 3914 0 196 0 Approaching Intersection 793 523 6 (A+B+C+D) 264 793 (B) 90

All Pedestrian Crossings

0 194 1060 18 6 1272

2786 Total All Carbrooke St. Carbrooke Crossings 108 16 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram

363 561 St.

St. (A) 165 198 (A) 304 257 Carbrooke Carbrooke 165 304 Shoppers Drug Mart 61 98 6 0 Shoppers Drug Mart 84 207 13 0 87 (D) 11 115 (D) 17 0 0 64 10 77 12 173 86 0 415 0 11 20 249 134 3 655 0 17 34 22 (A+B+C+D) 1 54 (A+B+C+D) 5 0 0 86 (B) 9 134 (B) 17 0 26 124 3 PetroCanada (N) 0 31 168 1 PetroCanada (N) 153 200

121 (C) 153 Summary - AM Peak Hr. 266 (C) 200 Summary - PM Peak Hr. St. St. Peak Hr. 0900-1000 Peak Hr. 1515-1615

274 Volume 415 466 Volume 655 Carbrooke Carbrooke PHF 0.89 PHF 0.90

Printed on: 6/24/2018 Prepared by: [email protected] Summary: All Vehicles 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 Hazeldean Road & 430 Hazeldean - Club Square Plaza Kanata, ON

All Vehicles Wednesday, 13 June 2018 (Except Bicycles & Electric Scooters) 0 0700-1000, 1130-1330 & 1500-1800

(A) 0 0 8 Hour Survey N/A 0 City of Ottawa Ward ► 23 0 0 0 0 Hazeldean Rd. Hazeldean Rd.

7409 (D) 7323 0 7227 Total Volume 94 7323 14633 14863 2 14252 11 Approaching Intersection 7224 0 6782 (A+B+C+D) 431 7224 (B) 6929

All Pedestrian Crossings

0 171 0 145 N/A

316 5 525 316 (C) 1

841 Total All Crossings ClubPlaza Square 30 24 AM Peak Hour Flow Diagram PM Peak Hour Flow Diagram 0 0

(A) (A) N/A N/A 0 0 0 0 0 0 Hazeldean Rd. 0 0 0 0 Hazeldean Rd. 0 0 0 0 520 (D) 523 1431 (D) 1422 0 3 0 0 0 0 1512 992 969 1521 516 523 1494 2400 969 899 2449 1397 1422 2348 23 (A+B+C+D) 7 67 (A+B+C+D) 25 0 0 992 (B) 971 969 (B) 926 0 4 0 2 Hazeldean Rd. 0 31 0 27 Hazeldean Rd. 6 58

30 (C) 6 Summary - AM Peak Hr. 92 (C) 58 Summary - PM Peak Hr.

Peak Hr. 0730-0830 Peak Hr. 1630-1730 Plaza

36 Plaza Volume 1521 150 Volume 2449 Club Square Club Square PHF 0.95 PHF 0.95

Printed on: 6/25/2018 Prepared by: [email protected] Summary: All Vehicles Automobiles, Taxis, Turning Movement Count Light Trucks, Vans, Summary Report Including AM/PM Peak Hours, SUV's, Motorcycles, Heavy Trucks, Buses, PHF, AADT and Expansion Factors and School Buses Carbrooke Street & 420 Hazeldean Access (Shoppers Drug Mart) Kanata, ON Survey Date: Tuesday, 12 June 2018 Start Time: 0700 AADT Factor: 0.9 Weather-AM/PM P. Cloudy 10C/P. Cloudy 27C Survey Duration: 8 Hrs. Survey Hours: 0700-1000, 1130-1330 & 1500-1800 Shoppers Drug Mart PetroCanada (N) Carbrooke St. Carbrooke St. Eastbound Westbound Northbound Southbound Time E/B W/B Street N/B S/B Street Grand LT ST RT UT LT ST RT UT LT ST RT UT LT ST RT UT Period Tot Tot Total Tot Tot Total Total 0700-0800 20 0 10 0 30 2 0 4 0 6 36 14 117 1 0 132 8 88 14 0 110 242 278 0800-0900 45 0 9 0 54 3 0 8 0 11 65 21 142 3 0 166 5 97 40 0 142 308 373 0900-1000 64 0 22 0 86 1 0 10 0 11 97 26 124 3 0 153 6 98 61 0 165 318 415 1130-1230 69 1 44 0 114 5 2 13 0 20 134 25 132 1 0 158 10 133 55 0 198 356 490 1230-1330 74 1 32 0 107 0 1 13 0 14 121 23 120 3 0 146 7 149 54 1 211 357 478 1500-1600 72 3 51 0 126 4 0 14 0 18 144 28 165 1 0 194 14 219 78 0 311 505 649 1600-1700 85 1 52 0 138 3 1 4 0 8 146 28 125 1 0 154 8 206 68 0 282 436 582 1700-1800 94 0 44 0 138 6 0 12 0 18 156 29 135 5 0 169 8 236 79 1 324 493 649 Totals 523 6 264 0 793 24 4 78 0 106 899 194 1060 18 0 1272 66 1226 449 2 1743 3015 3914 Equivalent 12 & 24-hour Vehicle Volumes Including the Annual Average Daily Traffic (AADT) Factor Applicable to the Day and Month of the Turning Movement Count Expansion factors are applied exclusively to standard weekday 8-hour turning movement counts  Equivalent 12-hour vehicle volumes. These volumes are calculated by multiplying the 8-hour totals by the 8 12 expansion factor of 1.39 Equ. 12 Hr 727 8 367 0 1102 33 6 108 0 147 1250 270 1473 25 0 1768 92 1704 624 3 2423 4191 5440

Average daily 12-hour vehicle volumes. These volumes are calculated by multiplying the equivalent 12-hour totals by the AADT factor of: 0.9 AADT 12-hr 654 8 330 0 992 30 5 98 0 133 1125 243 1326 23 0 1591 83 1534 562 3 2180 3772 4896 24-Hour AADT. These volumes are calculated by multiplying the average daily 12-hour vehicle volumes by the 12 24 expansion factor of 1.31 AADT 24 Hr 857 10 433 0 1300 39 7 128 0 174 1473 318 1737 29 0 2085 108 2009 736 3 2856 4941 6414 AM Peak Hour Factor  0.89 Highest Hourly Vehicle Volume between 0700h & 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 0900-1000 64 0 22 0 86 1 0 10 0 11 97 26 124 3 0 153 6 98 61 0 165 318 415 OFF Peak Hour Factor  0.94 Highest Hourly Vehicle Volume between 1130h & 1330h 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 1200-1300 72 2 37 0 111 3 1 14 0 18 129 29 134 1 0 164 11 153 64 1 229 393 522 PM Peak Hour Factor  0.90 Highest Hourly Vehicle Volume between 1500h & 1800h 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 1515-1615 77 3 54 0 134 5 0 12 0 17 151 31 168 1 0 200 13 207 84 0 304 504 655 Comments

Notes: 1. Includes all vehicle types except bicycles and electric scooters. 2. Expansion factors are not applied to turning movement counts if they are less than 8-hours in duration. 3. When expansion and AADT factors are applied, the results will differ slightly due to rounding. Disclaimer: The information contained in this data summary is for information purposes only, and may not apply to your situation. Every effort is made to ensure the traffic count information is accurate for the survey date provided on the summary and flow diagram forms. The author, publisher, and distributor provide no warranty about the content or accuracy of either the data summary or flow diagrams. Information provided is subjective. The author, publisher, and distributor shall not be liable for any loss of profit or any other commercial damages resulting from use of this data.

Printed on: 6/24/2018 Prepared by: [email protected] Summary All Veh 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 Carbrooke Street & 420 Hazeldean Access (Shoppers Drug Mart) Kanata, ON Survey Date: Saturday, 23 June 2018 Start Time: 1100 AADT Factor: 1.1 Weather: Cloudy 20C/Cloudy 20 C Survey Duration: 5 Hrs. Survey Hours: 1100-1600 (AM/PM) Shoppers Drug Mart PetroCanada (N) Carbrooke St. Carbrooke St. Eastbound Westbound Northbound Southbound Time E/B W/B Street N/B S/B Street Grand LT ST RT UT LT ST RT UT LT ST RT UT LT ST RT UT Period Tot Tot Total Tot Tot Total Total

1100-1200 130 0 98 0 228 5 1 5 0 11 239 68 138 1 0 207 5 149 122 1 277 484 723 1200-1300 139 0 58 0 197 1 1 7 0 9 206 42 115 2 0 159 4 132 101 0 237 396 602 1300-1400 143 1 67 0 211 3 1 9 0 13 224 60 132 0 0 192 7 188 106 0 301 493 717 1400-1500 142 0 61 0 203 1 0 3 0 4 207 44 123 2 0 169 8 155 99 0 262 431 638 1500-1600 109 1 50 0 160 2 0 9 0 11 171 28 121 0 0 149 7 154 66 1 228 377 548

Totals 663 2 334 0 999 12 3 33 0 48 1047 242 629 5 0 876 31 778 494 2 1305 2181 3228

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  0.85 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 1245-1345 140 1 75 0 216 1 1 10 0 12 228 63 129 0 0 192 8 189 107 0 304 496 724 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 109 1 50 0 160 2 0 9 0 11 171 28 121 0 0 149 7 154 66 1 228 377 548 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: Farmers' market in operation on Saturday in the shopping centre parking lot.

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: 6/27/2018 Prepared by: [email protected] Summary All Veh 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 Carbrooke Street/Irwin Gate & Hazeldean Road Kanata, ON Survey Date: Saturday, 16 June 2018 Start Time: 1100 AADT Factor: 1.1 Weather: P. Cloudy 18C/Clear 28C Survey Duration: 5 Hrs. Survey Hours: 1100-1600 (AM/PM) Hazeldean Rd. Hazeldean Rd. Carbrooke St. Irwin Gate Eastbound Westbound Northbound Southbound Time E/B W/B Street N/B S/B Street Grand LT ST RT UT LT ST RT UT LT ST RT UT LT ST RT UT Period Tot Tot Total Tot Tot Total Total

1100-1200 72 674 121 1 868 110 794 51 1 956 1824 135 45 81 0 261 36 28 76 0 140 401 2225 1200-1300 81 661 151 3 896 125 740 47 3 915 1811 152 42 89 0 283 47 44 65 0 156 439 2250 1300-1400 76 705 145 3 929 107 725 44 0 876 1805 133 39 86 0 258 46 44 81 0 171 429 2234 1400-1500 79 701 129 2 911 104 754 61 7 926 1837 152 46 71 0 269 63 46 55 0 164 433 2270 1500-1600 92 691 98 1 882 82 700 39 5 826 1708 113 50 75 0 238 59 37 68 0 164 402 2110

Totals 400 3432 644 10 4486 528 3713 242 16 4499 8985 685 222 402 0 1309 251 199 345 0 795 2104 11089

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  0.96 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 1130-1230 87 725 165 0 977 118 754 60 3 935 1912 143 42 95 0 280 40 42 78 0 160 440 2352 PM Peak Hour Factor  0.89 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 92 691 98 1 882 82 700 39 5 826 1708 113 50 75 0 238 59 37 68 0 164 402 2110 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: The majority of the cyclists travel on the sidewalk. Farmers' market in operation on Saturday in the shopping centre parking lot.

