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TRAFFIC IMPACT STUDY, PARKING REVIEW & SITE

CIRCULATION REVIEW

Proposed Mixed-Use Building 157 Cross Avenue Oakville, Ontario

Prepared for API Development Consultants Inc. January 2019

January 24, 2019 c/o Mr. Darius Saplys Jr. Associate – Asset & Marketing Director API Development Consultants Inc. 1282 Cornwall Road Oakville, ON L6J 7W5

Re: 157 Cross Avenue, Town of Oakville, ON, Proposed Mixed-Use Building, Traffic Impact and Site Circulation Review

TRANS-PLAN is pleased to submit this Traffic Impact Study and Site Circulation Review in support of the proposed mixed-use building to be located at 157 Cross Avenue in the Town of Oakville.

Our traffic impact study includes two scenarios, Scenario 1 analyzes the impacts of the site when utilizing the existing shared site access and Scenario 2 analyzes the access when connected to the future local roadway. Our analysis found that the site access of the subject site is expected to operate acceptably in the future for both scenarios. Overall, with some minor signal timing adjustments, the study area intersections are operating similarly to the existing conditions with some increase in delay along Trafalgar Road. As per correspondence with Town of Oakville and Halton Region staff, there are multiple roadway and transit improvements proposed in the future as per the Livable Oakville Plan, however, the timing and phasing of the improvements have not been confirmed. The transportation improvements are expected to improve the overall traffic delays within the study area and reduce auto usage to and from the site.

Our parking review findings indicate that the proposed parking supply is slightly short of the Town of Oakville Zoning By-law for parking requirements by 37 spaces. However, transit is easily accessible to the site (opposite the street is the Oakville GO Station) and future transportation improvements within the Midtown Oakville will provide more incentive to utilize transit as oppose to driving a personal vehicle.

A Transportation Demand Management (TDM) plan has been prepared, outlining the measures promoting awareness for alternative travel choices to and from the site. A site circulation review was conducted and includes site circulation for waste collection vehicles, and loading vehicles.

Sincerely,

Anil Seegobin, P.Eng. Tyrone Dollano Partner, Engineer Traffic Analyst Trans-Plan Transportat ion Inc. Transportat ion Consul tants

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Table of Contents

Transmittal Letter

Table of Contents

1. INTRODUCTION ................................................................................................................................... 1

2. SITE LOCATION ................................................................................................................................... 2

3. PROPOSED DEVELOPMENT .............................................................................................................. 2

4. EXISTING CONDITIONS ....................................................................................................................... 3

4.1 Road Network .............................................................................................................................. 3

4.2 Traffic Counts .............................................................................................................................. 3

4.3 Transit Service ............................................................................................................................ 4

4.4 Active Transportation .................................................................................................................. 5

5. FUTURE BACKGROUND CONDITIONS .............................................................................................. 5

5.1 Planned Roadway and Transit Improvements ............................................................................. 5

5.2 Background Growth Rate ............................................................................................................ 6

5.3 Planned Background Developments ........................................................................................... 6

5.4 Horizon Years and Traffic Analysis Scenarios ............................................................................. 7

5.5 Removal of Existing Site Trips ..................................................................................................... 8

6. SITE TRAFFIC ....................................................................................................................................... 8

6.1 Auto Trip Generation ................................................................................................................... 8

6.2 Modal Split Trip Generation ......................................................................................................... 9

6.3 Auto Trip Distribution and Assignment ...................................................................................... 10

7. FUTURE TOTAL TRAFFIC CONDITIONS .......................................................................................... 11

8. CAPACITY AND VEHICLE QUEUING ANALYSIS .............................................................................. 11

9. PARKING REVIEW.............................................................................................................................. 19

10. TRANSPORTATION DEMAND MANAGEMENT PLAN ...................................................................... 19

11. SITE CIRCULATION REVIEW ............................................................................................................ 21

12. CONCLUSIONS .................................................................................................................................. 22

Appendix A – Turning Movement Counts and Signal Timing Plans

Appendix B – Background Traffic Information

Appendix C – Transportation Tomorrow Survey Data

Appendix D – Capacity Analysis Sheets

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Appendix E – Level of Service Definitions

Appendix F – Town of Oakville By-law Excerpts

List of Tables

Table 1 – Details of Proposed Land Uses of the Building .............................................................................. 2

Table 2 – Intersection Turning Movement Count Details ............................................................................... 4

Table 3 - Background Developments in the Study Area ................................................................................ 7

Table 4 – Site Trip Generation ....................................................................................................................... 9

Table 5 - Modal Trip Generation .................................................................................................................. 10

Table 6 – Percent Site Trip Distribution ....................................................................................................... 10

Table 7A – 2023 Capacity Analysis Results, Scenario 1 ............................................................................. 15

Table 7B – 2023 Capacity Analysis Results, Scenario 1 ............................................................................. 16

Table 8A – 2023 Capacity Analysis Results, Scenario 2 ............................................................................. 17

Table 8B – 2023 Capacity Analysis Results, Scenario 2 ............................................................................. 18

Table 9 – Parking Requirements and Supply .............................................................................................. 19

Table 10 - Bicycle Parking Requirements .................................................................................................... 21

List of Figures

Figure 1 – Site Location ............................................................................................................................... 24

Figure 2 – Site Plan ..................................................................................................................................... 25

Figure 3 – Existing Study Area Roadway Characteristics ............................................................................ 26

Figure 4 – Existing Traffic Volumes, Weekday AM and PM Peak Hours ..................................................... 27

Figure 5 – Study Area Transit Service, Oakville Transit .............................................................................. 28

Figure 6 – Study Area Transit Service, GO Transit ...................................................................................... 29

Figure 7 – Future Roadway Characteristics, Scenario 2 .............................................................................. 30

Figure 8 – 2023 Background Traffic Volumes, Weekday AM and PM Peak Hours, Scenario 1 ................... 31

Figure 9 – 2023 Background Traffic Volumes, Weekday AM and PM Peak Hours, Scenario 2 ................... 32

Figure 10 – Site Traffic Volumes, Weekday AM and PM Peak Hours, Scenario 1 ...................................... 33

Figure 11 – Site Traffic Volumes, Weekday AM and PM Peak Hours, Scenario 2 ...................................... 34

Figure 12 – Pass-by Trip Volume Adjustments, Weekday AM and PM Peak Hours, Scenario 1 ................. 35

Figure 13 – Pass-by Trip Volume Adjustments, Weekday AM and PM Peak Hours, Scenario 2 ................. 36

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Figure 14 – 2023 Total Traffic Volumes, Weekday AM and PM Peak Hours, Scenario 1 ............................ 37

Figure 15 – 2023 Total Traffic Volumes, Weekday AM and PM Peak Hours, Scenario 2 ............................ 38

Figure 16 – Loading Vehicle (MSU) Inbound – Existing Site Access Location ............................................ 39

Figure 17 – Loading Vehicle (MSU) Outbound – Existing Site Access Location .......................................... 40

Figure 18 – Loading Vehicle (MSU) Inbound – Future Site Access Location .............................................. 41

Figure 19 – Loading Vehicle (MSU) Outbound – Future Site Access Location ............................................ 42

Figure 20 – Waste Collection Vehicle Inbound – Existing Site Access Location .......................................... 43

Figure 21 – Waste Collection Vehicle Outbound – Existing Site Access Location ....................................... 44

Figure 22 – Waste Collection Vehicle Inbound – Future Site Access Location ............................................ 45

Figure 23 – Waste Collection Vehicle Outbound – Future Site Access Location ......................................... 46

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Traffic Impact Study, Parking Review and Site Circulation Review Proposed Mixed-Use Building

157 Cross Avenue, Oakville

1. INTRODUCTION

Trans-Plan has been retained by API Development Consultants Inc. to complete a Traffic Impact Study and Site Circulation Review for a proposed mixed-use building located at 157 Cross Avenue in the Town of Oakville. This assessment includes the following studies and tasks:

Traffic Impact Study

a review and assessment of the existing road network, including the existing available transit and active transportation within the study area

an assessment of boundary road operations under future background conditions, including a review of traffic growth, area developments and proposed transportation improvements in the study area

an assessment of the impact of site-generated traffic on the study area intersections and proposed boundary roadway connections under future traffic conditions

a review of the estimated modal split expected to be generated by the site

recommendations to mitigate any identified traffic impacts on the boundary roadways, resulting from the proposed development

an assessment of the site access on Cross Avenue and an assessment of the access on the future local roadway

Parking Review

a review of the site parking requirements for the proposed development based on the Town of Oakville Zoning By-law.

a review of existing and future transit and active transportation services within the study area

Transportation Demand Management Plan

a review of existing and future TDM opportunities near the study area

recommendations of various TDM measures for the site to encourage a reduction in single occupant auto vehicle trips

Site Circulation Review

a vehicle turning template review of loading / delivery truck and waste collection vehicles, demonstrating proper circulation within the site

Prior to commencing this study, Transportation Planning staff at the Town of Oakville and at the Halton Region were contacted to discuss the scope and methodology and were provided with a study Terms of Reference. Comments were received from the Halton Region and incorporated in our study. This report follows Halton Region’s Transportation Impact Study Guidelines, dated January 2015.

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2. SITE LOCATION

The site, shown in Figure 1, is municipally known as 157 Cross Avenue, Oakville. The lot is currently occupied by The Lighting Centre a lighting fixture store. Located immediately opposite to the site is 165 Cross Avenue, Oakville, which contains an existing three-storey office building. There is one access shared between 157 and 165 Cross Avenue, Oakville and it connects directly to Cross Avenue. The building of 157 Cross Avenue is to be demolished to allow for the construction of the proposed mixed-use building.

The site is within Midtown Oakville a designated urban growth centre and mobility hub. There are proposed road improvements and transit improvements to accommodate the planned growth in Midtown Oakville and is further discussed in section 5.1.

Surrounding land uses along Cross Avenue and Trafalgar Road are mainly low density commercial and office uses. At the west limit of the site is a large commercial plaza and at the north limit of the site is a vacant property. South of the site is a mobility hub with Oakville GO Station and the Oakville VIA Rail Station. North of the area is the Queen Elizabeth Way (QEW) / Highway 403 with an interchange located on Trafalgar Road.

3. PROPOSED DEVELOPMENT

The proposed site plan, prepared by API Developments Inc., is shown in Figure 2. The mixed-use building is proposed to contain residential, retail and office uses. The building is to have a podium with five floors, a 12-storey midrise component and a 26-storey tower. The allocation of the proposed land uses per floor is summarized in Table 1.

Table 1 – Details of Proposed Land Uses of the Building

Floor Level Land Use Description

Ground Floor Retail Uses 289 sq.m. of GFA

Level 2 Commercial / Office Uses 579 sq.m. of GFA

Levels 3 to 26 Residential Uses 87 units – one bedroom condominium units 165 units – two bedroom condominium unit 252 units total

The proposed development includes a total of 248 parking spaces, located within five levels of underground parking. Access to the ramp of the underground levels are located at the north side of the building. Loading spaces are provided at the north and south end of the building. A drop-off area is located on the east side of the building.

The existing shared access (shared with 165 Cross Avenue) is proposed to continue to be the access for the mixed-use building and for 165 Cross Avenue until the future local roadway improvements, as proposed within the Livable Oakville Plan, are implemented. The existing shared access will be decommissioned and reconstructed onto the future local roadway for both the proposed site and for 165 Cross Avenue. The access would run east-west, just north of the site, when the redevelopment of the Midtown Oakville is completed. Further discussion of the proposed roadway and transit improvements and overall redevelopment plan of the Midtown Oakville are discussed further in Section 5.1.

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4. EXISTING CONDITIONS

4.1 Road Network

The boundary roadways located in the study area are described as follows:

Cross Avenue / South Service Road is a minor arterial road under the jurisdiction of the Town of Oakville that generally runs in an east-west direction and briefly at a north-south direction to connect to Cornwall Road to the west of the area. The roadway has four travel lanes with two in each direction. The posted speed limit on Cross Avenue is 50 km/h.

Trafalgar Road is a major arterial road under the jurisdiction of Halton Region that generally runs in a north-south direction, with six lanes with three in each direction. The posted speed limit on Trafalgar Road is 50 km/h within the study area.

Cornwall Road is a multi-purpose arterial road under the jurisdiction of the Town of Oakville that generally runs in an east-west direction, with four travel lanes with two in each direction. The posted speed limit on Cornwall Road is 60 km/h.

Argus Road is a local roadway under the jurisdiction of the Town of Oakville that runs in a north-south direction near Cross Avenue and alternates to an east-west direction towards Trafalgar Road. The roadway has two travel lanes with one lane per direction. The assumed posted speed limit on Argus Road is 50 km/h.

Cross Avenue forms signalized intersections with the Oakville GO Station Accesses, Trafalgar Road and Cornwall Road. Trafalgar Road forms a signalized intersection with Cornwall Road. The existing roadway characteristics are provided in Figure 3.

4.2 Traffic Counts

To determine existing operating conditions in the study area, Trans-Plan requested intersection turning movement counts (TMCs) and signal timing plans from Halton Region and the Town of Oakville. Additionally, Trans-Plan conducted a site visit and traffic observations and conducted additional TMCs where counts were not readily available or current from the Region and Town’s database. Table 2 provides a summary of the count date, count hours and peak hours obtained for each intersection counted. Detailed TMC data and current signal timing plans provided by Peel Region are provided in Appendix A.

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Table 2 – Intersection Turning Movement Count Details

Intersection Source Count Date Count Hours Peak Hours

Trafalgar Road & Argus Road

Halton Region May 15, 2017 7:00am - 9:00am 3:00pm - 6:00pm

7:45am - 8:45am 5:00pm - 6:00pm

Trafalgar Road & Cross Avenue

Halton Region June 1, 2017 7:00am - 9:00am 3:00pm - 6:00pm

8:00am - 9:00am 5:00pm - 6:00pm

Trafalgar Road & Cornwall Road Halton Region June 1, 2017

7:00am - 9:00am 3:00pm - 6:00pm

8:00am - 9:00am 5:00pm - 6:00pm

Cross Avenue & Argus Road / Oakville

GO East Access

Town of Oakville

May 2, 2017 7:00am - 9:00am 3:00pm - 6:00pm

7:15am - 8:15am 5:00pm - 6:00pm

Cross Avenue & Oakville GO West

Access Trans-Plan November 6, 2018 7:00am - 9:30am

3:00pm - 6:00pm 7:15am - 8:15am 5:00pm - 6:00pm

Cross Avenue & Existing Site Access

Trans-Plan November 6, 2018 7:00am - 9:30am 3:00pm - 6:00pm

7:45am - 8:45am 5:00pm - 6:00pm

Cross Avenue & Lyons Lane / Plaza

Entrance Trans-Plan November 6, 2018

7:00am - 9:30am 3:00pm - 6:00pm

7:30am - 8:30am 5:00pm - 6:00pm

Cross Avenue & Cornwall Road

Trans-Plan November 6, 2018 7:00am - 9:30am 3:00pm - 6:00pm

7:45am - 8:45am 5:00pm - 6:00pm

The existing traffic volumes along the corridors were reviewed for consistency of upstream and downstream traffic volumes and increased appropriately, where required. The existing traffic volumes for the weekday AM and PM peak hours are shown in Figure 4.

4.3 Transit Service

The site is located adjacent to a transit hub connecting to the Oakville GO station, Oakville Transit and Oakville VIA Rail Station. Oakville transit connects transit riders throughout the Town of Oakville and connects to neighbouring municipalities including the City of Burlington and City of Mississauga. The GO Transit connects riders to other major cities and transit hubs such as Union Station in downtown Toronto. The Oakville VIA Rail train station connects commuters to other major cities within and outside the Greater Toronto and Hamilton Area (GTHA).

Oakville Transit

The Oakville Transit Bus Terminal services the following Oakville Transit routes:

Route 1 Trafalgar Route 4 Speers-Cornwall Route 5/5A Dundas Route 10 West Industrial Route 11 River Oaks Route 13 Westoak Trails

Route 18 Glen Abbey South Route 19 River Oaks Route 20 Northridge Route 24 South Common Route 26 Falgarwood Route 28 Glen Abbey North

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Route 14/14A Lakeshore West Route 15 Bridge Route 17 Kerr

Route 120 East Industrial Route 121 Southeast Industrial Route 190 River Oaks Express

The bus routes have headways that range from 15 minutes to 1 hour in both the weekday and weekend.

GO Transit

The Oakville GO Station provides both GO Rail service and GO Bus services at the station. The GO Rail line is a part of the Lakeshore West corridor (Route 1), which travels from the City of Hamilton to the City of Toronto. The Lakeshore West GO train converts to the Lakeshore East GO train (Route 90-91) after arriving at Union Station in downtown Toronto, which continues to the City of Oshawa. The GO Bus services at the site includes the bus routes 18, 20 and 46, which connects transit riders to the Town of Milton, City of Mississauga and York University.

Figure 5 and Figure 6 provides the Town of Oakville, and GO Transit bus and rail system maps.

4.4 Active Transportation

Pedestrians routes within the study area are mainly provided along the roadways with at least one sidewalk provided on one-side of the study area roadways. There are multi-use pathways near the Sixteen Mile Creek that connects to the Oakville / St. Mary’s Pioneer Cemetery and an underpass connecting pedestrians and cyclist to Sixth Line north of the QEW / 403 Highway. There are currently no bicycle lanes or signage provided within the study area roadways.

5. FUTURE BACKGROUND CONDITIONS

Future background traffic volumes were determined based on a review of planned developments, road improvements and future traffic volume growth in the study area. Planned roadway and transit improvements are also reviewed in this section.

5.1 Planned Roadway and Transit Improvements

As per discussion with Halton Region and the Town of Oakville staff, the subject site is located within Midtown Oakville and a number of redevelopment and transportation improvements are proposed in the future. Midtown Oakville is identified as an Urban Growth Centre within the Province of Ontario Places to Grow Growth Plan for the Golden Horseshoe (2017), dated May 2017. To conform to the Growth Plan, the Official Plan of Oakville, known as the Livable Oakville Plan, is to be amended with the Midtown Oakville and Transportation Network Updated OPA, dated August 22, 2017. The OPA builds upon the redevelopment and transportation improvements proposed in the Midtown Strategy that was conducted by the Town of Oakville in June 2014 and the Midtown Oakville Mobility Hub Study by Metrolinx, dated October 2012. A Midtown Oakville Municipal Class Environmental Assessment (EA) study was prepared by Cole Engineering for the Midtown Strategy, which proposes the long-term transportation and municipal stormwater improvements in Midtown Oakville to 2031 and beyond. The following roadway and transit improvements within the study area is summarized below:

Roadway Improvements

Cross Avenue is proposed to be extended and realigned from Lyons Lane to Chartwell Road as a multi-purpose arterial road

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The intersection of Trafalgar Road and Cross Avenue is proposed to have a dedicated southbound right turn lane, eastbound right turn lane, northbound right turn lane and one additional eastbound and westbound through lane.

Future local road networks are proposed which run parallel and perpendicular to Cross Avenue in the north and south of the roadway. The existing intersections along Cross Avenue between Trafalgar Road and Cornwall Road will be redesign and relocated to match the Cross Avenue Road Extension.

The intersection of Argus Road and Trafalgar Road is proposed to be shifted slightly to the south for the realignment of the eastbound QEW off-ramp and for the new eastbound QEW to Cross Avenue off-ramp. The right-in/right-out configuration is proposed to be maintained.

Transit Improvements

The bus loop of the Oakville GO station and Oakville Transit is proposed to be redeveloped to the east of Trafalgar Road in the future. In the interim, the current bus loop is to be reconstructed at the existing location to provide additional capacity for buses.

The existing Oakville GO Station and VIA Rail station is proposed to be extended east of Trafalgar Road with a portion of the existing GO Station parking lot to shift to the east as well.

Bus Rapid Transit (BRT) is proposed along Trafalgar Road from Cornwall Road to Highway 407 as proposed in the Region of Halton’s Bus Rapid Transit Study.

Active Transportation Improvements

Dedicated bicycle lanes are proposed along Cross Avenue and towards the road extension to the east.

The local roadways are proposed to provide sidewalk connections within their right-of-way.

The transportation improvements within the study area is expected to greatly improve the auto traffic demands within the area. The relocation of the bus loop and the rail extension of the Oakville Station to the east of Trafalgar Road is likely to evenly redistribute traffic between the east and west side of Trafalgar Road along Cross Avenue. The transit and active transportation improvements, such as the BRT and bicycle lanes provide an alternative mode of travel for commuters instead of driving.

Based on correspondence with Town of Oakville and Halton Region staff, the timing and implementation for the improvements are not confirmed and are likely to occur closer to 2031 and beyond. Excerpts of the EA study preliminary design conducted by Cole Engineering is provided in Appendix B.

5.2 Background Growth Rate

Based on correspondence with Halton Region staff, the growth rates along Trafalgar Road and the connecting local roadways are two percent per annum until 2031. Therefore, a two percent growth rate was applied to all the roadways (and intersection turning movements) in the study area.

5.3 Planned Background Developments

There is one notable background development in the study area that is expected to occur within our study horizon period based on the Town of Oakville active development application map. Three other notable background developments are proposed in the study area; however the timing of the developments are unconfirmed. The future background developments are listed in Table 3.

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Table 3 - Background Developments in the Study Area

No. Location Development Application Land Use Description

1 327 Reynolds

Street

Former Oakville-Trafalgar Memorial Hospital to be redeveloped. The proposed uses are as follows: - Neighbourhood Community Park – 0.65 ha - Community Centre – 53,000 sq.ft. of GFA - Single Family Dwelling (Low Density Residential) – 16 units - Townhouse Units – 38 units - Senior Adult Housing – 50 units Source document: Transportation Demand and Traffic Impact Study, Parsons, dated January 29, 2018

2 165 Cross Avenue

Located adjacent to the proposed site and shares the same access. The development is currently conceptual and had not been confirmed. T he estimated to have a similar number of dwelling units, retail and office gross floor area of the proposed site. The site statistics are as follows: - Residential Condominium Units – 252 Units - Office – 579 sq.m. of GFA - Retail Uses – 289 sq.m. of GFA

3 177 & 185 Cross Avenue and 580

Argus Road

Located at the northwest corner of Cross Avenue and Argus Road. The site statistics are as follows: - Residential Condominium Units – 552 Units - Commercial Uses – 3,045 sq.m. of GFA

4 599 Lyons Lane Located within a vacant lot 150m north of Cross Avenue and Lyons Lane. The site statistics are as follows: - Residential Condominium Units – 420 Units

Estimates of site traffic generation and assignment of volumes for the development are provided in Appendix B. The development has been incorporated into our analysis of future background traffic conditions.

5.4 Horizon Years and Traffic Analysis Scenarios

Based on the Halton Region’s Transportation Impact Study Guidelines, an analysis of future conditions was completed for a five-year planning horizon. As previously discussed, the timing for the Midtown Oakville transportation improvements have yet to be confirmed. Our traffic analysis does not include the road improvements along Cross Avenue and Trafalgar Road proposed in the Midtown Strategy. However, two scenarios was reviewed to confirm if the subject site is able to operate with the existing site access and operate with a future local roadway connected directly to the Oakville GO Station West Entrance. The two analysis scenarios are described as follows:

Scenario 1 – 5-year horizon period, year 2023, incorporates the former Oakville-Trafalgar Memorial Hospital background development. The future local roadway improvements are not incorporated into the analysis. The site access remains on Cross Avenue.

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Scenario 2 – 5-year horizon period, year 2023, incorporates all four notable background developments and the future local roadway connection at the realigned Oakville GO Station West Entrance. Site access is connected directly to the future local roadway north of the site.

The future roadway characteristics of the study area for future conditions Scenario 2 is shown in Figure 7.

5.5 Removal of Existing Site Trips

The existing peak hour traffic volumes at The Lighting Centre in 157 Cross Avenue was removed from our road network model. The existing trips generated by 165 Cross Avenue remained within the road network model.

The future background traffic volumes for the 2023 horizon year of Scenario 1 and Scenario 2 for the weekday AM and PM peak hours are shown in Figure 8 and Figure 9, respectively.

6. SITE TRAFFIC

6.1 Auto Trip Generation

Site trips for the proposed residential, office and retail components of the site were generated using the Institute of Transportation Engineers (ITE) Trip Generation manuals, 9th Edition. The ITE Land Use Code (LUC) 230 for Residential Condominiums, LUC 710 for General Office use and LUC 820 Shopping Centre were utilized for trip rates.

A five percent reduction was applied due to the internal interaction that would be assumed to occur between the residential, retail and office uses with the site (and between adjacent sites).

Pass-by trips arise from existing traffic volumes on the road network that enters the proposed development as an intermediate stop on the way to another destination driving along the same travel route. Pass-by trip were obtained from the ITE Trip Generation Manuals, for the retail uses. A Pass-by trip rate of 25 percent was utilized for the retail component.

Due to the proximity of the Oakville GO Station and review of Transportation Tomorrow Survey (TTS) data (provided in Appendix C), a reduction was also applied to account for alternate modes of transportation to be used by residents and employees. According to our TTS data review, in year 2016, the existing transit modal split in Ward 3 Oakville during the peak AM period was 12 percent. Based on a review of year 2016 external trips made by residents in Ward 3, approximately 54 percent of the municipality destinations were reasonably accessible by public transportation (via the Oakville GO Station). A conservative 25 percent reduction was applied to the ITE auto trip rates to account for increased use of transit in the study area due to the close proximity of the Oakville GO station to the site. The site trip generation for the subject site is shown in Table 4.

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Table 4 – Site Trip Generation

Land Use Weekday

AM Peak Hour Weekday

PM Peak Hour In Out Total In Out Total

Residential Condominium units: 252

ITE Code 230 Distribution 17% 83% 100% 67% 33% 100% Equation Ln(T)= 0.80Ln(X)+0.26 Ln(T)= 0.82Ln(X)+0.32 Rate 0.07 0.36 0.43 0.34 0.17 0.51

Trips 18 90 108 86 42 128

General Office sq.ft. 6,232

ITE Code 710 Distribution 88% 12% 100% 17% 83% 100% Equation Ln(T)= 0.80Ln(X)+1.57 T=1.12(X)+78.45 Rate 2.97 0.40 3.37 2.35 11.45 13.80

Trips 18 3 21 15 71 86

Shopping Centre sq.ft. 3,111

ITE Code 820 Distribution 62% 38% 100% 48% 52% 100% Equation Ln(T)= 0.61Ln(X)+2.24 Ln(T)= 0.67Ln(X)+3.31 Rate 3.86 2.25 6.11 9.00 9.96 18.96

Trips 12 7 19 28 31 59

Total Trips 48 100 148 129 144 273

5% Internal Trip Reduction 2 5 7 6 7 13

25% Transit Trip Reduction 12 25 37 32 36 68

25% Pass-by Trips 2 2 4 7 7 14

Total Pass-by Trips 2 2 4 7 7 14

Total New Site Trips 32 68 100 84 94 178

The subject site is expected to generate approximately 100 and 178 new two-way trips in the weekday AM and PM peak hours, respectively. Additionally, the subject site is expected to generate approximately 4 and 14 two-way pass-by trips in the weekday AM and PM peak hours, respectively.