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: 6/26/2018 Prepared by: [email protected] Summary All Veh Automobiles, Taxis, Turning Movement Count Light Trucks, Vans, Summary Report Including AM/PM Peak Hours, SUV's, Motorcycles, Heavy Trucks, Buses, PHF, AADT and Expansion Factors and School Buses Hazeldean Road & 430 Hazeldean - Club Square Plaza Kanata, ON Survey Date: Wednesday, 13 June 2018 Start Time: 0700 AADT Factor: 0.9 Weather-AM/PM Clear 15C/Overcast 20C Survey Duration: 8 Hrs. Survey Hours: 0700-1000, 1130-1330 & 1500-1800 Hazeldean Rd. Hazeldean Rd. Club Square Plaza N/A Eastbound Westbound Northbound Southbound Time E/B W/B Street N/B S/B Street Grand LT ST RT UT LT ST RT UT LT ST RT UT LT ST RT UT Period Tot Tot Total Tot Tot Total Total 0700-0800 0 995 16 0 1011 1 408 0 0 409 1420 2 0 3 0 5 0 0 0 0 0 5 1425 0800-0900 0 833 32 0 865 9 584 0 0 593 1458 4 0 4 0 8 0 0 0 0 0 8 1466 0900-1000 0 669 47 0 716 8 693 0 0 701 1417 13 0 11 0 24 0 0 0 0 0 24 1441 1130-1230 0 869 72 1 942 15 926 0 0 941 1883 45 0 33 0 78 0 0 0 0 0 78 1961 1230-1330 0 825 62 3 890 11 913 0 1 925 1815 21 0 24 0 45 0 0 0 0 0 45 1860 1500-1600 0 801 69 1 871 12 1081 0 0 1093 1964 25 0 10 0 35 0 0 0 0 0 35 1999 1600-1700 0 891 70 5 966 19 1389 0 1 1409 2375 21 0 19 0 40 0 0 0 0 0 40 2415 1700-1800 0 899 63 1 963 19 1233 0 0 1252 2215 40 0 41 0 81 0 0 0 0 0 81 2296 Totals 0 6782 431 11 7224 94 7227 0 2 7323 14547 171 0 145 0 316 0 0 0 0 0 316 14863 Equivalent 12 & 24-hour Vehicle Volumes Including the Annual Average Daily Traffic (AADT) Factor Applicable to the Day and Month of the Turning Movement Count Expansion factors are applied exclusively to standard weekday 8-hour turning movement counts 

Equivalent 12-hour vehicle volumes. These volumes are calculated by multiplying the 8-hour totals by the 8 12 expansion factor of 1.39 Equ. 12 Hr 0 9427 599 15 10041 131 10046 0 3 10179 20220 238 0 202 0 439 0 0 0 0 0 439 20660

Average daily 12-hour vehicle volumes. These volumes are calculated by multiplying the equivalent 12-hour totals by the AADT factor of: 0.9 AADT 12-hr 0 8484 539 14 9037 118 9041 0 3 9161 18198 214 0 181 0 395 0 0 0 0 0 395 18594

24-Hour AADT. These volumes are calculated by multiplying the average daily 12-hour vehicle volumes by the 12 24 expansion factor of 1.31 AADT 24 Hr 0 11114 706 18 11839 154 11844 0 3 12001 23840 280 0 238 0 518 0 0 0 0 0 518 24358

AM Peak Hour Factor  0.95 Highest Hourly Vehicle Volume between 0700h & 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 0730-0830 0 969 23 0 992 7 516 0 0 523 1515 4 0 2 0 6 0 0 0 0 0 6 1521 OFF Peak Hour Factor  0.93 Highest Hourly Vehicle Volume between 1130h & 1330h 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 1145-1245 0 861 64 2 927 12 956 0 0 968 1895 39 0 35 0 74 0 0 0 0 0 74 1969 PM Peak Hour Factor  0.95 Highest Hourly Vehicle Volume between 1500h & 1800h 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 1630-1730 0 899 67 3 969 25 1397 0 0 1422 2391 31 0 27 0 58 0 0 0 0 0 58 2449 Comments One vehicle/vehicle conflict at 1621H between an eastbound vehicle in the south curb lane and a northbound right-turning vehicle. The northbound driver drove partially into the eastbound curb lane and both vehicles had to come to a complete stop to avoid a collision. Almost all cyclists used the sidewalks. Notes: 1. Includes all vehicle types except bicycles and electric scooters. 2. Expansion factors are not applied to turning movement counts if they are less than 8-hours in duration. 3. When expansion and AADT factors are applied, the results will differ slightly due to rounding. Disclaimer: The information contained in this data summary is for information purposes only, and may not apply to your situation. Every effort is made to ensure the traffic count information is accurate for the survey date provided on the summary and flow diagram forms. The author, publisher, and distributor provide no warranty about the content or accuracy of either the data summary or flow diagrams. Information provided is subjective. The author, publisher, and distributor shall not be liable for any loss of profit or any other commercial damages resulting from use of this data.

Printed on: 6/25/2018 Prepared by: [email protected] Summary All Veh 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 Hazeldean Road & 430 Hazeldean - Club Square Plaza Kanata, ON Survey Date: Saturday, 23 June 2018 Start Time: 1100 AADT Factor: 1.1 Weather: Cloudy 20C/Cloudy 20C Survey Duration: 5 Hrs. Survey Hours: 1100-1600 (AM/PM) Hazeldean Rd. Hazeldean Rd. Club Square Plaza N/A Eastbound Westbound Northbound Southbound Time E/B W/B Street N/B S/B Street Grand LT ST RT UT LT ST RT UT LT ST RT UT LT ST RT UT Period Tot Tot Total Tot Tot Total Total

1100-1200 0 830 118 2 950 6 921 0 0 927 1877 43 0 38 0 81 0 0 0 0 0 81 1958 1200-1300 0 874 119 3 996 13 1019 0 0 1032 2028 43 0 30 0 73 0 0 0 0 0 73 2101 1300-1400 0 919 94 1 1014 16 971 0 1 988 2002 26 0 31 0 57 0 0 0 0 0 57 2059 1400-1500 0 850 78 1 929 20 986 0 0 1006 1935 32 0 44 0 76 0 0 0 0 0 76 2011 1500-1600 0 840 79 0 919 10 867 0 0 877 1796 24 0 26 0 50 0 0 0 0 0 50 1846

Totals 0 4313 488 7 4808 65 4764 0 1 4830 9638 168 0 169 0 337 0 0 0 0 0 337 9975

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 1200-1300 0 874 119 3 996 13 1019 0 0 1032 2028 43 0 30 0 73 0 0 0 0 0 73 2101 PM Peak Hour Factor  0.95 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 0 840 79 0 919 10 867 0 0 877 1796 24 0 26 0 50 0 0 0 0 0 50 1846 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: The majority of the cyclists used the sidewalks. Farmers' market in operation on Saturday in the shopping centre parking lot.

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: 6/27/2018 Prepared by: [email protected] Summary All Veh Transportation Services - Traffic Services Work Order 35102 Turning Movement Count - Full Study Summary Report HAZELDEAN RD @ CARBROOKE ST/IRWIN GATE

Survey Date: Thursday, August 06, 2015 Total Observed U-Turns AADT Factor Northbound: 1 Southbound: 0 .90 Eastbound: 4 Westbound: 23 Full Study CARBROOKE ST/IRWIN GATE HAZELDEAN 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 31 14 75 120 61 10 29 100 220 26 599 31 656 32 251 28 311 967 1187

08:00 09:00 61 20 60 141 49 26 35 110 251 36 590 60 686 50 458 36 544 1230 1481

09:00 10:00 97 26 76 199 38 8 34 80 279 50 455 57 562 59 579 34 672 1234 1513

11:30 12:30 122 44 59 225 42 23 40 105 330 49 622 115 786 109 695 26 830 1616 1946

12:30 13:30 119 23 103 245 30 30 33 93 338 48 693 88 829 107 729 15 851 1680 2018

15:00 16:00 142 54 70 266 28 26 31 85 351 76 609 110 795 94 653 34 781 1576 1927

16:00 17:00 143 38 95 276 34 43 52 129 405 64 652 137 853 132 882 71 1085 1938 2343

17:00 18:00 123 44 75 242 55 38 42 135 377 92 647 114 853 142 755 65 962 1815 2192

Sub Total 838 263 613 1714 337 204 296 837 2551 441 4867 712 6020 725 5002 309 6036 12056 14607 U Turns 1 0 1 4 23 27 28 Total 838 263 613 1715 337 204 296 837 2552 441 4867 712 6024 725 5002 309 6059 12083 14635

EQ 12Hr 1165 366 852 2384 468 284 411 1163 3547 613 6765 990 8373 1008 6953 430 8422 16795 20342 Note: These values are calculated by multiplying the totals by the appropriate expansion factor. 1.39

AVG 12Hr 1048 329 767 2145 422 255 370 1047 3192 552 6089 891 7536 907 6258 387 7580 15116 18308 Note: These volumes are calculated by multiplying the Equivalent 12 hr. totals by the AADT factor. .90

AVG 24Hr 1373 431 1005 2811 552 334 485 1372 4183 723 7976 1167 9872 1188 8197 506 9930 19802 23985 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-Jun-05 Page 1 of 1 Traffic Signal Timing City of Ottawa, Transportation Services Department Traffic Signal Operations Unit

Intersection: Main: Hazeldean Side: Carbrooke Controller: MS-3200 TSD: 5892 Author: Sarah Saade Date: 01-Jun-2018

Existing Timing Plans†

Plan Ped Minimum Time AM Peak Off Peak PM Peak Night Walk DW A+R 1 2 3 4 Cycle 110 110 120 80

Offset 5 34 60 X

EB Thru 54 54 62 37 7 18 3.7+2.5

WB Thru 66 66 76 37 7 18 3.7+2.5

NB Thru 44 44 44 43 9 27 3.0+4.2

SB Thru 44 44 44 43 9 27 3.0+4.2

WB Left 12 12 14 - - - 3.7+2.4

Phasing Sequence‡

Plan: 1,2,3 * *

Plan: 4 *

Schedule

Weekday Saturday Sunday Time Plan Time Plan Time Plan 0:10 4 0:10 4 0:10 4 6:30 1 9:00 2 8:00 2 9:30 2 22:30 4 11:00 3 15:00 3 22:30 4 19:00 2 23:00 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) 87 35