6.2 Modal Split Trip Generation

The 2016 Transportation Tomorrow Survey (TTS) data was used to obtain the mode of travel percentages within the subject site. The 2006 Traffic Zone Boundaries was utilized (2006 TTS Zone 4012, 4013, 4014 and 4015) to determine a more precise modal split in close proximity to the Oakville GO Station. Applying the results of the auto trip generation and the TTS mode of travel percentages, the trip generation for all other modes was estimated for the site peak hours, as summarized in Table 5. Source Information for TTS data, mode of travel percentages, is provided in Appendix C.

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Table 5 - Modal Trip Generation

Mode of Travel Percent Modal Split Two-Way Trip Volumes

Weekday AM Peak Hour

Weekday PM Peak Hour

Auto Driver 67% 100 178 Auto Passenger 11% 16 29

Transit 16% 24 (37)* 43 (68)* Cycle 1% 2 3 Walk 5% 7 13 Other 0% 0 0 Total 100% 149 (186)* 266 (334)*

Note (*): The expected increase in two-way transit usage trips as determined from auto site trip generation

Transit Trips

Due to the close proximity of the Oakville GO Station within walking distance of the station, transit usage is expected to be greater than the transit modal split obtained from the TTS data. In addition to the 24 and 43 two-way transit trips that is expected to be generated for the weekday AM and PM peak hour, respectively, an additional 37 and 68 two-way transit trips is expected (previously estimated in the auto site trip generation). Therefore, the estimate total transit usage is 61 and 111 two-way transit trips in the weekday AM and PM peak hour, respectively.

Walk / Cycle Trips

Approximately 9 and 16 two-way trips is expected to be made via walking / cycling trips by commuters. It is expected that most walk / cycling trips would be to local offices or plazas in close proximity to the site. Sidewalks are provided on at least one side of the study area roadways for pedestrians.

6.3 Auto Trip Distribution and Assignment

Site trips for the proposed development (residential uses) were distributed to / from the site and the boundary roadways using 2016 TTS data. Details are provided in Appendix C.

The resulting trip distribution for home-origin trips travelling from the Town of Oakville Ward 3 to surrounding municipalities and other Oakville Wards in the morning and evening peak periods is shown below in Table 6.

Table 6 – Percent Site Trip Distribution

North 15%

West 28% 55% East 1% South

According to the above TTS trip distribution, site trips were assigned to surrounding major travel routes, such as Cornwall Road, Trafalgar Road and the QEW / 403 Highway and then to the site access via the existing site access and the future local roadway.

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The site traffic assignments for the weekday AM and PM peak hours, Scenario 1 and Scenario 2 Conditions, are shown in Figure 10 and Figure 11, respectfully. The estimated pass-by site traffic volume adjustment for the weekday AM and PM, is shown in Figure 12 and Figure 13.

7. FUTURE TOTAL TRAFFIC CONDITIONS

Site traffic volumes were added to the future background traffic volumes to obtain future total traffic volumes for the peak hours. The future total traffic volumes for horizon year 2023, Scenario 1 and Scenario 2, weekday AM and PM peak hours, are shown in Figure 14 and Figure 15, respectively.

8. CAPACITY AND VEHICLE QUEUING ANALYSIS

A capacity analysis was performed for the study area intersections and site driveway using Synchro analysis software. The capacity analysis results of the weekday AM and PM peak hours for the horizon year 2023 for Scenario 1 and Scenario 2 are shown in Table 7 and Table 8, respectively. Capacity analysis sheets and Level of Service (LOS) definitions are provided in Appendix D and Appendix E, respectively.

Road Improvements Introduced in Analysis:

The study area intersections were optimized for the traffic signal splits to accommodate the increase in background traffic growth within the study area; however, the cycle lengths were maintained. As previously mentioned, the Scenario 2 analysis removes the existing site access on Cross Avenue and programs a future local roadway to connect directly to a realigned Oakville GO Station West Entrance.

Analysis Assumptions:

The westbound left / through movement at the intersection of Cross Avenue and Oakville GO Station West Entrance was programmed to operate with a westbound left lane and one westbound through lane due to the high westbound left turn volumes. The westbound left turn volumes are higher than the westbound through volumes along Cross Avenue, resulting in the shared westbound left / through movement operating at over capacity. However, based on our site observation at the intersection during our site visit, the westbound movement was operating with minor delays with the southernmost westbound through lane operating as a westbound left turn lane. Therefore, for the analysis, the westbound through / left movement was reprogrammed to be one westbound left turn lane and one westbound through lane at the intersection of Cross Avenue and Oakville GO Station West Entrance.

Capacity Analysis Thresholds:

The Halton Region’s TIS guidelines, dated January 2015, state that a v/c ratio of less than 0.85 for overall signalized intersection or shared / through turning movement are generally considered acceptable for intersections; and, a v/c ratio of less than 0.95 is generally considered acceptable for exclusive turning movements. A LOS of D is considered acceptable for unsignalized intersections.

The results of the capacity analysis are summarized in this section for each intersection and driveway:

Trafalgar Road & Argus Road

Under existing conditions, in the weekday AM and PM peak hour, the eastbound right movement operates at an acceptable LOS of C with a delay of 22 seconds or better. The northbound and southbound movements are operating with minimal delays.

12



Scenario 1 & Scenario 2

Under future conditions, in both scenarios, the eastbound right turn movement is expected to continue to operate at an acceptable LOS of D or better in the weekday AM and PM peak hour with a delay of up to 32 seconds or better.

Trafalgar Road & Cross Avenue

Under existing conditions, in the weekday AM peak hour, the intersection operates below the critical threshold with an overall volume-to-capacity (v/c) ratio of 0.82. The southbound left movement in the weekday AM peak hour is operating at critical capacity with a v/c ratio of 0.96. In the weekday PM peak hour, the intersection is operating at an overall critical capacity with a v/c ratio of 0.91. The westbound right and southbound through / right movements are operating at critical capacity in the weekday PM peak hour.

Scenario 1

Under future background and total conditions, in the weekday AM peak hour, with signal timing adjustments, the southbound through / right movement is expected to operate at critical capacity with a v/c ratio of 0.87. The southbound left movement is expected to operate below critical capacity from a v/c ratio of 0.96 to 0.82. In the weekday PM peak hour, the intersection is expected to continue to operate at critical capacity similarly to the existing conditions. The eastbound left movement was close to operating at critical capacity in the existing conditions and is expected to operate at near critical capacity in the background and total conditions with a v/c ratio of 0.95. Overall, the intersection operates similarly in both the total and background conditions with very minimal differences in delay and capacity. It is expected that the subject site has minimal impact to this intersection in the future.

Scenario 2

Under future background and total conditions, in the weekday AM peak hour, with signal timing adjustments, the intersection operates similarly to Scenario 1. In the weekday PM peak hour, in the background conditions, the intersection operates at capacity with a v/c ratio of 1.00. The eastbound left movement is expected to operate at critical capacity and the southbound through / right movement is expected to operate at over capacity. In the total conditions for the weekday PM peak hour, the intersection is expected to operate at over capacity with a v/c ratio of 1.02. The individual movements in the weekday PM peak hour operates similarly to the background conditions with some increases in delay. The pre-existing operation of the intersection has been operating at critical capacity and is expected to continue to do so with future background traffic growth. The proposed roadway and transit improvements at the intersection and within the Midtown Oakville, is likely to reduce the overall auto demand at the intersection and the area.

Cross Avenue & Argus Road

Under existing and future conditions, in Scenario 1 and 2, the intersection is expected to operate with a reserve capacity with a v/c ratio of 0.67 or better. The intersection is expected to maintain an overall good LOS of B with minimal delays for both the weekday AM and PM peak hours.

13



Cross Avenue & Oakville GO Station West Entrance, Scenario 1

Under existing and future conditions, with the westbound left / through movement broken down to a westbound left and westbound through movement, the intersection is expected to operate with a reserve capacity in the weekday AM and PM peak hour, respectively.

Cross Avenue & Existing Site Access, Scenario 1

Under existing and future conditions, with the shared site access in operation with the subject site and existing commercial use at 165 Cross Avenue, the intersection is expected to operate at an acceptable LOS of C with a delay of 20 seconds or better in both the weekday AM and PM peak hour.

Cross Avenue & Oakville GO Station West Entrance / Future Local Roadway, Scenario 2

The road configuration of the future local roadway was assumed to have a southbound through / right lane and a southbound left lane.

Under future background and total conditions, the intersection is expected to operate below critical capacity with an overall v/c ratio of 0.75 or better in the weekday AM and PM peak hour. The intersection is expected to operate with an overall good LOS of B with minimal delays. Therefore, the proposed site has minimal impact to this intersection and it is expected to have minimal delays in the future.

Cross Avenue & Plaza Entrance / Lyons Lane

Under existing and future conditions, in both Scenario 1 and 2, this intersection is expected to operate with a reserve capacity of a v/c ratio of 0.26 and 0.31 in the weekday AM and PM peak hour, respectively

Cross Avenue & Cornwall Road

Under existing conditions, the intersection operates at an overall good LOS of B with minimal delays.

Scenario 1

Under future background and total conditions, the intersection is expected to continue to operate similarly to the existing conditions.

Scenario 2

Under future background and total conditions, in the weekday AM peak hour, the intersection is expected to continue to operate at a good LOS of B with minimal delays. In the weekday PM peak hour, the intersection is expected to operate at an acceptable LOS of C with a delay of 29 seconds or better.

Trafalgar Road & Cornwall Road

Under existing conditions, the intersection operates below critical capacity with a v/c ratio of 0.69 and 0.78 in the weekday AM and PM peak hour, respectively. The eastbound left movement in both the weekday AM and PM peak hour operates at critical capacity with a v/c ratio of 0.95.

Scenario 1

Under future background and total conditions, with signal timing adjustments, the eastbound left movement improves from at critical capacity of 0.95 to below critical capacity with a v/c ratio of 0.81 or better in both the weekday AM and PM peak hour. In the weekday PM peak hour, the intersection is expected to operate at an

14



overall critical capacity with a v/c ratio of 0.85. The increase in delays at this intersection is mainly due to background traffic growth since the results of the background and total conditions are similar. The subject site is expected to have minimal impact to this intersection.

Scenario 2

Under future background and total conditions, with signal timing adjustments, the intersection is expected to operate similarly to the results of Scenario 1 in the weekday AM and PM peak hour.

Tabl

e 7A

- 20

23 C

apac

ity A

naly

sis

Res

ults

, Sce

nario

1

Inte

rsec

tion

Mov

emen

tV/

CD

elay

LOS

V/C

Del

ayLO

SV/

CD

elay

LOS

V/C

Del

ayLO

SV/

CD

elay

LOS

V/C

Del

ayLO

SA

rgus

Roa

d &

Tra

falg

ar R

oad

East

boun

d R

ight

22C

17C

25D

19C

26D

19C

Nor

thbo

und

Thro

ugh

0A

0A

0A

0A

0A

0A

Sout

hbou

nd T

hrou

gh0

A0

A0

A0

A0

A0

ASo

uthb

ound

Thr

ough

/ R

ight

0A

0A

0A

0A

0A

0A

Cro

ss A

venu

e &

Tra

falg

ar R

oad

0.82

35D

0.91

51D

0.76

40D

0.93

56E

0.78

41D

0.94

59E

East

boun

d Le

ft0.

6345

D0.

9057

E0.

6850

D0.

9360

E0.

7150

D0.

9564

EEa

stbo

und

Thro

ugh

/ Rig

ht0.

5144

D0.

3638

D0.

5848

D0.

3938

D0.

6149

D0.

4239

DW

estb

ound

Lef

t0.

2550

D0.

8592

F0.

2954

D0.

8081

F0.

2955

D0.

8082

FW

estb

ound

Thr

ough

0.50

53D

0.79

81F

0.58

60E

0.75

74E

0.62

62E

0.80

81F

Wes

tbou

nd R

ight

0.08

49D

0.98

127

F0.

0952

D0.

9210

6F

0.09

53D

0.93

111

FN

orth

boun

d Le

ft0.

6458

E0.

7475

E0.

8692

F0.

8492

F0.

8910

0F

0.88

100

FN

orth

boun

d Th

roug

h0.

5424

C0.

6534

C0.

7033

C0.

7539

D0.

7034

C0.

7540

DN

orth

boun

d Th

roug

h / R

ight

0.54

24C

0.65

34C

0.70

33C

0.75

39D

0.70

34C

0.75

40D

Sout

hbou

nd L

eft

0.96

61E

0.57

28C

0.82

47D

0.66

36D

0.83

49D

0.66

36D

Sout

hbou

nd T

hrou

gh0.

8333

C0.

8543

D0.

8735

C0.

9657

E0.

8836

D0.

9760

ESo

uthb

ound

Thr

ough

/ R

ight

0.83

33C

0.85

43D

0.87

35C

0.96

57E

0.88

36D

0.97

60E

Cro

ss A

venu

e &

Arg

us R

oad

0.49

15B

0.51

11B

0.59

17B

0.57

12B

0.61

17B

0.58

12B

East

boun

d Le

ft0.

0912

B0.

058

A0.

1215

B0.

058

A0.

1216

B0.

068

AEa

stbo

und

Thro

ugh

0.34

14B

0.53

11B

0.42

17B

0.59

11B

0.46

18B

0.62

12B

East

boun

d Th

roug

h / R

ight

0.34

14B

0.53

11B

0.42

17B

0.59

11B

0.46

18B

0.62

12B

Wes

tbou

nd L

eft

0.16

8A

0.01

6A

0.21

11B

0.01

6A

0.23

11B

0.02

7A

Wes

tbou

nd T

hrou

gh0.

308

A0.

236

A0.

3712

B0.

267

A0.

3812

B0.

277

AW

estb

ound

Thr

ough

/ R

ight

0.30

8A

0.23

6A

0.37

12B

0.26

7A

0.38

12B

0.27

7A

Nor

thbo

und

Left

0.32

19B

0.11

16B

0.38

19B

0.12

16B

0.37

19B

0.14

17B

Nor

thbo

und

Thro

ugh

/ Rig

ht0.

0615

B0.

0715

B0.

0714

B0.

0816

B0.

0713

B0.

0816

BSo

uthb

ound

Lef

t0.

1215

B0.

4418

B0.

1114

B0.

4918

B0.

1114

B0.

4819

BSo

uthb

ound

Thr

ough

/ R

ight

0.67

22C

0.20

16B

0.74

23C

0.22

16B

0.74

23C

0.24

17B

Cro

ss A

venu

e &

Oak

ville

GO

St

atio

n W

est E

ntra

nce

0.47

11B

0.33

10B

0.53

13B

0.37

11B

0.53

14B

0.40

11B

East

boun

d Th

roug

h0.

2915

B0.

3710

A0.

3315

B0.

4111

B0.

3715

B0.

4511

BEa

stbo

und

Thro

ugh

/ Rig

ht0.

2915

B0.

3710

A0.

3315

B0.

4111

B0.

3715

B0.

4511

BW

estb

ound

Lef

t / T

hrou

gh*

0.75

8A

0.35

4A

0.86

13B

0.42

5A

0.88

15B

0.44

5A

Wes

tbou

nd T

hrou

gh0.

323

A0.

294

A0.

354

A0.

324

A0.

374

A0.

375

AN

orth

boun

d Le

ft0.

2125

C0.

2419

B0.

2225

C0.

2519

B0.

2225

C0.

2519

BN

orth

boun

d R

ight

0.13

25C

0.23

19B

0.14

25C

0.26

19B

0.14

25C

0.26

19B

AM P

eak

Hou

rPM

Pea

k H

our

AM P

eak

Hou

rPM

Pea

k H

our

AM P

eak

Hou

rEx

istin

g Tr

affic

Con

ditio

nsSc

enar

io 1

- Ba

ckgr

ound

Tra

ffic

Con

ditio

nsSc

enar

io 1

- To

tal T

raffi

c C

ondi

tions

PM P

eak

Hou

r

Tabl

e 7B

- 20

23 C

apac

ity A

naly

sis

Res

ults

, Sce

nario

1

Inte

rsec

tion

Mov

emen

tV/

CD

elay

LOS

V/C

Del

ayLO

SV/

CD

elay

LOS

V/C

Del

ayLO

SV/

CD

elay

LOS

V/C

Del

ayLO

SC

ross

Ave

nue

& E

xist

ing

Site

A

cces

sEa

stbo

und

Left

/ Thr

ough

1A

0A

1A

0A

1A

2A

East

boun

d Th

roug

h0

A0

A0

A0

A0

A0

AW

estb

ound

Thr

ough

0A

0A

0A

0A

0A

0A

Wes

tbou

nd T

hrou

gh /

Rig

ht0

A0

A0

A0

A0

A0

ASo

uthb

ound

Lef

t / R

ight

13B

12B

13B

12B

16C

20C

Cro

ss A

venu

e &

Pla

za E

ntra

nce

/ Ly

ons

Lane

0.26

8A

0.31

15B

0.29

8A

0.34

16B

0.29

8A

0.36

15B

East

boun

d Le

ft0.

117

A0.

079

A0.

138

A0.

099

A0.

138

A0.

099

AEa

stbo

und

Thro

ugh

0.18

7A

0.11

9A

0.20

8A

0.13

9A

0.21

8A

0.15

10A

East

boun

d Th

roug

h / R

ight

0.18

7A

0.11

9A

0.20

8A

0.13

9A

0.21

8A

0.15

10A

Wes

tbou

nd L

eft

0.28

3A

0.02

6A

0.33

3A

0.03

7A

0.33

3A

0.03

7A

Wes

tbou

nd T

hrou

gh0.

062

A0.

156

A0.

073

A0.

167

A0.

083

A0.

197

AW

estb

ound

Thr

ough

/ R

ight

0.06

2A

0.15

6A

0.07

3A

0.16

7A

0.08

3A

0.19

7A

Nor

thbo

und

Left

0.06

27C

0.67

28C

0.05

26C

0.70

29C

0.05

26C

0.70

29C

Nor

thbo

und

Thro

ugh

/ Rig

ht0.

0327

C0.

1320

B0.

0326

C0.

1420

B0.

0326

C0.

1420

BSo

uthb

ound

Lef

t0.

1628

C0.

0519

B0.

1427

C0.

0519

B0.

1427

C0.

0519

BSo

uthb

ound

Thr

ough

/ R

ight

0.13

28C

0.05

19B

0.12

27C

0.05

19B

0.12

27C

0.05

19B

Cor

nwal

l Roa

d &

Cro

ss A

venu

e0.

5310

B0.

5516

B0.

5812

B0.

6218

B0.

5912

B0.

6620

BEa

stbo

und

Left

0.63

7A

0.45

9A

0.68

10A

0.53

16B

0.69

11B

0.58

22C

East

boun

d Th

roug

h0.

384

A0.

354

A0.

424

A0.

394

A0.

424

A0.

394

AW

estb

ound

Thr

ough

0.42

16B

0.67

17B

0.49

19B

0.74

19B

0.50

19B

0.76

22C

Wes

tbou

nd T

hrou

gh /

Rig

ht0.

4216

B0.

6717

B0.

4919

B0.

7419

B0.

5019

B0.

7622

CSo

uthb

ound

Lef

t0.

0533

C0.

0731

C0.

0636

D0.

0832

C0.

0636

D0.

0834

CSo

uthb

ound

Rig

ht0.

0733

C0.

2532

C0.

0836

D0.

3234

C0.

0936

D0.

4336

DC

ornw

all R

oad

& T

rafa

lgar

Roa

d0.

6938

D0.

7843

D0.

8146

D0.

8553

D0.

8146

D0.

8553

DEa

stbo

und

Left

0.95

80F

0.95

78E

0.79

62E

0.81

64E

0.79

62E

0.81

65E

East

boun

d Th

roug

h0.

5531

C0.

6335

D0.

5433

C0.

6338

D0.

5433

C0.

6339

DEa

stbo

und

Thro

ugh

/ Rig

ht0.

5531

C0.

6335

D0.

5433

C0.

6338

D0.

5433

C0.

6339

DW

estb

ound

Lef

t0.

3252

D0.

4251

D0.

3261

E0.

5867

E0.

3262

E0.

5767

EW

estb

ound

Thr

ough

0.45

33C

0.66

37D

0.47

38D

0.76

47D

0.47

38D

0.76

47D

Wes

tbou

nd R

ight

0.62

37D

0.65

39D

0.84

57E

0.89

66E

0.84

57E

0.90

68E

Nor

thbo

und

Left

0.46

50D

0.72

63E

0.67

77E

0.88

100

F0.

6777

E0.

8910

2F

Nor

thbo

und

Thro

ugh

0.47

35C

0.53

37D

0.57

44D

0.57

44D

0.57

44D

0.57

44D

Nor

thbo

und

Thro

ugh

/ Rig

ht0.

4735

C0.

5337

D0.

5744

D0.

5744

D0.

5744

D0.

5744

DSo

uthb

ound

Lef

t0.

7843

D0.

7346

D0.

8858

E0.

8662

E0.

8859

E0.

8763

ESo

uthb

ound

Thr

ough

0.71

29C

0.81

40D

0.80

39D

0.89

52D

0.80

39D

0.90

53D

Sout

hbou

nd R

ight

0.27

21C

0.63

32C

0.37

27C

0.71

39D

0.37

27C

0.70

39D

Exis

ting

Traf

fic C

ondi

tions

Scen

ario

1 -

Back

grou

nd T

raffi

c C

ondi

tions

Scen

ario

1 -

Tota

l Tra

ffic

Con

ditio

nsAM

Pea

k H

our

PM P

eak

Hou

rAM

Pea

k H

our

PM P

eak

Hou

rAM

Pea

k H

our

PM P

eak

Hou

r

Tabl

e 8A

- 20

23 C

apac

ity A

naly

sis

Res

ults

, Sce

nario

2

Inte

rsec

tion

Mov

emen

tV/

CD

elay

LOS

V/C

Del

ayLO

SV/

CD

elay

LOS

V/C

Del

ayLO

SV/

CD

elay

LOS

V/C

Del

ayLO

SA

rgus

Roa

d &

Tra

falg

ar R

oad

East

boun

d R

ight

22C

17C

32D

23C

32D

24C

Nor

thbo

und

Thro

ugh

0A

0A

0A

0A

0A

0A

Sout

hbou

nd T

hrou

gh0

A0

A0

A0

A0

A0

ASo

uthb

ound

Thr

ough

/ R

ight

0A

0A

0A

0A

0A

0A

Cro

ss A

venu

e &

Tra

falg

ar R

oad

0.82

35D

0.91

51D

0.83

47D

1.00

72E

0.84

48D

1.02

75E

East

boun

d Le

ft0.

6345

D0.

9057

E0.

7853

D0.

9664

E0.

7954

D0.

9972

EEa

stbo

und

Thro

ugh

/ Rig

ht0.

5144

D0.

3638

D0.

6550

D0.

4437

D0.

6751

D0.

4838

DW

estb

ound

Lef

t0.

2550

D0.

8592

F0.

3158

E0.

8183

F0.

3159

E0.

8183

FW

estb

ound

Thr

ough

0.50

53D

0.79

81F

0.70

73E

0.92

103

F0.

7579

E0.

9611

6F

Wes

tbou

nd R

ight

0.08

49D

0.98

127

F0.

0956

E0.

9210

8F

0.09

57E

0.93

109

FN

orth

boun

d Le

ft0.

6458

E0.

7475

E0.

9010

5F

0.91

103

F0.

9311

2F

0.95

112

FN

orth

boun

d Th

roug

h0.

5424

C0.

6534

C0.

7438

D0.

7943

D0.

7439

D0.

7943

DN

orth

boun

d Th

roug

h / R

ight

0.54

24C

0.65

34C

0.74

38D

0.79

43D

0.74

39D

0.79

43D

Sout

hbou

nd L

eft

0.96

61E

0.57

28C

0.89

62E

0.69

40D

0.90

64E

0.69

40D

Sout

hbou

nd T

hrou

gh0.

8333

C0.

8543

D0.

9142

D1.

0896

F0.

9243

D1.

0998

FSo

uthb

ound

Thr

ough

/ R

ight

0.83

33C

0.85

43D

0.91

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19



9. PARKING REVIEW

A parking review was conducted to determine if the proposed parking supply of the mixed-use building is sufficient based on the Town of Oakville Zoning By-law 2014-014. The proposed parking supply of the mixed-use building is 248 spaces provided within the underground parking levels of the site. Table 9 shows the parking requirements of the proposed mixed-use building and excerpts of the by-law is provided in Appendix F.

Table 9 – Parking Requirements and Supply

Use Size (sq.m.) / Units Parking Requirement

Parking Supply Deficiency

(spaces) Rate Spaces Spaces

Apartment 252 Units

Residents: 0.75 spaces per dwelling unit

189

Visitors: 0.25 spaces per dwelling unit 63

Retail 289 sq.m. of GFA 1.0 spaces per 18 sq.m. NFA 16

Office 579 sq.m. of GFA 1.0 spacse per 35 sq.m. NFA 17

Total 285 248 -37

Source: Town of Oakville Zoning By-law 2014-014

Based on the Town’s Zoning By-law, the parking requirement for the site is 285 spaces, whereas the proposed parking supply is 248 spaces and is deficient by 37 spaces. However, transit is easily accessible with the Oakville GO Station, Oakville VIA Rail Station and Oakville Transit bus terminal located approximately 200m south of the subject site. The nearby station connect residents, visitors, and employees to various transit hubs across the Greater Toronto and Hamilton Area, and would likely reduce the auto traffic demands of the mixed-use building.

As previously mentioned in section 5.1, Midtown Oakville has been identified as an Urban Growth Centre and the Town’s Zoning By-law currently provides reduced parking rates for other growth areas of the Town except for the Midtown Oakville. To support the Midtown Oakville, there are major transit and active transportation network improvements planned in the future. The improvements are expected to provide better accessibility to transit and it would provide an incentive to use transit as an alternative to using a personal vehicle as a means of travel. Therefore, a deficiency of 37 spaces would likely be offset due to the availability of transit and the transportation improvements planned within the Midtown Oakville. To promote alternative modes of transportation, a Transportation Demand Management Plan (TDM) has been prepared.

10. TRANSPORTATION DEMAND MANAGEMENT PLAN

Our TDM plan seeks to provide alternative transportation and commuting options that can help provide the public with greater choice, incentives and opportunities to choose travel modes other than single-occupant vehicles. Our plan for the site is outlined as follows:

20



Transit

The subject site is located within the Town of Oakville transit hub where the Oakville GO Station, Oakville VIA Rail Station and Oakville Transit bus terminal is located. The Oakville Station is easily accessible and is located approximately 200m south of the subject site, an approximate walking time of 3 minutes with a walking speed of 1.2 metres per second. The Oakville Bus terminal has 19 Oakville transit buses that connect commuters in and around Oakville and other neighbouring municipalities, such as the City of Mississauga and the City of Burlington. Oakville transit routes has headways that range from 15 minutes to 1 hour in both the weekday and weekend.