1 9 5 5 3 2 2 6 9 8 9 95 9 2 1 0 2 1 0 9 9 5 9 1 TRANS Regional Model 0 9 1 56 2011 Version V 1.12 - last updated January 18, 2018 05 16 10 0 AM Peak Hour Total Traffic Volume 1 3 Eagleson/Hazeldean 4 6 4 0 8 1 2 1 1 8 2 2 Scenario 11122 3 4 1 5 3 2 6 8 Modifications from base version: 9 None 10 User In itials: JF 31 18 Preparation Date: June 1, 2018 1 44 Legend AM Peak Hour Total Traffic Volume 18 2000 2500 144 7 1500 75 1000 1 500 1 8 44 4 58 4 1 3 5

1 9 Distance (m) 8 5 1 2 50 100 150 200 250 2 3 2 8 7

20 5 10 1 8 86 5 6 9 4 8 14 1 7 8 49 8 3 16 304 2 40 7 13 62

8 1 2 0 9 0 1 1 6 6 8 7 8 4 3 4 7 6 8 3 8

0 62 37 7 2 2 7 2 8 4 37 6 86

81 4 7 3 6 63 2 1 0 8 3 1 8 46 13 8 6 6 1 6 42 1 1 1 1 7 3 2 3 1 6 5 4 5 73 5 0 7 2 24 7 53 11 3 16 6 32 7 9 The TRA NS model is continuously refined & maintained, and all 7 50 66 information is prov ided in good faith. Howev er, model outputs are prov ided 8 “as is”, and no warranty or guarantee is prov ided as to the accuracy, 53 2 6 33 6 3 1 5 0 0 3 69 11 5 3 reliability or reasonableness of th4e results. In using this data, y ou agree to 2 accept any and all risks arising fr1om any incorrect, incomplete, or misleading information.

31 7 3 Recipients are required to use caution and professional judgement in using 2 and interpreting model outputs. In particular, caution should be used 6 7 2 1 0 1 when focusing on a geographically limited area (such as a single road or 6 1 3 16 3 intersection), as the model is primarily designed to simulate regional-scale phenomena and has been calibrated at a regional lev el. 6 3 4 5 37 2 A s general good practice, it is recommended that the user confirm the 7 13 7 5 5 network coding within the area of interest, and compare base y ear forecasts 4 7 1 7 3 against traffic count data to assess t4he extent to which the model may be 3 8 2 1 9 ov er- or under-estimating the trav el demand. 7

1 1 6 7 5 2 1 0 7 310 66

1 73

34 17 52 53

1 7 1 4 9 2 9 0 5 8 7 79 40 0 5 8 1 1 9 1 5 0 2 TRANS Regional Model 1 48 2031 Version V 1.12 - last updated January 18, 2018 64 17 40 Peak Hour Total Traffic Volume 2 3 Eagleson/Hazeldean 0 1 2 8 4 6 3 3 2 Scenario 12334 6 4 7 5 1 1 2 9 5 8 Modifications from base version: 7 Network and Transit update 40 User In itials: JF 32 6 Preparation Date:June 1, 2018 2 0 Legend Peak Hour Total Traffic Volume 6 20 2500 7 1500 2000 51 1000 6 500 2 0 30 2 13 8 7 8 4 1 8 Distance (m) 4 4 1 3 50 100 150 200 250 1 8 8 7

22 13 7 1 9 42 4 41 2 0 7 12 4 32 32 46 297 82 26 12 43 3 2 1 1 8 0 7 4 4 1 6 5 9 6 3 9 4 6 3 1 3 9

39 35 2 1 6 9 1 7 3 35 9 79

88 2 6 4 4 1 9 9 1 4 9 0 1 6 27 11 7 1 6 5 6 8 1 1 1 1 1 2 2 2 1 9 4 3 1 6 71 3 3 3 9 0 4 03 272 5 1 4 5 47 6 9 The TRA NS model is continuously refined & maintained, and all 8 7 62 information is prov ided in good faith. Howev er, model outputs are prov ided 2 7 45 9 5 6 2 “as is”, and no warranty or guarantee is prov ided as to the accuracy, 10 5 6 3 5 1 2 2 reliability or reasonableness of th2e results. In using this data, y ou agree to 9 1 2 2 2 accept any and all risks arising from any incorrect, incomplete, or misleading information.

2 66 17 Recipients are required to use caution and professional judgement in using 6 and interpreting model outputs. In particular, caution should be used 5 5 4 0 4 52 2 when focusing on a geographically limited area (such as a single road or 17 2 3 intersection), as the model is primarily designed to simulate regional-scale phenomena and has been calibrated at a regional lev el. 1 0 1 3 1 74 3 1 A s general good practice, it is recommended that the user confirm the 7 3 0 5 4 network coding within the area of interest, and compare base y ear forecasts 5 6 1 2 2 1 against traffic count data to assess t2he extent to which the model may be 7 5 5 1 5 6 ov er- or under-estimating the trav el demand. 7 62 1 6 0 1 1 1 4 5 7 1 1 5 343 03 19 100

APPENDIX E

Collision Records

City Operations - Transportation Services Collision Details Report - Public Version

From: January 1, 2012 To: December 31, 2016 Location: HAZELDEAN RD @ CARBROOKE ST/IRWIN GATE Traffic Control: Traffic signal Total Collisions: 28 Date/Day/Time Environment Impact Type Classification Surface Veh. Dir Vehicle Manoeuver Vehicle type First Event No. Ped Cond'n 2012-Jan-16, Mon,11:40 Clear Rear end P.D. only Wet East Turning right Automobile, Other motor station wagon vehicle East Turning right Automobile, Other motor station wagon vehicle

2012-Jun-17, Sun,16:00 Clear Rear end Non-fatal injury Dry West Going ahead Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle

2012-Jul-27, Fri,17:04 Clear Rear end P.D. only Dry West Going ahead Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle West Stopped Automobile, Other motor station wagon vehicle

2012-Nov-28, Wed,10:00 Clear Turning movement P.D. only Dry West Making "U" turn Pick-up truck Other motor vehicle East Going ahead Automobile, Other motor station wagon vehicle

2012-Dec-21, Fri,08:40 Snow Rear end P.D. only Loose snow West Going ahead Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle

Friday, June 01, 2018 Page 1 of 5 2013-Sep-10, Tue,12:28 Clear Turning movement Non-fatal injury Dry East Turning left Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle

2013-Oct-04, Fri,11:45 Rain Rear end P.D. only Wet North Slowing or stopping Passenger van Skidding/sliding North Turning right Passenger van Other motor vehicle

2013-Oct-27, Sun,12:31 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

2013-Oct-29, Tue,15:54 Clear Rear end Non-fatal injury Dry West Changing lanes Motorcycle Other motor vehicle West Going ahead Automobile, Other motor station wagon vehicle

2014-Jan-29, Wed,21:25 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

2014-Feb-04, Tue,17:55 Clear SMV other Non-fatal injury Dry South Turning left Automobile, Pedestrian 1 station wagon

2014-Aug-15, Fri,19:43 Clear Sideswipe P.D. only Dry West Changing lanes Automobile, Other motor station wagon vehicle West Going ahead Pick-up truck Other motor vehicle

2014-Oct-30, Thu,08:20 Clear Rear end P.D. only Dry West Slowing or stopping Pick-up truck Other motor vehicle West Stopped Automobile, Other motor station wagon vehicle

Friday, June 01, 2018 Page 2 of 5 2014-Oct-30, Thu,08:25 Clear Rear end P.D. only Dry West Slowing or stopping Automobile, Other motor station wagon vehicle West Stopped Pick-up truck Other motor vehicle

2015-Mar-19, Thu,15:50 Clear Sideswipe P.D. only Dry North Going ahead Pick-up truck Other motor vehicle North Going ahead Automobile, Other motor station wagon vehicle

2015-Jul-23, Thu,13:56 Clear Rear end Non-fatal injury Dry North Unknown Unknown Other motor vehicle North Stopped Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

2015-Sep-18, Fri,00:08 Clear Sideswipe P.D. only Dry South Going ahead Police vehicle Other motor vehicle South Slowing or stopping Automobile, Other motor station wagon vehicle

2015-Dec-23, Wed,02:13 Clear SMV other P.D. only Wet East Unknown Unknown Pole (utility, power)

2016-Jan-14, Thu,07:30 Snow Rear end P.D. only Slush North Slowing or stopping Automobile, Other motor station wagon vehicle North Stopped Pick-up truck Other motor vehicle

2016-Jan-15, Fri,21:03 Clear Turning movement Non-fatal injury Wet East Turning left Pick-up truck Other motor vehicle West Going ahead Automobile, Other motor station wagon vehicle

2016-Jan-19, Tue,12:44 Clear Sideswipe P.D. only Slush West Changing lanes Automobile, Other motor station wagon vehicle Friday, June 01, 2018 Page 3 of 5 West Going ahead Automobile, Other motor station wagon vehicle

2016-Feb-10, Wed,11:04 Snow Rear end P.D. only Wet West Going ahead Unknown Other motor vehicle West Stopped Pick-up truck Other motor vehicle

2016-Feb-18, Thu,07:52 Clear Rear end P.D. only Wet South Slowing or stopping Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle South Stopped Automobile, Other motor station wagon vehicle

2016-Apr-11, Mon,16:48 Clear Rear end P.D. only Dry South Turning right Pick-up truck Other motor vehicle South Turning right Pick-up truck Other motor vehicle

2016-Jun-27, Mon,15:38 Clear Turning movement Non-fatal injury Dry East Making "U" turn Automobile, Other motor station wagon vehicle West Going ahead Pick-up truck Other motor vehicle

2016-Jul-11, Mon,13:23 Clear Turning movement Non-fatal injury Dry East Turning left Automobile, Other motor station wagon vehicle West Going ahead Automobile, Other motor station wagon vehicle

2016-Aug-11, Thu,15:02 Clear Angle P.D. only Dry East Going ahead Automobile, Other motor station wagon vehicle North Going ahead Automobile, Other motor station wagon vehicle

2016-Dec-21, Wed,14:29 Clear Turning movement P.D. only Wet West Turning left Delivery van Other motor vehicle Friday, June 01, 2018 Page 4 of 5

APPENDIX F

Relevant Traffic Study Excerpts

APPENDIX G

TDM – Supportive Development Design Checklist

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

TDM-Supportive Development Design and Infrastructure Checklist: Non-Residential Developments (office, institutional, retail or industrial)

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 Non-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 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 Non-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 Non-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 commuter cyclists (assuming the cycling mode share target is met), plus the expected peak number of customer/visitor cyclists

BETTER 2.1.5 Provide bicycle parking spaces equivalent to the expected number of commuter and customer/visitor cyclists, plus an additional buffer (e.g. 25 percent extra) to encourage other cyclists and ensure adequate capacity in peak cycling season 2.2 Secure bicycle parking