The Oakville GO Station connects commuter to other major cities in and around the Greater Toronto and Hamilton Area (GTHA) and other transit hubs such as Union Station in the City of Toronto. The Oakville GO Station is a part of the Lakeshore West corridor, which has frequent GO train service that runs every 15 minutes in the weekday AM and PM peak hours.

Major transit improvements are planned in the future within Midtown Oakville, which would increase transit usage and decrease auto usage. A rail extension for GO Transit and VIA Rail is proposed to evenly distribute auto traffic to the west and east of Trafalgar Road to improve the overall traffic demands via auto and transit in the area. The newly proposed bus loop is to increase bus capacity to provide additional routes. Lastly, the Region of Halton is proposing Bus Rapid Transit (BRT) along Trafalgar Road between Cornwall Road to Highway 407 and it is expected to promote transit usage within the Town of Oakville.

To introduce residents and employees of the site to travel by transit, residents should be provided with pre-loaded Presto cards and an information package containing Oakville Transit and GO Transit route maps, schedules and other useful information.

Cycling

The study area roadways do not currently provide any dedicated bicycle lanes or signage. However, from our site observations, there are currently some bicycle traffic travelling along Cross Avenue, that were destined to and originating from the Oakville GO Station. Dedicated bicycle lanes are proposed on Trafalgar Road and Cross Avenue in the future and signed bicycle routes are proposed along Cornwall Road based on the Livable Oakville Plan. The future bicycle lanes and signed routes would serve the proposed subject site and provide opportunity for residents and employees to bicycle as an alternative to driving.

To promote bicycle usage, bicycle parking spaces are proposed to be provided within the site. The proposed bicycle parking supply is 260 spaces with 10 provided at the southeast corner of the mixed-use building and the remaining 250 provided in the underground parking levels. A bicycle parking requirements review was conducted to confirm if the proposed bicycle parking supply of 260 spaces is appropriate for the site. The Town of Oakville Parking, Loading, & Stacking Lane Provisions by-law 2014-014, Part 5, dated March 19, 2018, (Appendix F) was referenced for the bicycle parking requirements and summarized in Table 10.

21



Table 10 - Bicycle Parking Requirements

Land Use Size

(sq.m. of GFA)

Bicycle Parking Requirement

Rate Spaces

Multiple Premises (Residential, Office and

Retail)

868 sq.m. of GFA Greater of 2 or 1 per 1,000 sq.m. of NFA, plus 1.0

space per dwelling

2

252 Units 28

Total 30*

Note (*): The minimum bicycle parking spaces required on a lot is not to be greater than 30 spaces, as per by-law 2014-014.

Based on By-law 2014-014, the required bicycle parking supply is 30 spaces and is met with the proposed bicycle parking supply of 260 spaces.

New residents and employees should be provided with the Trails and Cycleways map of the Town of Oakville. A brochure for bicycle rack use / best practices for securing bicycles should be provided to residences and employees.

Walking / Pedestrian Connectivity

Walkways within the site is proposed to be connected directly to the roadway sidewalks. Concrete sidewalks are provided on at least one side of the roadways within the study area. The sidewalks are directly connected to the Oakville GO Station, Oakville VIA Rail Station and Oakville Transit bus terminal. Crosswalks are also provided at all the study area intersections with sufficient crossing times at the signalized intersections. Additional sidewalks, pedestrian crossing and multi-use pathways are proposed in and around the Midtown Oakville as part of the Livable Oakville Plan in the future.

11. SITE CIRCULATION REVIEW

A site circulation review was completed using AutoTurn vehicle turning template software to demonstrate that loading and waste collection vehicles can circulate the site and utilize the loading areas and waste pick-up areas. The existing access on Cross Avenue and the future access on the future local roadway were both reviewed to confirm that the design vehicles are able to enter and exit the site for both access locations.

Loading Vehicle

For the Cross Avenue site access location, Scenario 1, Figure 16 shows a loading vehicle entering the site access and reverse parking at the two designated loading areas. Figure 17 shows the loading vehicle leaving the loading areas and exiting the site. The loading vehicles are able to stay within the easement between the site and 165 Cross Avenue.

For the future local roadway site access, Scenario 2, Figure 18 and Figure 19 shows the loading vehicles access the loading areas and exit the site with minimal issues.

Waste Collection Vehicle

22



For the Cross Avenue site access location, Scenario 1, Figure 20 shows a waste collection vehicle entering the site access and reverse parking at the two designated loading areas. Figure 21 shows the waste collection vehicle leaving the loading areas and exiting the site. The waste collection vehicles are able to stay within the easement between the site and 165 Cross Avenue.

For the future local roadway site access, Scenario 2, Figure 22 shows the waste collection vehicles access the loading areas with minimal issues. Figure 23 shows the waste collection vehicles exit the loading area and the site. The waste collection will be required to conduct one additional movement in order to stay within the easement between the site and 165 Cross Avenue.

12. CONCLUSIONS

This Traffic Impact Study and Site Circulation Review for the proposed mixed-use development located at 157 Cross Avenue, in the Town of Oakville, is summarized as follows:

Traffic Impact Study

As per the site plan, the proposed development has a total 252 dwelling units, 579 sq.m. of GFA of office uses and 289 sq.m. of GFA of retail uses. The building has a podium with five floors, a 12-storey midrise component and a 26-storey tower. The proposed parking supply is 248 parking spaces, provided within five levels of underground parking.

Based on correspondence with Town staff, the subject site is within Midtown Oakville, which has a number of redevelopment and transportation improvements proposed to occur in 2031 and beyond, based on the Livable Oakville Plan. The timing and phasing of the roadway and transit improvements has not been confirmed.

Traffic growth rates of 2.0 percent per annum was applied to the roadway network based on correspondence with Halton Region staff.

The traffic analysis includes two scenarios for the future conditions. Scenario 1 analyzes the existing site access as the main access for the subject site. Scenario 2 analyzes the proposed site access to be connected to the future local roadway. Both scenarios had the access operate acceptably with minimal issues in the future.

The study area intersections along Cross Avenue in all traffic analysis scenarios are expected to operate similarly as the existing conditions in the future. The intersections along Trafalgar Road are expected to operate with some increase in delays due to background traffic growth in the future.

For both possible locations of the site access, the proposed development could be accommodated on the surrounding road network. The future roadway and transit improvements within the Midtown Oakville would improve the overall traffic operations of the area and likely reduce auto usage.

Parking Study

The proposed parking supply of 248 spaces does not meet the 285 spaces required and is deficient by 37 spaces, according to the Town of Oakville Zoning By-law 2014-014. However, the auto parking demands of the site is expected to be less than the parking requirements since transit is easily accessible for residents, employees and visitors of the site. The Oakville GO station, Oakville VIA Rail station and

23



Oakville Bus Terminal, located across from the site, connects commuters to other major transit hubs such as Union Station in the City of Toronto.

Major road, transit and active transportation network improvements are planned in the Midtown Oakville in the future, as part of the Livable Oakville Plan. The improvements are expected to provide better accessibility to transit and more incentive to utilize transit as an alternative to driving a personal vehicle.

Transportation Demand Management Plan

To accommodate the proposed development, the following TDM recommendations proposed:

As per the Livable Oakville Plan, there are roadway and transit improvements that are planned to occur in the future. The improvements are expected to increase transit usage and have better accessibility to active transportation within Midtown Oakville.

The proposed bicycle parking supply of 260 spaces are provided within the site, with 10 spaces located on the surface at the southeast corner of the building.

Pedestrian connections within the site are proposed to be connected to the study area roadway sidewalks

Site Circulation Review

A site circulation review has been completed using AutoTurn vehicle turning template software, demonstrating that waste collection and loading vehicles are able to access the loading area with minimal issues. The design vehicles are able to stay within the easement when entering and exiting the loading area.

Respectfully submitted,

Anil Seegobin, P.Eng. Tyrone Dollano Partner, Engineer Traffic Analyst

Trans-Plan Transportat ion Inc. Transportat ion Consul tants

24



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28



Figure 5 – Study Area Transit Service, Oakville Transit

Source: Oakville Transit Map

SITE

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Figure 6 – Study Area Transit Service, GO Transit

Source: GO Transit System Map

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SITE

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Sche

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SITE

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55

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134

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43

Cross Avenue

Cor

nwal

l Roa

d

Argus Road


Trafalgar Road

Plaza Entrance

Lyons Lane


Sche

mat

ic;N

ot T

o Sc

ale

SITE

Cor

nwal

l Roa

d


47



APPENDICES

Appendix A – Turning Movement Counts and Signal Timing Plans

Appendix B – Background Traffic Information

Appendix C – Transportation Tomorrow Survey Data

Appendix D – Capacity Analysis Sheets

Appendix E – Level of Service Definitions

Appendix F – Town of Oakville By-law Excerpts

APPENDIX ATurning Movement Counts and Signal Timing Plans

Trafalgar Rd @ Argus Rd

Morning Peak Diagram Specified Period

From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

7:45:00

8:45:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003013

Trafalgar Rd & Argus Rd

2

15-May-2017

Weather conditions:Sunny/Dry

Person(s) who counted:Bronek

Radek

** Non-Signalized Intersection ** Major Road: Trafalgar Rd runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

3496

2579

0

Heavys

Trucks

Cars

Totals

10

3

633

646

39

46

1848

1933

49

49

2481

Heavys

Trucks

Cars

Totals

42

26

849

917

Heavys Trucks Cars Totals

10 3 633 646


0 0 0 0

0 1 14 15

0 1 14

Peds Cross:

West Peds:

West Entering:

West Leg Total:

11

15

661

Trafalgar Rd

Argus Rd

W

N

E

S

Trafalgar Rd

Cars

Trucks

Heavys

Totals

1862

47

39

1948

Cars

Trucks

Heavys

Totals

0

0

0

0

849

26

42

917

849

26

42

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

917

2865

Comments

Trafalgar Rd @ Argus Rd

Afternoon Peak Diagram Specified Period

From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

17:00:00

18:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003013

Trafalgar Rd & Argus Rd

2

15-May-2017

Weather conditions:Sunny/Dry

Person(s) who counted:Bronek

Radek

** Non-Signalized Intersection ** Major Road: Trafalgar Rd runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

3579

1674

0

Heavys

Trucks

Cars

Totals

9

1

330

340

21

8

1305

1334

30

9

1635

Heavys

Trucks

Cars

Totals

29

8

1868

1905


9 1 330 340


0 0 0 0

2 1 35 38

2 1 35

Peds Cross:

West Peds:

West Entering:

West Leg Total:

24

38

378

Trafalgar Rd

Argus Rd

W

N

E

S

Trafalgar Rd

Cars

Trucks

Heavys

Totals

1340

9

23

1372

Cars

Trucks

Heavys

Totals

0

0

0

0

1868

8

29

1905

1868

8

29

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

1905

3277

Comments

Trafalgar Rd @ South Service Rd


From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

8:00:00

9:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003012

Trafalgar Rd & South Service Rd

5

1-Jun-2017

Weather conditions:Clear/Dry

Person(s) who counted:Cam

** Signalized Intersection ** Major Road: Trafalgar Rd runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

3502

1907

1

Heavys

Trucks

Cars

Totals

14

2

377

393

16

21

1232

1269

3

5

237

245

33

28

1846

Heavys

Trucks

Cars

Totals

54

15

1526

1595


28 5 547 580


27 6 337 370

5 0 72 77

9 4 94 107

41 10 503

Peds Cross:

West Peds:

West Entering:

West Leg Total:

10

554

1134

Trafalgar Rd

Cross Ave

W

N

E

S

South Service Rd

Trafalgar Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

607

234

52

Cars Trucks Heavys Totals

109 1 4 114

74 1 5 80

39 1 0 40

222 3 9


360 5 8 373

Cars

Trucks

Heavys

Totals

1365

26

25

1416

Cars

Trucks

Heavys

Totals

96

2

9

107

1080

8

23

1111

51

0

0

51

1227

10

32

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

1269

2685

Comments

Trafalgar Rd @ South Service Rd


From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

17:00:00

18:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003012

Trafalgar Rd & South Service Rd

5

1-Jun-2017




North Leg Total:

North Entering:

North Peds:

Peds Cross:

4034

1668

0

Heavys

Trucks

Cars

Totals

9

0

281

290

5

4

1250

1259

0

0

119

119

14

4

1650

Heavys

Trucks

Cars

Totals

34

9

2323

2366


20 0 516 536


28 1 837 866

6 0 72 78

11 0 109 120

45 1 1018

Peds Cross:

West Peds:

West Entering:

West Leg Total:

18

1064

1600

Trafalgar Rd

Cross Ave

W

N

E

S

South Service Rd

Trafalgar Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

749

515

70


246 1 1 248

125 0 5 130

134 1 2 137

505 2 8


228 0 6 234

Cars

Trucks

Heavys

Totals

1493

5

18

1516

Cars

Trucks

Heavys

Totals

110

0

6

116

1240

7

5

1252

37

0

0

37

1387

7

11

Peds Cross:

South Peds:

South Entering:

South Leg Total:

15

1405

2921

Comments

Trafalgar Rd @ Cornwall Rd


From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

8:00:00

9:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003011

Trafalgar Rd & Cornwall Rd

4

1-Jun-2017




North Leg Total:

North Entering:

North Peds:

Peds Cross:

2557

1337

25

Heavys

Trucks

Cars

Totals

9

10

300

319

6

6

471

483

19

4

512

535

34

20

1283

Heavys

Trucks

Cars

Totals

14

9

1197

1220


19 13 713 745


3 3 339 345

12 7 443 462

1 0 71 72

16 10 853

Peds Cross:

West Peds:

West Entering:

West Leg Total:

9

879

1624

Trafalgar Rd

Cornwall Rd

W

N

E

S

Cornwall Rd

Trafalgar Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1995

953

18


543 5 9 557

366 3 9 378

17 1 0 18

926 9 18


1000 11 31 1042

Cars

Trucks

Heavys

Totals

559

7

7

573

Cars

Trucks

Heavys

Totals

47

0

1

48

315

1

2

318

45

0

0

45

407

1

3

Peds Cross:

South Peds:

South Entering:

South Leg Total:

7

411

984

Comments

Trafalgar Rd @ Cornwall Rd


From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

17:00:00

18:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003011

Trafalgar Rd & Cornwall Rd

4

1-Jun-2017




North Leg Total:

North Entering:

North Peds:

Peds Cross:

2883

1483

21

Heavys

Trucks

Cars

Totals

6

2

462

470

0

2

524

526

11

1

475

487

17

5

1461

Heavys

Trucks

Cars

Totals

8

7

1385

1400


11 5 1208 1224


3 2 424 429

6 6 447 459

1 0 161 162

10 8 1032

Peds Cross:

West Peds:

West Entering:

West Leg Total:

17

1050

2274

Trafalgar Rd

Cornwall Rd

W

N

E

S

Cornwall Rd

Trafalgar Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

2246

1261

10


556 3 5 564

634 1 5 640

57 0 0 57

1247 4 10


961 7 17 985

Cars

Trucks

Heavys

Totals

742

2

1

745

Cars

Trucks

Heavys

Totals

112

2

0

114

405

2

0

407

39

0

0

39

556

4

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

14

560

1305

Comments

Count Date.......

Turning Movements Report -

Location............. CROSS AVENUE @ ARGUS ROAD

OAKVILLEMunicipality.......

Tuesday, 02 May, 2017

30151301GeoID.......

08:15 AM07:15 AM

AM Period

Peak Hour......

Adults

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

50

598

Total

0%483 1

3 35 92%

1 4%23

38

484

24

546

438 52 490

1036

6

100%

1%

12

270%

0

0

12

403

27

19 975994

Total

1436

3

Adults

124

Adults 1

12

Adults 19

8

44

3

7%

491

2

12

12

100%0%

547

51

2%

1

62

62

95%

59

19

84%

16

410489

3 0

43

100%

43

0

0

0%

0

442 397

2%

11%

CROSS AVENUE

ARGUS ROAD

Children 0

Children 0

Children 0

Children 0

Cy

cli

sts

1

Cyclists

1

Cyclists

0

Cy

clis

ts

1

THIS INFORMATIONN IS SUPPLIED FROM OUR RECORDS AND IS NOT GUARANTEED TO BE CORRECT. WE RECOMMEND FIELD CHECKING TO VERIFY THE INFORMATION SHOWN.

0Seniors

0Seniors

0Seniors

0Seniors

In all counts dated before 2018 - Adult pedestrian numbers include seniors, and the senior count = 0

Page 2 of 2Tuesday, October 16, 2018

ARGUS ROAD

Count Date.......

Turning Movements Report -

Location............. CROSS AVENUE @ ARGUS ROAD

OAKVILLEMunicipality.......

Tuesday, 02 May, 2017

30151301GeoID.......

06:00 PM05:00 PM

PM Period

Peak Hour......

Adults

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

52

398

Total

1%313 3

2 28 93%

0 0%34

30

316

34

380

883 52 935

1315

5

94%

1%

15

180%

1

0

16

748

18

17 503520

Total

1302

4

Adults

127

Adults 3

32

Adults 25

16

137

1

1%

191

1

18

17

94%1%

346

52

0%

0

63

64

94%

60

13

100%

13

1361190

0 4

50

92%

46

0

0

0%

0

782 743

3%

6%

CROSS AVENUE

ARGUS ROAD

Children 0

Children 0

Children 0

Children 0

Cy

cli

sts

0

Cyclists

1

Cyclists

1

Cy

clis

ts

0

THIS INFORMATIONN IS SUPPLIED FROM OUR RECORDS AND IS NOT GUARANTEED TO BE CORRECT. WE RECOMMEND FIELD CHECKING TO VERIFY THE INFORMATION SHOWN.

0Seniors

0Seniors

0Seniors

0Seniors

In all counts dated before 2018 - Adult pedestrian numbers include seniors, and the senior count = 0

Page 1 of 2Tuesday, October 16, 2018

Turning Movement Count DiagramCross Avenue at Oakville GO Station West Entrance

Oakville, Ontario Tuesday November 6, 2018

7:15 to 8:15 - to -

Oakville GO Station West Entrance Oakville GO Station West Entrance

North Total 0 East Total 1400 North Total 0 East Total 0

North Entering 0 Cyclists 0 0 0 East Entering 1006 North Entering 0 Cyclists 0 0 0 East Entering 0

North Receiving 0 Truck 0 0 0 East Receiving 394 North Receiving 0 Truck 0 0 0 East Receiving 0

North Peds 0 Cars 0 0 0 East Peds 1 North Peds 0 Cars 0 0 0 East Peds 0

0 0 0 0 0 0 0 0 0 0 0 0

1 17 190 325 20 1 0 0 0 0 0 0

0 0 79 660 0 0 0 0 0 0 0 0

West Total 669 35 0 186 South Total 961 West Total 0 0 0 0 South Total 0

West Entering 287 0 0 0 South Entering 222 West Entering 0 0 0 0 South Entering 0

West Receiving 382 1 0 0 South Receiving 739 West Receiving 0 0 0 0 South Receiving 0

West Peds 0 South Peds 0 West Peds 0 South Peds 0

17:00 to 18:00

Oakville GO Station West Entrance Oakville GO Station West Entrance





0 0 0 0 0 0 0 0 0 0 0 0

0 15 401 233 12 0 1 89 1574 1596 104 1

0 0 40 219 0 0 1 1 249 1538 3 1





Total 6-Hour Count

Cro

ss

Aven

ue

Cro

ss

Aven

ue

PM Peak Hour:

Cro

ss

Aven

ue

Cro

ss

Aven

ue

Intersection ID:

Date:

AM Peak Hour: MD Peak Hour:

Intersection:

Municipality:

Turning Movement Count DiagramCross Avenue at Existing Site Access


7:45 to 8:45 - to -

Existing Site Access Existing Site Access





0 0 10 10 0 0 0 0 0 0 0 0

2 19 322 390 22 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0





17:00 to 18:00

Existing Site Access Existing Site Access





0 0 6 14 0 0 0 2 34 75 1 0

0 15 502 287 15 2 3 91 1887 1765 106 3

0 0 0 0 0 0 0 0 0 0 0 0





Total 6-Hour Count

Cro

ss

Aven

ue

Cro

ss

Aven

ue

PM Peak Hour:

Cro

ss

Aven

ue

Cro

ss

Aven

ue

Intersection ID:

Date:


Intersection:

Municipality:

Turning Movement Count DiagramLyons Lane / Home Depot Plaza Entrance at Cross Avenue


7:30 to 8:30 - to -

Plaza Entrance Plaza Entrance





0 0 69 6 0 0 0 0 0 0 0 0

1 15 140 105 20 2 0 0 0 0 0 0

3 0 182 204 0 0 0 0 0 0 0 0




West Peds 3 Lyons Lane South Peds 1 West Peds 0 Lyons Lane South Peds 0

17:00 to 18:00

Plaza Entrance Plaza Entrance





0 0 36 2 0 0 0 2 312 41 2 0

0 14 121 245 12 2 1 83 687 912 96 5

0 0 14 14 0 0 5 0 333 380 0 0




West Peds 6 Lyons Lane South Peds 4 West Peds 13 Lyons Lane South Peds 9

Total 6-Hour Count

Cro

ss

Aven

ue

Cro

ss

Aven

ue

PM Peak Hour:

Cro

ss

Aven

ue

Cro

ss

Aven

ue

Intersection ID:

Date:


Intersection:

Municipality:

Turning Movement Count DiagramCornwall Road and Cross Avenue


7:45 to 8:45 - to -

Cross Avenue Cross Avenue





0 16 382 31 0 0 0 0 0 0 0 0

1 23 888 523 31 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0





17:00 to 18:00

Cross Avenue Cross Avenue





0 15 148 19 0 0 0 86 1298 119 1 0

1 2 599 1019 7 0 4 80 3839 3767 97 0

0 0 0 0 0 0 0 0 0 0 0 0





Intersection ID:

Date:


Intersection:

Municipality:

Total 6-Hour Count

Cor

nwal

l R

oad

Cor

nwal

l R

oad

PM Peak Hour:

Cor

nwal

l R

oad

Cor

nwal

l R

oad

Dat

e:11

-Dec

-18

Inte

rsec

tio

n:

Tra

falg

ar &

Cor

nwal

l

8 P

has

e B

asic

Tim

ing

Sh

eet

12

34

56

78

2 P

ed4

Ped

6 P

ed8

Ped

Pha

ses

in u

seX

XX

XX

XX

XX

XX

XD

irect

ion

Pro

t SB

LN

BP

rot E

BL

WB

Pro

t NB

LS

BP

rot W

BL

EB

Min

Gre

en7

207

107

207

10V

eh E

xt.

Yel

low

34

34

34

34

Red

23

23

23

23

Wal

k7

77

7D

on't

Wal

k25

2325

23M

ax 1

2550

2540

2550

2540

Max

240

7045

6540

7045

65M

ax 3

Veh

Rec

all

Ped

Rec

all

No

tes:

Pattern 1 Pattern 2Time: 6:00-7:00, 9:00-10:00 Time: 7:00-9:00Cycle Length: 120 Cycle Length: 140Offset (%): 37% Offset (%): 41%

Direction DirectionPhase 1 2 3 4 Phase 1 2 3 4

% 20 33 10 37 % 27 29 9 35Direction Direction

Phase 5 6 7 8 Phase 5 6 7 8% 10 43 16 31 % 9 47 16 28




Phase 5 6 7 8 Phase 5 6 7 8% 10 45 14 31 % 10 43 16 31

Pattern 5 Pattern 6Time: 17:00-19:00 Time: 22:00Cycle Length: 140 Cycle Length: localOffset (%): 70 Offset (%):



Phase 5 6 7 8 Phase 5 6 7 8% 10 44 18 28 % 0 0 0 0

Pattern 7 Pattern 8Time: Time: 7:15Cycle Length: Cycle Length: 140Offset (%): Offset (%): 41%


% % 27 29 9 35Direction Direction

Phase 5 6 7 8 Phase 5 6 7 8% % 9 47 16 28

Dat

e:11

-Dec

-18

Inte

rsec

tio

n:

Tra

falg

ar &

Cro

ss/S

outh

Ser

vice

Roa

d

8 P

has

e B

asic

Tim

ing

Sh

eet

12

34

56

78

2 P

ed4

Ped

6 P

ed8

Ped

Pha

ses

in u

seX

XX

XX

XX

XX

Dire

ctio

nS

BL

NB

Pro

t EB

Pro

t NB

LS

BP

rot W

B

Min

Gre

en7

2010

720

10V

eh E

xt.

Yel

low

34

43

44

Red

13

32

33

Wal

k7

77

Don

't W

alk

2028

20M

ax 1

Max

2M

ax 3

Veh

Rec

all

Ped

Rec

all

No

tes:




Phase 5 6 7 8 Phase 5 6 7 8% 14 35 36 15 % 12 44 32 12




Phase 5 6 7 8 Phase 5 6 7 8% 14 35 36 15 % 14 35 36 15

Pattern 5 Pattern 6Time: 17:00-19:00 Time: 22:00Cycle Length: 140 Cycle Length: localOffset (%): 42% Offset (%):



Phase 5 6 7 8 Phase 5 6 7 8% 12 42 33 13 % 0 0 0 0

Pattern 7 Pattern 8Time: Time:Cycle Length: Cycle Length:Offset (%): Offset (%):


% %Direction Direction

Phase 5 6 7 8 Phase 5 6 7 8% %

CFG_10.70.10.51_181112_135008.txt

SOFTWARE MODULESNAME PART NUMBER VERSION

EB U-BOOT 119-1046-204 05.04.03O/S 119-1047-205 06.05.00APPLICATION 119-1051-265 32.65.00CONFIGURATION 100-1049-001 L3000,19EB CONTROLLER 119-1049-205 07.05.00BGC CONTROLLER 140-1020-205 09.05.00BGC RESOURCE 140-1033-203 18.03.00PIO CONTROLLER 140-1021-203 10.03.00PS CONTROLLER 140-1022-204 11.04.00AGC U-BOOT 140-1023-200 12.00.05AGC O/S 140-1024-212 13.12.00AGC APPLICATION 140-1025-265 14.65.00TELEMETRY 100-1032-501 V1.00.00