REQUIRED 2.2.1 Where more than 50 bicycle parking spaces are N/A provided for a single office 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 the expected number of commuter cyclists (assuming the cycling mode share target is met) 2.3 Shower & change facilities

BASIC 2.3.1 Provide shower and change facilities for the use of active commuters

BETTER 2.3.2 In addition to shower and change facilities, provide dedicated lockers, grooming stations, drying racks and laundry facilities for the use of active commuters 2.4 Bicycle repair station

BETTER 2.4.1 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)

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 Non-residential developments or plan/drawing references 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 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 4.2 Carpool parking

BASIC 4.2.1 Provide signed parking spaces for carpools in a priority location close to a major building entrance, sufficient in number to accommodate the mode share target for carpools

BETTER 4.2.2 At large developments, provide spaces for carpools in a separate, access-controlled parking area to simplify enforcement 5. CARSHARING & BIKESHARING 5.1 Carshare parking spaces

BETTER 5.1.1 Provide carshare parking spaces in permitted non- residential zones, occupying either required or provided parking spaces (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

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 Non-residential developments or plan/drawing references 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 Separate short-term and long-term parking areas using signage or physical barriers, to permit access controls and simplify enforcement (i.e. to discourage employees from parking in visitor spaces, and vice versa) 7. OTHER 7.1 On-site amenities to minimize off-site trips

BETTER 7.1.1 Provide on-site amenities to minimize mid-day or mid-commute errands

APPENDIX H

Segment MMLOS Analysis

Appendix H - Segment MMLOS Analysis 420 Hazeldean Road

H.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 Arterial Main Streets (Hazeldean Road) and all road classes within the General Urban Area (Carbrooke Street). The results of the segment PLOS analysis are summarized in the following table.

PLOS Segment Analysis Avg. Daily Presence of Sidewalk Boulevard Operating Segment Curb Lane On-Street Width Width Speed1 PLOS Traffic Volume Parking Hazeldean Road (North Side) 2m 0m >3,000 vpd No 70 F Hazeldean Road (South Side) 2m 0m >3,000 vpd No 70 F Carbrooke Street (East Side) 1.5m 2m <3,000 vpd No 50 C Carbrooke Street (West Side) 1.8m 0m <3,000 vpd Yes 50 B

1. Operating Speed identified as 10 km/h above the speed limit

H.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 C for Spine Cycling Routes on Arterial Main Streets (Hazeldean Road). Exhibit 22 of the MMLOS guidelines suggest a target BLOS B for local routes on local roads in the General Urban Area (Carbrooke Street). The results of the segment BLOS analysis are in the following table.

BLOS Segment Analysis Road Bike Type of Travel Centerline Operating Segment Class Route Bikeway Lanes Markings Speed BLOS Hazeldean Road Mixed Arterial Spine 6 N/A 70km/h F Traffic Carbrooke Street Mixed Local Local 2 Yes 50km/h D Traffic

Novatech

Appendix H - Segment MMLOS Analysis 420 Hazeldean Road

H.3 Transit Level of Service (TLOS)

Exhibit 15 of the MMLOS guidelines has been used to evaluate the segment TLOS of the boundary roadways. Exhibit 22 of the MMLOS guidelines suggests a target TLOS D for Transit Priority Corridors with Isolated Measures on Arterial Main Streets (Hazeldean Road). Carbrooke Street serves transit and has been evaluated for TLOS despite having no target. The results of the segment TLOS analysis are summarized in the following table.

TLOS Segment Analysis Level/Exposure to Congestion Facility Delay, Friction and Incidents Segment Type Incident TLOS Congestion Friction Potential Hazeldean Road Mixed Yes Low Medium D Traffic Carbrooke Street Mixed Yes Medium Medium E Traffic

H.4 Truck Level of Service (TkLOS)

Exhibit 20 of the MMLOS guidelines has been used to evaluate the segment TkLOS of the boundary roadways. Exhibit 22 of the MMLOS guidelines suggests a target TkLOS D for truck routes along an Arterial Main Street (Hazeldean Road). Carbrooke Street has been evaluated in terms of TkLOS, but does not have a target. The results of the segment TkLOS analysis are summarized in the following table.

TkLOS Segment Analysis Number Curb Lane Segment of Travel Width TkLOS Lanes Hazeldean Road <3.5m 6 A Carbrooke Street >3.7m 2 B

Novatech

Appendix H - Segment MMLOS Analysis 420 Hazeldean Road

H.5 Vehicular Level of Service (Auto LOS)

Exhibit 22 of the MMLOS guidelines suggest a target Auto LOS D for Arterial Main Streets (Hazeldean Road) and all roadways within the General Urban Area (Carbrooke Street). 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 the following table.

Auto LOS Segment Analysis Traffic Volumes V/C Ratio and LOS Directional Direction PM Peak SAT Peak Capacity PM Peak SAT Peak V/C LOS V/C LOS Hazeldean Road EB 2,000 vph 845 881 0.42 A 0.44 A

WB 2,000 vph 1092 821 0.55 A 0.41 A Carbrooke Street NB 400 vph 279 239 0.70 B 0.60 A

SB 400 vph 289 217 0.72 C 0.54 A

Novatech

Appendix H - Segment MMLOS Analysis 420 Hazeldean Road

H.6 Segment MMLOS Summary

A summary of the results of the segment MMLOS analysis for the boundary roadways are provided in the following table.

Segment MMLOS Summary

Hazeldean Road Carbrooke Street Segment North South East West Sidewalk Width 2m 2m 1.5m 1.8m Boulevard Width 0m 0m 2m 0m

Average Daily Curb Lane Traffic >3000 vpd >3000 vpd <3000 vpd <3000 vpd Volume On-Street Parking No No No Yes

Pedestrian Operating Speed 70 km/h 70 km/h 50 km/h 50 km/h Level of Service F F C B Target C C C C Road Classification Arterial Local Bike Route Classification Spine Route Local Route

Type of Bikeway Mixed Traffic Mixed Traffic

Travel Lanes 6 2

Centerline Markings N/A Yes Cyclist Operating Speed 70 km/h 50 km/h Level of Service F D Target C B

Facility Type Mixed Traffic Mixed Traffic

Friction/Congestion/Incident Potential Limited Limited

Level of Service D E Transit Target D - Lane Width <3.5m >3.7m Travel Lanes (per direction) 6 2

Truck Level of Service A B Target D N/A

Level of Service A A B C

Auto Target D D

Novatech

APPENDIX I

OTM Traffic Signalization Warrants

TRAFFIC SIGNAL JUSTIFICATION

LOCATION: at _

DATE: _

JUSTIFICATION 1 – Minimum Vehicular Volume

MINIMUM REQUIREMENTS (80% PERCENTAGE WARRANT SHOWN IN BRACKETS) APPROACH LANES 1 2 or MORE HOUR ENDING

FREE RESTR FREE RESTR FLOW CONDITION 8:00 9:00 10:00 12:30 13:30 16:00 17:00 18:00 TOTAL FLOW FLOW FLOW FLOW ACROSS A. 480 720 600 900

(385) (575) (480) (720) 100% FULFILLED ALL APPROACHES 80% FULFILLED ACTUAL % IF BELOW 80% VALUE TOTAL DOWN: AVERAGE (TOTAL/8):

T Intersection Add 50% 180 255 180 255 143 203 143 203 B. 120 170 120 170 TOTAL

(95) (135) (95) (135) ACROSS MINOR STREET 100% FULFILLED BOTH APPROACHES 80% FULFILLED ACTUAL % IF BELOW 80% VALUE TOTAL DOWN: AVERAGE (TOTAL/8):

JUSTIFICATION 2 – Delay To Cross Traffic

MINIMUM REQUIREMENTS (80% PERCENTAGE WARRANT SHOWN IN BRACKETS) APPROACH LANES 1 2 or MORE HOUR ENDING

FREE RESTR FREE RESTR FLOW CONDITION 8:00 9:00 10:00 12:30 13:30 16:00 17:00 18:00 TOTAL FLOW FLOW FLOW FLOW ACROSS A. 480 720 600 900

(385) (575) (480) (720) MAJOR STREET 100% FULFILLED BOTH APPROACHES 80% FULFILLED ACTUAL % IF BELOW 80% VALUE TOTAL DOWN: AVERAGE (TOTAL/8):

B. 50 75 50 75 TOTAL

(40) (60) (40) (60) ACROSS TRAFFIC 100% FULFILLED CROSSING MAJOR STREET 80% FULFILLED ACTUAL % IF BELOW 80% VALUE TOTAL DOWN: AVERAGE (TOTAL/8): TRAFFIC SIGNAL JUSTIFICATION

LOCATION: at _

DATE: _

JUSTIFICATION 4 – Minimum Four-Hour Vehicle Volume

A. Restricted Flow

B. Free Flow

TRAFFIC SIGNAL JUSTIFICATION SUMMARY TABLE

LOCATION: ______at ______

DATE: ______

MINIMUM REQUIREMENT COMPLIANCE

FREE RESTRICTED JUSTIFICATION DESCRIPTION FLOW FLOW (2) OPERATING OPERATING SECTIONAL % ENTIRE % SPEED SPEED > 70KM/H < 70 KM/H

A. Vehicle volume, all approaches for 480 720 each of the heaviest 8 hours of an 600 (2 or more 900 (2 or more 1. MINIMUM average day, and lane approach lane approach VEHICULAR WARRANT 120 170 B. Vehicle volume, along minor street, 180 (tee 255 (tee for each of the same 8 hours. intersection) intersection)

A. Vehicle volume, along major street 480 720 for each for the heaviest 8 hours of an 600 (2 or more 900 (2 or more average day, and lane approach) lane approach 2. DELAY TO CROSS TRAFFIC B (1). Combined vehicle and pedestrian volume crossing the major street for 50 75 each of the same 8 hours

3. VOLUME/DELAY The above Justifications (1 and 2) both

COMBINATION satisfied to the extent of 80% or more Yes No

Plotted point representing hourly volume 4. MINIMUM FOUR for minor approach vs. major approach HOUR VEHICLE for four highest hours of an average day Yes No VOLUME fall above the applicable curve

A. Total reported accidents of types susceptible to correction by a traffic 5 signal, per 12 month period averaged 5. COLLISION over a 36 month period, and EXPERIENCE B. Adequate trial of less restrictive remedies, where satisfactory

observance and enforcement have failed Yes No to reduce the number of accidents

A. Plotted point representing 8 hour pedestrian volume vs. 8 hour vehicular Yes No volume fall in justified zone, and 6. PEDESTRIAN VOLUME AND B. Plotted point representing 8 hour DELAY volume of pedestrian experiencing No delays of 10 s or more vs. 8 hour Yes pedestrian volume fall in justified zone

NOTES 1) For definition of crossing volume refer to the Ontario Traffic Manual Book 12, Section 4.5 (Nov. 2007). 2) The lowest sectional percentage governs the entire Justification. TRAFFIC SIGNAL JUSTIFICATION USING PROJECTED VOLUMES

LOCATION: ______at ______

YEAR: ______

MINIMUM REQUIREMENT COMPLIANCE

FREE RESTRICTED SECTIONAL JUSTIFICATION DESCRIPTION FLOW FLOW ENTIRE OPERATING OPERATING % (2) SPEED SPEED NUMERICAL PERCENT > 70KM/H < 70 KM/H

480 720 A. Vehicle volume, all approaches 600 (2 or more 900 (2 or more (average hour) 1. MINIMUM lane approach lane approach VEHICULAR

WARRANT 120 170 B. Vehicle volume along minor street 180 (tee 255 (tee (average hour) intersection) intersection)

480 720 A. Vehicle volume along major street 600 (2 or more 900 (2 or more (average hour) lane approach) lane approach 2. DELAY TO CROSS TRAFFIC B (1). Combined vehicle and pedestrian volume crossing the major street 50 75 (average hour)

NOTES 1) For definition of crossing volume refer to the Ontario Traffic Manual Book 12, Section 4.5 (Nov. 2007). 2) The lowest sectional percentage governs the entire Justification. 3) Average hourly volumes estimated from peak hour volumes, AHV = PM / 2 or AHV = (AM + PM) / 4.