TIMING PLAN [ 1] PHASE DATA PHASE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16MIN GRN 0 38 0 10 6 38 0 0 0 0 0 0 5 5 5 5BK MGRN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0CS MGRN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0DLY GRN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0WALK 0 10 0 10 0 10 0 0 0 0 0 0 0 10 0 10WALK2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0WLK MAX 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PED CLR 0 31 0 18 0 31 0 7 0 7 0 7 0 16 0 16PD CLR2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PC MAX 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PED CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VEH EXT 0.0 5.0 0.0 3.0 3.5 5.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 5.0 5.0 5.0VH EXT2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0MAX1 0 30 0 20 15 30 0 0 0 0 0 0 35 35 35 35MAX2 0 40 0 30 20 40 0 0 0 0 0 0 40 40 40 40MAX3 0 50 0 35 30 50 0 0 0 0 0 0 0 0 0 0DYM MAX 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0DYM STP 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0YELLOW 3.0 3.7 3.0 3.3 4.0 3.7 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0RED CLR 0.0 2.9 0.0 2.5 2.0 2.9 0.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0RED MAX 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0RED RVT 2.0 2.6 2.0 2.5 2.0 2.6 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0ACT B4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0SEC/ACT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0MAX INT 30 30 30 30 30 30 30 30 30 30 30 30 0 0 0 0TIME B4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0CARS WT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0STPTDUC 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0TTREDUC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0MIN GAP 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

TMG VEH OVLP...[A] TYPE:OTHER/ECONOLITE

TMG VEH OVLP...[B] TYPE:OTHER/ECONOLITE

Page 10

Cornwall Road & Cross Avenue - Signal Timing Plan

Trafalgar Rd @ Cornwall Rd (Master) - Cross Ave @ Argus Rd

Controller Timing Plan (MM)2-1 Plan 1Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Min Green 8 22 5 10 5 22 5 10 5 5 5 5 5 5 5 5BK Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0CS Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Delay Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Walk 0 7 0 7 0 7 0 7 0 10 0 10 0 10 0 10Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Walk Max 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Ped Clear 0 16 0 16 0 16 0 16 0 16 0 16 0 16 0 16Ped Clear 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Ped Clear Max 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Ped CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vehicle Ext 2.5 5.0 0.0 4.0 0.0 5.0 0.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Ext 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Max 1 12 45 0 30 0 45 0 30 35 35 35 35 35 35 35 35Max 2 0 0 0 0 0 0 0 0 40 40 40 40 40 40 40 40Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0DYM Max 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0DYM Stp 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Yellow 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Red Clear 1.0 2.0 1.0 2.0 1.0 2.0 1.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Red Max 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Red Revert 4.0 4.0 2.0 4.0 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0ACT B4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0SEC/ACT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Max Int 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Time B4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Cars Wt 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0STPT Duc 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Time To Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 6 of 23

11/13/2018file://C:\ECONLITE\PRINTS\ASC3Print\PrintAll.html

Trafalgar Rd @ Cornwall Rd (Master) - Cross Ave @ Go Station


Page 5 of 23


Trafalgar Rd @ Cornwall Rd (Master) - Cross Ave @ Lyons Lane


Page 6 of 23


APPENDIX B Background Traffic Information

APPENDIX K PRELIMINARY DESIGN

APP

END

IX K

C

C

CC

CC

CC

C

B

B

B

C

C

C

C

C

C

C

C

C

C

C

C

C

CC

CC C

C

C

C

C

C C

CC

C

C

C

C

C

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157 Cross AvenueBackground Development Trip Generation

Scenario 1 & 2 Background Development

1. Oakville-Trafalgar Memorial Hospital Lands Redevelopment

Source: Transportation Demand and Traffic Impact Study, January 29, 2018, By Parsons

33 0 027 18 0 0 0 0

24 0 0

17 1614 13 7 9

8 11 7 9 14 19 14 19 7 9 16 20 16 20 9 11 17 219 11 9 11

13 10 11 9 27 21 27 21 11 9 20 16 11 9 0 0 9 72 2 1 11 16 13 7 7 11 9 7 7

2 15 9 9 9 9

19 27 2115 13 21 14 17 14

17 19 19

AM PM AM PM86 107 70 93

AM 156PM 200

19 27 2115 13 21 14 17 14

17 19 19

5 14 16 11 11 114 11 9 12 13 9 7 9 9 9

11 14 11 14 7 9 14 19 17 21 9 11 13 161 2 4 5

9 716 13 16 13 11 9 21 17 19 14 9 7 19 14

4 2 5 4 4 7 0 7 75 2 5 9 0 9 9

7 21 166 5 17 11 13 14

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7 14 19

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PM Peak Hour Signal ControlAM Peak Hour

R T LStop Control

T. Inbound T. Outbound

Low Density Res.

Park

MediumDensity Res.Proposed Community Centre

Existing Parking Garage

Drop Off

LEGEND

Figure 9: Estimated Site Traffic Volumes, AM and PM Peak Hours

Seniors Oriented HousingCivic Space

Existing Wyndham ManorOpen Space

Existing Residential Building Proposed New Condos

ReynoldsSt.

AllanSt.

Lawson St.

Cornwall Rd

MacDonald Rd.

Galt Ave

Sheddon Ave

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157 Cross AvenueBackground Development Trip Generation

Scenario 2 Background Developments

2. 177 & 185 Cross Avenue and 580 Argus Road, Proposed Mixed-Use DevelopmentLand Use

In Out Total In Out TotalResidential Condominium Units: 552ITE Code 230 Distribution 17% 83% 100% 67% 33% 100%

EquationRate 0.06 0.31 0.37 0.30 0.15 0.44

Trips 35 168 203 163 81 244General Office Sq Ft. 22,943ITE Code 710 Distribution 88% 12% 100% 17% 83% 100%

EquationRate 2.26 0.31 2.57 0.78 3.80 4.58Trips 52 7 59 18 87 105

Shopping Centre Sq Ft. 9,833ITE Code 820 Distribution 62% 38% 100% 48% 52% 100%


111 189 300 242 234 4765% Internal Trip Reduction 6 9 15 12 12 24

25% Transit Trip Reduction 28 47 75 60 59 11925% Pass-by Trips 5 5 10 16 16 32

5 5 10 16 16 3273 128 201 153 148 301

Source: ITE Trip Generation Manuals, 9th Edition

3. 165 Cross Avenue, Proposed Mixed-Use DevelopmentLand Use



General Office Sq Ft. 6,232ITE Code 710 Distribution 88% 12% 100% 17% 83% 100%


Shopping Centre Sq Ft. 3,111ITE Code 820 Distribution 62% 38% 100% 48% 52% 100%


48 100 148 129 144 2735% Internal Trip Reduction 2 5 7 6 7 13

25% Transit Trip Reduction 12 25 37 32 36 6825% Pass-by Trips 2 2 4 7 7 14

2 2 4 7 7 1432 68 100 84 94 178

Source: ITE Trip Generation Manuals, 9th Edition

4. 599 Lyons Lane, Proposed Residential DevelopmentLand Use


EquationRate 0.07 0.32 0.39 0.31 0.15 0.46

Trips 28 135 163 131 64 19525% Transit Trip Reduction 7 34 41 33 16 49

21 101 122 98 48 146Source: ITE Trip Generation Manuals, 9th Edition

Weekday AM Peak Hour Weekday PM Peak Hour

Ln(T)= 0.80Ln(X)+0.26 Ln(T)= 0.82Ln(X)+0.32

Total New Site Trips

Total Trips

Total Pass-by TripsTotal New Site Trips

Ln(T)= 0.80Ln(X)+0.26 Ln(T)= 0.82Ln(X)+0.32

Ln(T)= 0.80Ln(X)+1.57 T=1.12(X)+78.45

Ln(T)= 0.61Ln(X)+2.24 Ln(T)= 0.67Ln(X)+3.31

Total Pass-by TripsTotal New Site Trips

Total Trips


Ln(T)= 0.61Ln(X)+2.24 Ln(T)= 0.67Ln(X)+3.31


Ln(T)= 0.80Ln(X)+0.26 Ln(T)= 0.82Ln(X)+0.32

Ln(T)= 0.80Ln(X)+1.57 T=1.12(X)+78.45

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4

APPENDIX CTransportation Tomorrow Survey Data Results

Sat Dec 08 2018 19:00:44 GMT-0500 (Eastern Standard Time) - Run Time: 3072ms

Cross Tabulation Query Form - Trip - 2016 v1.1

Row: 2006 GTA zone of origin - gta06_orig

Column: Primary travel mode of trip - mode_primeTable: Start time of trip - start_time

RowG:ColG:(D)(P)(B,G,J)(C)(W)TblG:(600-900)

Filters:2006 GTA zone of origin - gta06_orig In 4014,4012,4015,4013andTrip purpose of origin - purp_orig In H, W, M,

Trip 2016

Table: 1

Zone Auto Driver Auto Passenger Transit Cycle Walk Other4012 1252 316 311 0 153 64013 384 34 78 21 21 04014 335 52 167 0 14 04015 428 9 12 0 0 0Total 2399 411 568 21 188 6

Total% 67% 11% 16% 1% 5% 0%

Cross Tabulation Query Form - Trip - 2016 v1.1

Row: Planning district of destination - pd_dest NorthColumn: Ward number of origin - ward_orig 15%Table: Trip purpose of origin - purp_orig West 28% 55% EastFilters: 1%Ward number of origin - ward_orig In 161 SouthStart time of trip - start_time In 600-900Trip purpose of origin - purp_orig In H,

Destination Zone

No. of Trips from Town of Oakville Ward 3 (161 on TTS)

Percent of Trips fromTown of

Oakville Ward 3 (161 on TTS)

Location respect to

site

GO Train Accessible

PD 1 of Toronto 1365 18% E YESPD 2 of Toronto 202 3% E YESPD 4 of Toronto 94 1% EPD 5 of Toronto 88 1% EPD 7 of Toronto 14 0% EPD 8 of Toronto 134 2% EPD 9 of Toronto 30 0% EPD 10 of Toronto 117 2% EPD 11 of Toronto 14 0% EPD 12 of Toronto 29 0% ERichmond Hill 18 0% NMarkham 49 1% NVaughan 21 0% NCaledon 13 0% NBrampton 115 1% NMississauga 2204 28% E YESHalton Hills 16 0% NMilton 69 1% NOakville

Ward 1 231 3% WWard 2 1197 15% WWard 3 InternalWard 4 266 3% WWard 5 299 4% NWard 6 389 5% N

Burlington 153 2% W YESFlamborough 36 0% WStoney Creek 55 1% SHamilton 232 3% W YESGrimsby 37 0% SWaterloo 58 1% WWellesley 15 0% NCity of Guelph 124 2% NNew Tecumseth 64 1% NTotal 7748 100% 54%

APPENDIX D Capacity Analysis Sheets

Existing Conditions

2018

-12-

11

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akvi

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ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

4

Lane

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11

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venu

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akvi

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ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

5

Mov

emen

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venu

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akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

6

Lane

Gro

upEB

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11

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157

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venu

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akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

7

Mov

emen

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TEB

RW

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BRLa

ne C

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ions

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Page

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09

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venu

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akvi

lle, O

ntar

ioSy

nchr

o 7

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epor

tTP

Page

9

Lane

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me

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ed T

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ptim

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tiliz

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Lev

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ross

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aza

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nce

2018

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09

Prop

osed

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uild

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157

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ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

10

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emen

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ss A

venu

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akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

11

Lane

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09

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ioSy

nchr

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epor

tTP

Page

12

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ioSy

nchr

o 7

- R

epor

tTP

Page

13

Lane

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all M

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4

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10

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tTP

Page

14

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tTP

Page

10

Mov

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2019

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16

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osed

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ed-U

se B

uild

ing,

157

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ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

7

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16

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ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

8

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aza

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nce

2019

-01-

16

Prop

osed

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se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

9

Mov

emen

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16

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ed-U

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uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

10

Lane

Gro

upEB

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16

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157

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ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

11

Mov

emen

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ne C

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ions

Volu

me

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gus

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2019

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16

Prop

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157

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ss A

venu

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akvi

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ntar

ioSy

nchr

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tTP

Page

5

Mov

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2019

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16

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ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

6

Lane

Gro

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ptim

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Yes

Yes

Yes

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all M

ode

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eN

one

Non

eN

one

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eN

one

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Min

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ffct G

reen

(s)

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620.

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Sum

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axim

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: 0.6

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ters

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n Si

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Del

ay: 1

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Inte

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tion

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apac

ity U

tiliz

atio

n 89

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ICU

Lev

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f Ser

vice

EAn

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is P

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d (m

in) 1

5

Split

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d Ph

ases

:

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ross

Ave

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ture

Loc

al R

oadw

ay

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

7

Mov

emen

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RLa

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ions

Volu

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(vph

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4424

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341.

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Peak

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Adj.

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Gre

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10

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11

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(s)

15.0

Inte

rsec

tion

Cap

acity

Util

izat

ion

88.8

%IC

U L

evel

of S

ervi

ceE

Anal

ysis

Per

iod

(min

)15

c

Crit

ical

Lan

e G

roup

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

4

Lane

Gro

upEB

LEB

TW

BLW

BTN

BLN

BTSB

LSB

TLa

ne C

onfig

urat

ions

Volu

me

(vph

)48

583

4257

921

012

613

Turn

Typ

ePe

rmpm

+pt

Perm

Perm

Prot

ecte

d Ph

ases

43

82

6Pe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

38

22

66

Switc

h Ph

ase

Min

imum

Initi

al (s

)22

.022

.08.

022

.010

.010

.010

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inim

um S

plit

(s)

29.0

29.0

12.0

29.0

29.0

29.0

29.0

29.0

Tota

l Spl

it (s

)51

.051

.016

.067

.036

.036

.036

.036

.0To

tal S

plit

(%)

49.5

%49

.5%

15.5

%65

.0%

35.0

%35

.0%

35.0

%35

.0%

Yello

w T

ime

(s)

4.0

4.0

3.0

4.0

4.0

4.0

4.0

4.0

All-R

ed T

ime

(s)

2.0

2.0

1.0

2.0

2.0

2.0

2.0

2.0

Lost

Tim

e Ad

just

(s)

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-1.0

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Tota

l Los

t Tim

e (s

)5.