APPENDIX J

Synchro Analysis Reports

3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road PM Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 645 119 136 886 70 148 41 90 55 34 50 Future Volume (vph) 81 645 119 136 886 70 148 41 90 55 34 50 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 50.0 0.0 100.0 0.0 20.0 0.0 15.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.96 1.00 1.00 0.99 0.98 0.99 0.98 Frt 0.850 0.989 0.897 0.911 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1547 1729 4850 0 1679 1593 0 1616 1518 0 Flt Permitted 0.257 0.312 0.696 0.623 Satd. Flow (perm) 458 3390 1486 565 4850 0 1216 1593 0 1049 1518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 132 18 94 56 Link Speed (k/h) 60 60 40 40 Link Distance (m) 83.1 219.8 78.4 148.6 Travel Time (s) 5.0 13.2 7.1 13.4 Confl. Peds. (#/hr) 1 8 8 1 13 12 12 13 Confl. Bikes (#/hr) 1 3 3 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 0% 0% 1% 3% 3% 0% 1% 7% 18% 0% Adj. Flow (vph) 90 717 132 151 984 78 164 46 100 61 38 56 Shared Lane Traffic (%) Lane Group Flow (vph) 90 717 132 151 1062 0 164 146 0 61 94 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 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 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 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 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 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 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 pm+pt NA Perm NA Perm NA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 4 Detector Phase 2 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 31.2 31.2 31.2 11.1 31.2 43.2 43.2 43.2 43.2 Total Split (s) 62.0 62.0 62.0 14.0 76.0 44.0 44.0 44.0 44.0 Total Split (%) 51.7% 51.7% 51.7% 11.7% 63.3% 36.7% 36.7% 36.7% 36.7% Maximum Green (s) 55.8 55.8 55.8 7.9 69.8 36.8 36.8 36.8 36.8 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road PM Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 2.5 2.5 2.5 2.4 2.5 4.2 4.2 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 6.1 6.2 7.2 7.2 7.2 7.2 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? 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 Recall Mode C-Max C-Max C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Pedestrian Calls (#/hr) 4 4 4 4 6 6 6 6 Act Effct Green (s) 69.4 69.4 69.4 84.0 83.9 22.7 22.7 22.7 22.7 Actuated g/C Ratio 0.58 0.58 0.58 0.70 0.70 0.19 0.19 0.19 0.19 v/c Ratio 0.34 0.37 0.14 0.32 0.31 0.72 0.39 0.31 0.28 Control Delay 21.3 15.6 3.2 9.2 8.0 61.2 17.8 42.9 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.3 15.6 3.2 9.2 8.0 61.2 17.8 42.9 19.0 LOS C B A A A E B D B Approach Delay 14.4 8.1 40.8 28.4 Approach LOS B A D C 90th %ile Green (s) 55.8 55.8 55.8 8.7 70.6 36.0 36.0 36.0 36.0 90th %ile Term Code Coord Coord Coord Max Coord Ped Ped Ped Ped 70th %ile Green (s) 65.1 65.1 65.1 10.1 81.3 25.3 25.3 25.3 25.3 70th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 50th %ile Green (s) 70.1 70.1 70.1 8.8 85.0 21.6 21.6 21.6 21.6 50th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 30th %ile Green (s) 74.9 74.9 74.9 7.7 88.7 17.9 17.9 17.9 17.9 30th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 10th %ile Green (s) 81.3 81.3 81.3 6.5 93.9 12.7 12.7 12.7 12.7 10th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold Stops (vph) 48 341 11 46 349 134 43 45 32 Fuel Used(l) 4 27 2 5 35 10 3 3 3 CO Emissions (g/hr) 73 507 41 94 658 188 65 62 57 NOx Emissions (g/hr) 14 98 8 18 127 36 13 12 11 VOC Emissions (g/hr) 17 117 10 22 152 43 15 14 13 Dilemma Vehicles (#) 0 27 0 0 40 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 15.5 Intersection LOS: B Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Carbrooke/Irwin Gate & Hazeldean

Rochelle Fortier, Novatech Synchro 10 Report 7: Hazeldean Road Access & Hazeldean 420 Hazeldean Road PM Peak Existing Traffic Volumes

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 899 67 25 1397 31 27 Future Volume (Veh/h) 899 67 25 1397 31 27 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 999 74 28 1552 34 30 Pedestrians 3 9 3 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 151 pX, platoon unblocked 0.90 vC, conflicting volume 1076 1837 512 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1076 1710 512 tC, single (s) 4.1 6.9 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 51 94 cM capacity (veh/h) 642 69 507 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 500 500 74 28 776 776 64 Volume Left 0 0 0 28 0 0 34 Volume Right 0 0 74 0 0 0 30 cSH 1700 1700 1700 642 1700 1700 116 Volume to Capacity 0.29 0.29 0.04 0.04 0.46 0.46 0.55 Queue Length 95th (m) 0.0 0.0 0.0 1.0 0.0 0.0 19.9 Control Delay (s) 0.0 0.0 0.0 10.9 0.0 0.0 68.4 Lane LOS BF Approach Delay (s) 0.0 0.2 68.4 Approach LOS F Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 9: Carbrooke & Carbrooke Street Access 420 Hazeldean Road PM Peak Existing Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 77 54 31 168 207 84 Future Volume (Veh/h) 77 54 31 168 207 84 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 86 60 34 187 230 93 Pedestrians 4 1 Lane Width (m) 3.7 3.7 Walking Speed (m/s) 1.1 1.1 Percent Blockage 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 78 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 536 280 327 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 517 256 303 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 83 92 97 cM capacity (veh/h) 495 769 1239 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 146 221 323 Volume Left 86 34 0 Volume Right 60 0 93 cSH 580 1239 1700 Volume to Capacity 0.25 0.03 0.19 Queue Length 95th (m) 7.5 0.6 0.0 Control Delay (s) 13.3 1.4 0.0 Lane LOS B A Approach Delay (s) 13.3 1.4 0.0 Approach LOS B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road Saturday Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 691 98 82 700 39 113 50 75 59 37 68 Future Volume (vph) 92 691 98 82 700 39 113 50 75 59 37 68 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 50.0 0.0 100.0 0.0 20.0 0.0 15.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 1.00 1.00 0.99 0.99 0.99 0.99 Frt 0.850 0.992 0.910 0.903 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 3424 1547 1729 4876 0 1729 1637 0 1729 1623 0 Flt Permitted 0.330 0.297 0.682 0.654 Satd. Flow (perm) 599 3424 1498 539 4876 0 1234 1637 0 1183 1623 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 12 73 76 Link Speed (k/h) 60 60 50 50 Link Distance (m) 83.1 219.8 78.4 148.6 Travel Time (s) 5.0 13.2 5.6 10.7 Confl. Peds. (#/hr) 3 5 5 3 7 8 8 7 Confl. Bikes (#/hr) 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 102 768 109 91 778 43 126 56 83 66 41 76 Shared Lane Traffic (%) Lane Group Flow (vph) 102 768 109 91 821 0 126 139 0 66 117 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 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 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 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 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 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 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 pm+pt NA Perm NA Perm NA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 4 Detector Phase 2 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 31.2 31.2 31.2 11.1 31.2 43.2 43.2 43.2 43.2 Total Split (s) 54.0 54.0 54.0 12.0 66.0 44.0 44.0 44.0 44.0 Total Split (%) 49.1% 49.1% 49.1% 10.9% 60.0% 40.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.8 47.8 47.8 5.9 59.8 36.8 36.8 36.8 36.8 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road Saturday Peak Existing Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 2.5 2.5 2.5 2.4 2.5 4.2 4.2 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 6.1 6.2 7.2 7.2 7.2 7.2 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? 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 Recall Mode C-Max C-Max C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Pedestrian Calls (#/hr) 2 2 2 2 4 4 4 4 Act Effct Green (s) 66.9 66.9 66.9 77.5 77.4 19.2 19.2 19.2 19.2 Actuated g/C Ratio 0.61 0.61 0.61 0.70 0.70 0.17 0.17 0.17 0.17 v/c Ratio 0.28 0.37 0.11 0.20 0.24 0.59 0.40 0.32 0.34 Control Delay 17.2 13.9 3.5 8.1 7.0 50.7 21.1 40.4 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 13.9 3.5 8.1 7.0 50.7 21.1 40.4 16.5 LOS B B A A A D C D B Approach Delay 13.1 7.1 35.2 25.2 Approach LOS B A D C 90th %ile Green (s) 47.8 47.8 47.8 6.7 60.6 36.0 36.0 36.0 36.0 90th %ile Term Code Coord Coord Coord Max Coord Ped Ped Ped Ped 70th %ile Green (s) 62.9 62.9 62.9 7.9 76.9 19.7 19.7 19.7 19.7 70th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 50th %ile Green (s) 66.8 66.8 66.8 7.1 80.0 16.6 16.6 16.6 16.6 50th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 30th %ile Green (s) 70.4 70.4 70.4 6.5 83.0 13.6 13.6 13.6 13.6 30th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 10th %ile Green (s) 86.6 86.6 86.6 0.0 86.6 10.0 10.0 10.0 10.0 10th %ile Term Code Coord Coord Coord Skip Coord Min Min Min Min Stops (vph) 51 352 11 28 251 99 51 47 34 Fuel Used(l) 4 28 2 3 26 7 4 4 4 CO Emissions (g/hr) 76 518 35 55 487 139 76 69 67 NOx Emissions (g/hr) 15 100 7 11 94 27 15 13 13 VOC Emissions (g/hr) 17 119 8 13 112 32 18 16 15 Dilemma Vehicles (#) 0 31 0 0 33 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 34 (31%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Carbrooke/Irwin Gate & Hazeldean

Rochelle Fortier, Novatech Synchro 10 Report 7: Hazeldean Road Access & Hazeldean 420 Hazeldean Road Saturday Peak Existing Traffic Volumes

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 840 79 10 867 24 26 Future Volume (Veh/h) 840 79 10 867 24 26 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 933 88 11 963 27 29 Pedestrians 1 4 11 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 0 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 151 pX, platoon unblocked 0.93 vC, conflicting volume 1032 1448 482 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1032 1330 482 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 80 95 cM capacity (veh/h) 674 134 529 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 466 466 88 11 482 482 56 Volume Left 0 0 0 11 0 0 27 Volume Right 0 0 88 0 0 0 29 cSH 1700 1700 1700 674 1700 1700 219 Volume to Capacity 0.27 0.27 0.05 0.02 0.28 0.28 0.26 Queue Length 95th (m) 0.0 0.0 0.0 0.4 0.0 0.0 7.5 Control Delay (s) 0.0 0.0 0.0 10.4 0.0 0.0 27.0 Lane LOS BD Approach Delay (s) 0.0 0.1 27.0 Approach LOS D Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 9: Carbrooke & Carbrooke Street Access 420 Hazeldean Road Saturday Peak Existing Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 109 50 28 121 154 66 Future Volume (Veh/h) 109 50 28 121 154 66 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 121 56 31 134 171 73 Pedestrians 2 2 1 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 78 pX, platoon unblocked vC, conflicting volume 406 212 246 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 406 212 246 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 79 93 98 cM capacity (veh/h) 589 831 1329 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 177 165 244 Volume Left 121 31 0 Volume Right 56 0 73 cSH 648 1329 1700 Volume to Capacity 0.27 0.02 0.14 Queue Length 95th (m) 8.4 0.5 0.0 Control Delay (s) 12.6 1.6 0.0 Lane LOS B A Approach Delay (s) 12.6 1.6 0.0 Approach LOS B Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road PM Peak Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 670 119 136 918 70 148 41 90 55 34 50 Future Volume (vph) 81 670 119 136 918 70 148 41 90 55 34 50 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 50.0 0.0 100.0 0.0 20.0 0.0 15.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.96 0.99 1.00 0.99 0.98 0.99 0.98 Frt 0.850 0.989 0.897 0.911 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1547 1729 4850 0 1679 1593 0 1616 1517 0 Flt Permitted 0.278 0.336 0.702 0.656 Satd. Flow (perm) 496 3390 1486 608 4850 0 1226 1593 0 1105 1517 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 119 17 90 50 Link Speed (k/h) 60 60 50 50 Link Distance (m) 83.1 219.8 78.4 148.6 Travel Time (s) 5.0 13.2 5.6 10.7 Confl. Peds. (#/hr) 1 8 8 1 13 12 12 13 Confl. Bikes (#/hr) 1 3 3 8 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% 2% 0% 0% 1% 3% 3% 0% 1% 7% 18% 0% Adj. Flow (vph) 81 670 119 136 918 70 148 41 90 55 34 50 Shared Lane Traffic (%) Lane Group Flow (vph) 81 670 119 136 988 0 148 131 0 55 84 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 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 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 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 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 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 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 pm+pt NA Perm NA Perm NA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 4 Detector Phase 2 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 31.2 31.2 31.2 11.1 31.2 43.2 43.2 43.2 43.2 Total Split (s) 62.0 62.0 62.0 14.0 76.0 44.0 44.0 44.0 44.0 Total Split (%) 51.7% 51.7% 51.7% 11.7% 63.3% 36.7% 36.7% 36.7% 36.7% Maximum Green (s) 55.8 55.8 55.8 7.9 69.8 36.8 36.8 36.8 36.8 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road PM Peak Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 2.5 2.5 2.5 2.4 2.5 4.2 4.2 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 6.1 6.2 7.2 7.2 7.2 7.2 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? 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 Recall Mode C-Max C-Max C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Pedestrian Calls (#/hr) 4 4 4 4 6 6 6 6 Act Effct Green (s) 71.1 71.1 71.1 85.3 85.2 21.4 21.4 21.4 21.4 Actuated g/C Ratio 0.59 0.59 0.59 0.71 0.71 0.18 0.18 0.18 0.18 v/c Ratio 0.28 0.33 0.13 0.27 0.29 0.68 0.37 0.28 0.27 Control Delay 18.5 14.5 3.2 8.4 7.4 59.8 16.6 42.7 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.5 14.5 3.2 8.4 7.4 59.8 16.6 42.7 19.6 LOS B B A A A E B D B Approach Delay 13.3 7.5 39.5 28.7 Approach LOS B A D C 90th %ile Green (s) 55.8 55.8 55.8 8.7 70.6 36.0 36.0 36.0 36.0 90th %ile Term Code Coord Coord Coord Max Coord Ped Ped Ped Ped 70th %ile Green (s) 67.8 67.8 67.8 9.4 83.3 23.3 23.3 23.3 23.3 70th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 50th %ile Green (s) 72.3 72.3 72.3 8.3 86.7 19.9 19.9 19.9 19.9 50th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 30th %ile Green (s) 76.8 76.8 76.8 7.3 90.2 16.4 16.4 16.4 16.4 30th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 10th %ile Green (s) 82.8 82.8 82.8 6.2 95.1 11.5 11.5 11.5 11.5 10th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold Stops (vph) 44 338 12 44 343 134 38 45 31 Fuel Used(l) 4 27 2 5 36 11 4 4 3 CO Emissions (g/hr) 68 506 42 91 661 203 65 67 59 NOx Emissions (g/hr) 13 98 8 18 128 39 13 13 11 VOC Emissions (g/hr) 16 117 10 21 153 47 15 15 13 Dilemma Vehicles (#) 0 28 0 0 41 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Carbrooke/Irwin Gate & Hazeldean

Rochelle Fortier, Novatech Synchro 10 Report 7: Hazeldean Road Access & Hazeldean 420 Hazeldean Road PM Peak Background Traffic Volumes

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 924 67 25 1429 31 27 Future Volume (Veh/h) 924 67 25 1429 31 27 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) 924 67 25 1429 31 27 Pedestrians 3 9 3 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 151 pX, platoon unblocked 0.91 vC, conflicting volume 994 1694 474 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 994 1570 474 tC, single (s) 4.1 6.9 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 65 95 cM capacity (veh/h) 690 88 536 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 462 462 67 25 714 714 58 Volume Left 0 0 0 25 0 0 31 Volume Right 0 0 67 0 0 0 27 cSH 1700 1700 1700 690 1700 1700 144 Volume to Capacity 0.27 0.27 0.04 0.04 0.42 0.42 0.40 Queue Length 95th (m) 0.0 0.0 0.0 0.9 0.0 0.0 13.3 Control Delay (s) 0.0 0.0 0.0 10.4 0.0 0.0 46.0 Lane LOS BE Approach Delay (s) 0.0 0.2 46.0 Approach LOS E Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 9: Carbrooke & Carbrooke Street Access 420 Hazeldean Road PM Peak Background Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 77 54 31 168 207 84 Future Volume (Veh/h) 77 54 31 168 207 84 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) 77 54 31 168 207 84 Pedestrians 4 1 Lane Width (m) 3.7 3.7 Walking Speed (m/s) 1.1 1.1 Percent Blockage 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 78 pX, platoon unblocked 0.99 0.99 0.99 vC, conflicting volume 484 253 295 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 469 235 277 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 93 98 cM capacity (veh/h) 532 795 1274 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 131 199 291 Volume Left 77 31 0 Volume Right 54 0 84 cSH 616 1274 1700 Volume to Capacity 0.21 0.02 0.17 Queue Length 95th (m) 6.1 0.6 0.0 Control Delay (s) 12.4 1.4 0.0 Lane LOS B A Approach Delay (s) 12.4 1.4 0.0 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road Saturday Peak Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 731 98 82 760 39 113 50 75 59 37 68 Future Volume (vph) 92 731 98 82 760 39 113 50 75 59 37 68 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 50.0 0.0 100.0 0.0 20.0 0.0 15.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 1.00 1.00 0.99 0.99 0.99 0.99 Frt 0.850 0.993 0.910 0.903 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 3424 1547 1729 4881 0 1729 1636 0 1729 1623 0 Flt Permitted 0.338 0.314 0.689 0.677 Satd. Flow (perm) 614 3424 1498 570 4881 0 1247 1636 0 1225 1623 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 102 11 74 68 Link Speed (k/h) 60 60 50 50 Link Distance (m) 83.1 219.8 78.4 148.6 Travel Time (s) 5.0 13.2 5.6 10.7 Confl. Peds. (#/hr) 3 5 5 3 7 8 8 7 Confl. Bikes (#/hr) 1 1 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 Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 92 731 98 82 760 39 113 50 75 59 37 68 Shared Lane Traffic (%) Lane Group Flow (vph) 92 731 98 82 799 0 113 125 0 59 105 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 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 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 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 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 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 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 pm+pt NA Perm NA Perm NA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 4 Detector Phase 2 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 31.2 31.2 31.2 11.1 31.2 43.2 43.2 43.2 43.2 Total Split (s) 54.0 54.0 54.0 12.0 66.0 44.0 44.0 44.0 44.0 Total Split (%) 49.1% 49.1% 49.1% 10.9% 60.0% 40.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.8 47.8 47.8 5.9 59.8 36.8 36.8 36.8 36.8 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road Saturday Peak Background Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 2.5 2.5 2.5 2.4 2.5 4.2 4.2 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 6.1 6.2 7.2 7.2 7.2 7.2 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? 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 Recall Mode C-Max C-Max C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Pedestrian Calls (#/hr) 2 2 2 2 4 4 4 4 Act Effct Green (s) 67.8 67.8 67.8 78.3 78.2 18.4 18.4 18.4 18.4 Actuated g/C Ratio 0.62 0.62 0.62 0.71 0.71 0.17 0.17 0.17 0.17 v/c Ratio 0.24 0.35 0.10 0.17 0.23 0.54 0.37 0.29 0.32 Control Delay 16.0 13.2 3.3 7.7 6.8 49.3 19.1 40.1 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 13.2 3.3 7.7 6.8 49.3 19.1 40.1 16.9 LOS B B A A A D B D B Approach Delay 12.4 6.8 33.4 25.2 Approach LOS B A C C 90th %ile Green (s) 47.8 47.8 47.8 6.7 60.6 36.0 36.0 36.0 36.0 90th %ile Term Code Coord Coord Coord Max Coord Ped Ped Ped Ped 70th %ile Green (s) 64.7 64.7 64.7 7.6 78.4 18.2 18.2 18.2 18.2 70th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 50th %ile Green (s) 68.2 68.2 68.2 6.9 81.2 15.4 15.4 15.4 15.4 50th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 30th %ile Green (s) 71.7 71.7 71.7 6.3 84.1 12.5 12.5 12.5 12.5 30th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 10th %ile Green (s) 86.6 86.6 86.6 0.0 86.6 10.0 10.0 10.0 10.0 10th %ile Term Code Coord Coord Coord Skip Coord Min Min Min Min Stops (vph) 50 361 10 27 265 98 46 47 35 Fuel Used(l) 4 29 2 3 28 7 4 4 4 CO Emissions (g/hr) 74 534 35 54 520 136 71 69 68 NOx Emissions (g/hr) 14 103 7 10 100 26 14 13 13 VOC Emissions (g/hr) 17 123 8 13 120 31 16 16 16 Dilemma Vehicles (#) 0 33 0 0 36 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 34 (31%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Carbrooke/Irwin Gate & Hazeldean

Rochelle Fortier, Novatech Synchro 10 Report 7: Hazeldean Road Access & Hazeldean 420 Hazeldean Road Saturday Peak Background Traffic Volumes

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 880 79 10 927 24 26 Future Volume (Veh/h) 880 79 10 927 24 26 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) 880 79 10 927 24 26 Pedestrians 1 4 11 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 0 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 151 pX, platoon unblocked 0.93 vC, conflicting volume 970 1376 455 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 970 1259 455 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 84 95 cM capacity (veh/h) 711 150 550 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 440 440 79 10 464 464 50 Volume Left 0 0 0 10 0 0 24 Volume Right 0 0 79 0 0 0 26 cSH 1700 1700 1700 711 1700 1700 242 Volume to Capacity 0.26 0.26 0.05 0.01 0.27 0.27 0.21 Queue Length 95th (m) 0.0 0.0 0.0 0.3 0.0 0.0 5.8 Control Delay (s) 0.0 0.0 0.0 10.1 0.0 0.0 23.7 Lane LOS BC Approach Delay (s) 0.0 0.1 23.7 Approach LOS C Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 9: Carbrooke & Carbrooke Street Access 420 Hazeldean Road Saturday Peak Background Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 109 50 28 121 154 66 Future Volume (Veh/h) 109 50 28 121 154 66 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) 109 50 28 121 154 66 Pedestrians 2 2 1 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 78 pX, platoon unblocked vC, conflicting volume 367 191 222 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 367 191 222 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 82 94 98 cM capacity (veh/h) 622 853 1356 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 159 149 220 Volume Left 109 28 0 Volume Right 50 0 66 cSH 680 1356 1700 Volume to Capacity 0.23 0.02 0.13 Queue Length 95th (m) 6.9 0.5 0.0 Control Delay (s) 11.9 1.6 0.0 Lane LOS B A Approach Delay (s) 11.9 1.6 0.0 Approach LOS B Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road PM Peak Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 81 672 119 140 919 70 152 42 94 55 36 50 Future Volume (vph) 81 672 119 140 919 70 152 42 94 55 36 50 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 50.0 0.0 100.0 0.0 20.0 0.0 15.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.96 0.99 1.00 0.99 0.98 0.99 0.98 Frt 0.850 0.989 0.896 0.913 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1695 3390 1547 1729 4850 0 1679 1591 0 1616 1518 0 Flt Permitted 0.277 0.335 0.701 0.644 Satd. Flow (perm) 494 3390 1486 607 4850 0 1224 1591 0 1085 1518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 119 17 94 50 Link Speed (k/h) 60 60 50 50 Link Distance (m) 83.1 219.8 78.4 148.6 Travel Time (s) 5.0 13.2 5.6 10.7 Confl. Peds. (#/hr) 1 8 8 1 13 12 12 13 Confl. Bikes (#/hr) 1 3 3 8 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% 2% 0% 0% 1% 3% 3% 0% 1% 7% 18% 0% Adj. Flow (vph) 81 672 119 140 919 70 152 42 94 55 36 50 Shared Lane Traffic (%) Lane Group Flow (vph) 81 672 119 140 989 0 152 136 0 55 86 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 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 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 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 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 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 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 pm+pt NA Perm NA Perm NA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 4 Detector Phase 2 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 31.2 31.2 31.2 11.1 31.2 43.2 43.2 43.2 43.2 Total Split (s) 62.0 62.0 62.0 14.0 76.0 44.0 44.0 44.0 44.0 Total Split (%) 51.7% 51.7% 51.7% 11.7% 63.3% 36.7% 36.7% 36.7% 36.7% Maximum Green (s) 55.8 55.8 55.8 7.9 69.8 36.8 36.8 36.8 36.8 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road PM Peak Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 2.5 2.5 2.5 2.4 2.5 4.2 4.2 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 6.1 6.2 7.2 7.2 7.2 7.2 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? 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 Recall Mode C-Max C-Max C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Pedestrian Calls (#/hr) 4 4 4 4 6 6 6 6 Act Effct Green (s) 70.7 70.7 70.7 85.0 84.9 21.7 21.7 21.7 21.7 Actuated g/C Ratio 0.59 0.59 0.59 0.71 0.71 0.18 0.18 0.18 0.18 v/c Ratio 0.28 0.34 0.13 0.28 0.29 0.69 0.37 0.28 0.27 Control Delay 18.7 14.7 3.3 8.5 7.5 60.1 16.4 42.6 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.7 14.7 3.3 8.5 7.5 60.1 16.4 42.6 19.9 LOS B B A A A E B D B Approach Delay 13.5 7.6 39.5 28.8 Approach LOS B A D C 90th %ile Green (s) 55.8 55.8 55.8 8.7 70.6 36.0 36.0 36.0 36.0 90th %ile Term Code Coord Coord Coord Max Coord Ped Ped Ped Ped 70th %ile Green (s) 67.1 67.1 67.1 9.6 82.8 23.8 23.8 23.8 23.8 70th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 50th %ile Green (s) 71.8 71.8 71.8 8.4 86.3 20.3 20.3 20.3 20.3 50th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 30th %ile Green (s) 76.2 76.2 76.2 7.4 89.7 16.9 16.9 16.9 16.9 30th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 10th %ile Green (s) 82.5 82.5 82.5 6.3 94.9 11.7 11.7 11.7 11.7 10th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold Stops (vph) 44 342 12 46 345 137 40 45 33 Fuel Used(l) 4 28 2 5 36 11 4 4 3 CO Emissions (g/hr) 68 512 42 94 665 209 68 67 61 NOx Emissions (g/hr) 13 99 8 18 128 40 13 13 12 VOC Emissions (g/hr) 16 118 10 22 153 48 16 15 14 Dilemma Vehicles (#) 0 28 0 0 41 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 60 (50%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Carbrooke/Irwin Gate & Hazeldean

Rochelle Fortier, Novatech Synchro 10 Report 7: Hazeldean Road Access & Hazeldean 420 Hazeldean Road PM Peak Total Traffic Volumes

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 919 78 31 1428 38 34 Future Volume (Veh/h) 919 78 31 1428 38 34 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) 919 78 31 1428 38 34 Pedestrians 3 9 3 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 151 pX, platoon unblocked 0.91 vC, conflicting volume 1000 1701 472 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1000 1577 472 tC, single (s) 4.1 6.9 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 95 56 94 cM capacity (veh/h) 686 86 538 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 460 460 78 31 714 714 72 Volume Left 0 0 0 31 0 0 38 Volume Right 0 0 78 0 0 0 34 cSH 1700 1700 1700 686 1700 1700 143 Volume to Capacity 0.27 0.27 0.05 0.05 0.42 0.42 0.50 Queue Length 95th (m) 0.0 0.0 0.0 1.1 0.0 0.0 18.3 Control Delay (s) 0.0 0.0 0.0 10.5 0.0 0.0 53.5 Lane LOS BF Approach Delay (s) 0.0 0.2 53.5 Approach LOS F Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 9: Carbrooke & Carbrooke Street Access 420 Hazeldean Road PM Peak Total Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 86 56 33 167 208 91 Future Volume (Veh/h) 86 56 33 167 208 91 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) 86 56 33 167 208 91 Pedestrians 4 1 Lane Width (m) 3.7 3.7 Walking Speed (m/s) 1.1 1.1 Percent Blockage 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 78 pX, platoon unblocked 0.98 0.98 0.98 vC, conflicting volume 492 258 303 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 475 237 284 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 84 93 97 cM capacity (veh/h) 526 791 1265 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 142 200 299 Volume Left 86 33 0 Volume Right 56 0 91 cSH 606 1265 1700 Volume to Capacity 0.23 0.03 0.18 Queue Length 95th (m) 6.9 0.6 0.0 Control Delay (s) 12.7 1.5 0.0 Lane LOS B A Approach Delay (s) 12.7 1.5 0.0 Approach LOS B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road Saturday Peak Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 733 98 86 761 39 116 51 78 59 39 68 Future Volume (vph) 92 733 98 86 761 39 116 51 78 59 39 68 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 50.0 0.0 100.0 0.0 20.0 0.0 15.0 0.0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 1.00 1.00 0.99 0.99 0.99 0.99 Frt 0.850 0.993 0.909 0.905 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1729 3424 1547 1729 4881 0 1729 1635 0 1729 1627 0 Flt Permitted 0.337 0.312 0.688 0.674 Satd. Flow (perm) 612 3424 1498 566 4881 0 1245 1635 0 1219 1627 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 102 11 75 68 Link Speed (k/h) 60 60 50 50 Link Distance (m) 83.1 219.8 78.4 148.6 Travel Time (s) 5.0 13.2 5.6 10.7 Confl. Peds. (#/hr) 3 5 5 3 7 8 8 7 Confl. Bikes (#/hr) 1 1 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 Heavy Vehicles (%) 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 92 733 98 86 761 39 116 51 78 59 39 68 Shared Lane Traffic (%) Lane Group Flow (vph) 92 733 98 86 800 0 116 129 0 59 107 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 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 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (m) 6.1 30.5 6.1 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 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 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 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 pm+pt NA Perm NA Perm NA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 8 4 4 Detector Phase 2 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 31.2 31.2 31.2 11.1 31.2 43.2 43.2 43.2 43.2 Total Split (s) 54.0 54.0 54.0 12.0 66.0 44.0 44.0 44.0 44.0 Total Split (%) 49.1% 49.1% 49.1% 10.9% 60.0% 40.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.8 47.8 47.8 5.9 59.8 36.8 36.8 36.8 36.8 Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.0 3.0 3.0 3.0

Rochelle Fortier, Novatech Synchro 10 Report 3: Carbrooke/Irwin Gate & Hazeldean 420 Hazeldean Road Saturday Peak Total Traffic Volumes

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 2.5 2.5 2.5 2.4 2.5 4.2 4.2 4.2 4.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.2 6.2 6.2 6.1 6.2 7.2 7.2 7.2 7.2 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? 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 Recall Mode C-Max C-Max C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 9.0 9.0 9.0 9.0 Flash Dont Walk (s) 18.0 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Pedestrian Calls (#/hr) 2 2 2 2 4 4 4 4 Act Effct Green (s) 67.6 67.6 67.6 78.1 78.0 18.6 18.6 18.6 18.6 Actuated g/C Ratio 0.61 0.61 0.61 0.71 0.71 0.17 0.17 0.17 0.17 v/c Ratio 0.25 0.35 0.10 0.18 0.23 0.55 0.38 0.29 0.32 Control Delay 16.1 13.3 3.3 7.8 6.8 49.6 19.4 39.9 17.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 13.3 3.3 7.8 6.8 49.6 19.4 39.9 17.2 LOS B B A A A D B D B Approach Delay 12.6 6.9 33.7 25.3 Approach LOS B A C C 90th %ile Green (s) 47.8 47.8 47.8 6.7 60.6 36.0 36.0 36.0 36.0 90th %ile Term Code Coord Coord Coord Max Coord Ped Ped Ped Ped 70th %ile Green (s) 64.3 64.3 64.3 7.7 78.1 18.5 18.5 18.5 18.5 70th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 50th %ile Green (s) 67.8 67.8 67.8 7.0 80.9 15.7 15.7 15.7 15.7 50th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 30th %ile Green (s) 71.3 71.3 71.3 6.4 83.8 12.8 12.8 12.8 12.8 30th %ile Term Code Coord Coord Coord Gap Coord Gap Gap Hold Hold 10th %ile Green (s) 86.6 86.6 86.6 0.0 86.6 10.0 10.0 10.0 10.0 10th %ile Term Code Coord Coord Coord Skip Coord Min Min Min Min Stops (vph) 50 364 10 28 267 100 47 47 36 Fuel Used(l) 4 29 2 3 28 8 4 4 4 CO Emissions (g/hr) 74 538 35 57 522 140 73 69 69 NOx Emissions (g/hr) 14 104 7 11 101 27 14 13 13 VOC Emissions (g/hr) 17 124 8 13 120 32 17 16 16 Dilemma Vehicles (#) 0 33 0 0 36 0 0 0 0 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 34 (31%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 3: Carbrooke/Irwin Gate & Hazeldean

Rochelle Fortier, Novatech Synchro 10 Report 7: Hazeldean Road Access & Hazeldean 420 Hazeldean Road Saturday Peak Total Traffic Volumes

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 875 89 16 925 31 33 Future Volume (Veh/h) 875 89 16 925 31 33 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) 875 89 16 925 31 33 Pedestrians 1 4 11 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 0 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 151 pX, platoon unblocked 0.93 vC, conflicting volume 975 1382 452 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 975 1265 452 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 79 94 cM capacity (veh/h) 708 148 552 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 438 438 89 16 462 462 64 Volume Left 0 0 0 16 0 0 31 Volume Right 0 0 89 0 0 0 33 cSH 1700 1700 1700 708 1700 1700 237 Volume to Capacity 0.26 0.26 0.05 0.02 0.27 0.27 0.27 Queue Length 95th (m) 0.0 0.0 0.0 0.5 0.0 0.0 8.0 Control Delay (s) 0.0 0.0 0.0 10.2 0.0 0.0 25.7 Lane LOS BD Approach Delay (s) 0.0 0.2 25.7 Approach LOS D Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report 9: Carbrooke & Carbrooke Street Access 420 Hazeldean Road Saturday Peak Total Traffic Volumes

Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 118 52 30 120 153 72 Future Volume (Veh/h) 118 52 30 120 153 72 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) 118 52 30 120 153 72 Pedestrians 2 2 1 Lane Width (m) 3.7 3.7 3.7 Walking Speed (m/s) 1.1 1.1 1.1 Percent Blockage 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (m) 78 pX, platoon unblocked vC, conflicting volume 372 193 227 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 372 193 227 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 81 94 98 cM capacity (veh/h) 617 850 1351 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 170 150 225 Volume Left 118 30 0 Volume Right 52 0 72 cSH 673 1351 1700 Volume to Capacity 0.25 0.02 0.13 Queue Length 95th (m) 7.6 0.5 0.0 Control Delay (s) 12.1 1.7 0.0 Lane LOS B A Approach Delay (s) 12.1 1.7 0.0 Approach LOS B Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15

Rochelle Fortier, Novatech Synchro 10 Report

APPENDIX K

Intersection MMLOS Analysis

Appendix K - Intersection MMLOS Analysis 420 Hazeldean Road

K.1 Pedestrian Level of Service (PLOS)

Exhibit 5 of the Addendum to the MMLOS guidelines has been used to evaluate the existing PLOS at the Hazeldean Road/Carbrooke Street intersection. Exhibit 22 of the MMLOS guidelines suggests a target PLOS C for Arterial Main Streets and all roadways within the General Urban Area. The results of the intersection PLOS are summarized in the following table.

Novatech

Appendix K - Intersection MMLOS Analysis 420 Hazeldean Road

PLOS Intersection Analysis

Novatech

Appendix K - Intersection MMLOS Analysis 420 Hazeldean Road

K.2 Bicycle Level of Service (BLOS) Exhibit 12 of the MMLOS guidelines has been used to evaluate the existing BLOS at the Hazeldean Road/Carbrooke Street intersection. Exhibit 22 of the MMLOS guidelines suggests a target BLOS C for Spine Routes along Arterial Main Streets (Hazeldean Road). The results of the intersection PLOS are summarized in the following table.

BLOS Intersection Analysis Bikeway Approach Criteria Travel Lanes and/or Speed BLOS Facility Type Hazeldean Road/Carbrooke Street Right Turn Lane Shared Through/Right Turn A Characteristics Lane North Approach Mixed Traffic Left Turn One Lane Crossed, 50km/h D Accommodation Right Turn Lane Shared Through/Right Turn A Characteristics Lane South Approach Mixed Traffic Left Turn One Lane Crossed, 50km/h D Accommodation Right Turn Lane Shared Through/Right Turn A Characteristics Lane East Approach Mixed Traffic Left Turn Two or More Lanes Crossed, F Accommodation 70km/h Right Turn Lane Right Turn Lane Longer Than F Characteristics 50m West Approach Mixed Traffic Left Turn Two Lanes Crossed, 70km/h F Accommodation

K.3 Transit Level of Service (TLOS) Exhibit 16 of the MMLOS guidelines has been used to evaluate the existing TLOS at the Hazeldean Road/Carbrooke Street intersection. Exhibit 22 of the MMLOS guidelines suggests a target TLOS D for Transit Priority Corridors with Isolated Measures along Arterial Main Streets (Hazeldean Road). There is no target for Carbrooke Street, and as such it has not been evaluated in terms of TLOS. The results of the intersection TLOS are summarized in the following table.

TLOS Intersection Analysis Approach Delay1 TLOS Hazeldean Road/Carbrooke Street

East Approach 14.4 C

West Approach 8.1 B

1. Delay based on outputs from Synchro analysis

Novatech

Appendix K - Intersection MMLOS Analysis 420 Hazeldean Road

K.4 Truck Level of Service (TkLOS) Exhibit 21 of the MMLOS guidelines has been used to evaluate the existing TkLOS at the Hazeldean Road/Carbrooke Street intersection. Exhibit 22 of the MMLOS guidelines suggests a target TkLOS D for Truck Routes along Arterial Main Streets (Hazeldean Road). There is no target for Carbrooke Street. The results of the intersection TkLOS are summarized in the following table.

TkLOS Intersection Analysis Number of Receiving Effective Corner Approach Lanes on Departure LOS Radius from Intersection Hazeldean Road/Carbrooke Street North >15m More Than One A South >15m More Than One A

East >15m One C

West >15m One C

K.5 Vehicular Level of Service (AutoLOS) The MMLOS guidelines has been used to evaluate the existing AutoLOS at the Hazeldean Road/Carbrooke Street intersection. Exhibit 22 of the MMLOS guidelines suggests a target AutoLOS D for Arterial Main Streets (Hazeldean Road) and all roadways within the General Urban Area. Detailed Synchro reports are included in Appendix J. The results of the intersection TLOS are summarized in the following table.

Auto LOS Intersection Analysis – Existing

Approach PM Peak SAT Peak Intersection V/C V/C LOS Mvmt LOS Mvmt Ratio Ratio North Approach 0.31 A SBL 0.34 A SBT/R

Hazeldean South Approach 0.72 C NBL 0.59 A NBL Road/Carbrooke Street East Approach 0.32 A WBL 0.24 A WBT/R

West Approach 0.37 A EBT 0.37 A EBT

K.6 Intersection MMLOS Summary A summary of the results of the intersection MMLOS analysis for the Hazeldean Road/Carbrooke Street intersection are provided in the following table.

Novatech

Appendix K - Intersection MMLOS Analysis 420 Hazeldean Road

Intersection MMLOS Summary Hazeldean Road/Carbrooke Street Intersection North South East West Island Refuge No No No No Lanes Crossed 6 8 9 10 Permissive or Conflicting Left Turns Permissive Permissive Permissive Protected Permissive or Permissive or Permissive or Permissive or Conflicting Right Turns Yield Yield Yield Yield Right Turn on Red Allowed Allowed Allowed Allowed Ped Leading Interval No No No No

Parallel Radius >15m to 25m >15m to 25m >15m to 25m >15m to 25m Conventional No Right Turn No Right Turn No Right Turn Parallel Channel Without Receiving Channel Channel Channel Lane Perpendicular Radius N/A N/A N/A >15m to 25m Pedestrian Conventional Perpendicular Channel N/A N/A N/A Without Receiving Lane Crosswalk Type Standard Standard Standard Standard PETSI Score 18 -10 -31 -55 Delay Score 29.2 29.2 50.6 50.6 F F F F Level of Service F Target C Type of Bikeway Mixed Traffic Mixed Traffic Mixed Traffic Mixed Traffic Turning Speed <25km/h <25km/h <25km/h <25km/h Right Turn Storage No No No >50m Dual Right Turn Lanes No No No No Shared Through-Right Yes Yes Yes No Lane Bike Box No No No No Lanes Crossed for Left

Cyclist One One Two or More Two Turns Dual Left Turn Lanes No No No No Approach Speed 50km/h 50km/h 70km/h 70km/h D D F F Level of Service F Target C

Average Signal Delay 14.4 8.1 - - C B Level of Service C Transit Target D Turning Radius >15m >15m >15m >15m Receiving Lanes More Than One More Than One One One A A C C Level of Service Truck C Target - Volume to Capacity 0.34 0.72 0.32 0.37 Ratio A C A A

Auto Level of Service C Target D

Novatech