05.

03.

05.

05.

05.

05.

05.

0Le

ad/L

agLa

gLa

gLe

adLe

ad-L

ag O

ptim

ize?

Yes

Yes

Yes

Rec

all M

ode

Non

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Act E

ffct G

reen

(s)

24.0

24.0

33.1

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31.3

31.3

31.3

31.3

Actu

ated

g/C

Rat

io0.

330.

330.

460.

430.

430.

430.

430.

43v/

c R

atio

0.22

0.57

0.22

0.44

0.34

0.10

0.26

0.81

Con

trol D

elay

22.4

23.1

13.2

14.9

36.2

0.4

16.9

21.8

Que

ue D

elay

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

Tota

l Del

ay22

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.20.

416

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SC

CB

BD

AB

CAp

proa

ch D

elay

23.1

14.8

11.4

21.0

Appr

oach

LO

SC

BB

C

Inte

rsec

tion

Sum

mar

yC

ycle

Len

gth:

103

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ated

Cyc

le L

engt

h: 7

2.5

Nat

ural

Cyc

le: 8

0C

ontro

l Typ

e: A

ctua

ted-

Unc

oord

inat

edM

axim

um v

/c R

atio

: 0.8

1In

ters

ectio

n Si

gnal

Del

ay: 1

9.4

Inte

rsec

tion

LOS:

BIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 86

.7%

ICU

Lev

el o

f Ser

vice

EAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

3: C

ross

Ave

nue

& Ar

gus

Roa

d

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

5

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Volu

me

(vph

)48

583

1342

579

3621

047

126

1359

1Id

eal F

low

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pl)

1900

1900

1900

1900

1900

1900

1900

1900

1900

1900

1900

1900

Tota

l Los

t tim

e (s

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03.

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td. F

low

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mitt

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391.

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261.

000.

151.

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721.

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td. F

low

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m)

746

3488

253

3562

153

783

1262

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Peak

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tor,

PHF

0.91

0.91

0.91

0.91

0.91

0.91

0.91

0.91

0.91

0.91

0.91

0.91

Adj.

Flow

(vph

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641

1446

636

4023

052

138

1464

9R

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uctio

n (v

ph)

02

00

60

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00

154

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ne G

roup

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ph)

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90

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fl. P

eds.

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11

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eavy

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icle

s (%

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100%

7%10

0%0%

Turn

Typ

ePe

rmpm

+pt

Perm

Perm

Prot

ecte

d Ph

ases

43

82

6Pe

rmitt

ed P

hase

s4

82

6Ac

tuat

ed G

reen

, G (s

)23

.023

.031

.931

.930

.330

.330

.330

.3Ef

fect

ive

Gre

en, g

(s)

24.0

24.0

32.9

32.9

31.3

31.3

31.3

31.3

Actu

ated

g/C

Rat

io0.

320.

320.

440.

440.

420.

420.

420.

42C

lear

ance

Tim

e (s

)6.

06.

04.

06.

06.

06.

06.

06.

0Ve

hicl

e Ex

tens

ion

(s)

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

Lane

Grp

Cap

(vph

)24

111

2816

715

7965

330

532

654

v/s

Rat

io P

rot

c0.1

90.

02c0

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c0.3

3v/

s R

atio

Per

m0.

070.

100.

150.

11v/

c R

atio

0.22

0.58

0.28

0.42

0.35

0.07

0.26

0.78

Uni

form

Del

ay, d

118

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n Fa

ctor

1.00

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1.00

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Incr

emen

tal D

elay

, d2

0.5

0.7

0.9

0.2

3.3

0.1

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5.8

Del

ay (s

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vel o

f Ser

vice

BC

BB

BB

BC

Appr

oach

Del

ay (s

)21

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proa

ch L

OS

CB

BC

Inte

rsec

tion

Sum

mar

yH

CM

Ave

rage

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trol D

elay

19.4

HC

M L

evel

of S

ervi

ceB

HC

M V

olum

e to

Cap

acity

ratio

0.69

Actu

ated

Cyc

le L

engt

h (s

) 74

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m o

f los

t tim

e (s

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.0In

ters

ectio

n C

apac

ity U

tiliz

atio

n86

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ICU

Lev

el o

f Ser

vice

EAn

alys

is P

erio

d (m

in)

15c

C

ritic

al L

ane

Gro

up

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

6

Lane

Gro

upEB

LEB

TW

BLW

BTN

BLN

BTSB

LSB

TLa

ne C

onfig

urat

ions

Volu

me

(vph

)25

307

733

454

500

830

Turn

Typ

ePe

rmpm

+pt

Perm

Perm

Prot

ecte

d Ph

ases

43

82

6Pe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

38

22

66

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h Ph

ase

Min

imum

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al (s

)22

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inim

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Tota

l Spl

it (s

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tal S

plit

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28.0

%28

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44.0

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28.0

%28

.0%

28.0

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Yello

w T

ime

(s)

3.3

3.3

3.0

3.3

3.3

3.3

3.3

3.3

All-R

ed T

ime

(s)

2.3

2.3

0.0

2.3

2.3

2.3

2.3

2.3

Lost

Tim

e Ad

just

(s)

0.0

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Tota

l Los

t Tim

e (s

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62.

04.

64.

64.

64.

64.

6Le

ad/L

agLa

gLa

gLe

adLe

ad-L

ag O

ptim

ize?

Yes

Yes

Yes

Rec

all M

ode

Non

eN

one

Non

eN

one

Non

eN

one

Min

Min

Act E

ffct G

reen

(s)

24.1

58.9

56.2

15.0

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15.0

Actu

ated

g/C

Rat

io0.

300.

730.

700.

190.

190.

190.

19v/

c R

atio

0.50

0.86

0.43

0.21

0.25

0.63

0.09

Con

trol D

elay

27.6

19.9

7.1

32.4

0.6

53.0

0.3

Que

ue D

elay

0.0

0.9

0.4

0.0

0.0

0.0

0.0

Tota

l Del

ay27

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532

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653

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3LO

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CA

DA

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oach

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ay27

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732

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proa

ch L

OS

CB

AC

Inte

rsec

tion

Sum

mar

yC

ycle

Len

gth:

100

Actu

ated

Cyc

le L

engt

h: 8

0.8

Nat

ural

Cyc

le: 8

0C

ontro

l Typ

e: A

ctua

ted-

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oord

inat

edM

axim

um v

/c R

atio

: 0.8

6In

ters

ectio

n Si

gnal

Del

ay: 1

8.0

Inte

rsec

tion

LOS:

BIn

ters

ectio

n C

apac

ity U

tiliz

atio

n 92

.0%

ICU

Lev

el o

f Ser

vice

FAn

alys

is P

erio

d (m

in) 1

5

Split

s an

d Ph

ases

:

4: C

ross

Ave

nue

& Fu

ture

Loc

al R

oadw

ay

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

7

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

LSB

TSB

RLa

ne C

onfig

urat

ions

Volu

me

(vph

)25

307

8773

345

439

500

210

830

54Id

eal F

low

(vph

pl)

1900

1900

1900

1900

1900

1900

1900

1900

1900

1900

1900

1900

Tota

l Los

t tim

e (s

)4.

62.

04.

64.

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6La

ne U

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acto

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low

(pro

t)32

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t Per

mitt

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00Sa

td. F

low

(per

m)

2970

715

1777

1365

1592

773

1583

Peak

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r fac

tor,

PHF

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

Adj.

Flow

(vph

)27

334

9579

749

342

540

228

900

59R

TOR

Red

uctio

n (v

ph)

022

00

30

018

60

048

0La

ne G

roup

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w (v

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043

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Ped

s. (#

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11

Hea

vy V

ehic

les

(%)

2%8%

0%0%

6%2%

0%2%

0%2%

2%2%

Turn

Typ

ePe

rmpm

+pt

Perm

Perm

Prot

ecte

d Ph

ases

43

82

6Pe

rmitt

ed P

hase

s4

82

6Ac

tuat

ed G

reen

, G (s

)23

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.155

.113

.913

.913

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fect

ive

Gre

en, g

(s)

24.1

56.1

56.1

14.9

14.9

14.9

14.9

Actu

ated

g/C

Rat

io0.

300.

700.

700.

190.

190.

190.

19C

lear

ance

Tim

e (s

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63.

05.

65.

65.

65.

65.

6Ve

hicl

e Ex

tens

ion

(s)

3.0

3.0

3.0

3.0

3.0

3.0

3.0

Lane

Grp

Cap

(vph

)89

290

812

4325

429

614

429

4v/

s R

atio

Pro

tc0

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0.30

0.03

0.01

v/s

Rat

io P

erm

c0.1

50.

290.

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v/c

Rat

io0.

490.

880.

430.

210.

140.

620.

04U

nifo

rm D

elay

, d1

23.0

9.3

5.2

27.7

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30.1

26.8

Prog

ress

ion

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or1.

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001.

001.

001.

001.

001.

00In

crem

enta

l Del

ay, d

20.

49.

60.

20.

40.

28.

20.

1D

elay

(s)

23.4

18.9

5.4

28.1

27.5

38.3

26.8

Leve

l of S

ervi

ceC

BA

CC

DC

Appr

oach

Del

ay (s

)23

.413

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proa

ch L

OS

CB

CC

Inte

rsec

tion

Sum

mar

yH

CM

Ave

rage

Con

trol D

elay

18.7

HC

M L

evel

of S

ervi

ceB

HC

M V

olum

e to

Cap

acity

ratio

0.68

Actu

ated

Cyc

le L

engt

h (s

) 80

.2Su

m o

f los

t tim

e (s

)11

.2In

ters

ectio

n C

apac

ity U

tiliz

atio

n92

.0%

ICU

Lev

el o

f Ser

vice

FAn

alys

is P

erio

d (m

in)

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ritic

al L

ane

Gro

up

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

8

Lane

Gro

upEB

LEB

TW

BLW

BTN

BLN

BTSB

LSB

TLa

ne C

onfig

urat

ions

Volu

me

(vph

)76

286

225

232

81

2117

Turn

Typ

ePe

rmpm

+pt

Perm

Perm

Prot

ecte

d Ph

ases

43

82

6Pe

rmitt

ed P

hase

s4

82

6D

etec

tor P

hase

44

38

22

66

Switc

h Ph

ase

Min

imum

Initi

al (s

)35

.035

.08.

035

.010

.010

.010

.010

.0M

inim

um S

plit

(s)

41.0

41.0

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41.0

28.0

28.0

28.0

28.0

Tota

l Spl

it (s

)51

.051

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.041

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tal S

plit

(%)

48.1

%48

.1%

13.2

%61

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38.7

%38

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38.7

%38

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Yello

w T

ime

(s)

4.0

4.0

3.0

4.0

4.0

4.0

4.0

4.0

All-R

ed T

ime

(s)

2.0

2.0

1.0

2.0

2.0

2.0

2.0

2.0

Lost

Tim

e Ad

just

(s)

-1.0

-1.0

-1.0

-1.0

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Tota

l Los

t Tim

e (s

)5.

05.

03.

05.

05.

05.

05.

05.

0Le

ad/L

agLa

gLa

gLe

adLe

ad-L

ag O

ptim

ize?

Yes

Yes

Yes

Rec

all M

ode

Non

eN

one

Non

eN

one

Non

eN

one

Non

eN

one

Act E

ffct G

reen

(s)

36.5

36.5

51.4

50.6

11.1

11.1

11.1

11.1

Actu

ated

g/C

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tTP

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3

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Page

4

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2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

5

Mov

emen

tEB

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ne C

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Volu

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ritic

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ane

Gro

up

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

6

Lane

Gro

upEB

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TW

BLW

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ne C

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ions

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me

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d Ph

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:

4: C

ross

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& Fu

ture

Loc

al R

oadw

ay

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

7

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

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TSB

RLa

ne C

onfig

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ions

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me

(vph

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573

4424

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616

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Gro

up

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

8

Lane

Gro

upEB

LEB

TW

BLW

BTN

BLN

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ne C

onfig

urat

ions

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me

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n C

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tiliz

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n 61

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Lev

el o

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alys

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d (m

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d Ph

ases

:

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ross

Ave

nue

& Pl

aza

Entra

nce

2019

-01-

16

Prop

osed

Mix

ed-U

se B

uild

ing,

157

Cro

ss A

venu

e, O

akvi

lle, O

ntar

ioSy

nchr

o 7

- R

epor

tTP

Page

9

Mov

emen

tEB

LEB

TEB

RW

BLW

BTW

BRN

BLN

BTN

BRSB

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TSB

RLa

ne C

onfig

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ions

Volu

me

(vph

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170

154

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1900

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Adj.

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351

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524

226

68

195

175

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TOR

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13

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APPENDIX E LOS Definitions

LEVEL OF SERVICE ANALYSIS AT UNSIGNALIZED INTERSECTIONS(1)

The term "level of service" implies a qualitative measure of traffic flow at an intersection. It is dependent upon the vehicle delay and vehicle queue lengths at approaches. The level of service at unsignalized intersections is often related to the delay accumulated by flows on the minor streets, caused by all other conflicting movements. The following table describes the characteristics of each level.

Level of Service Features

A Little or no traffic delay occurs. Approaches appear open, turning movements are easily made, and drivers have freedom of operation.

B Short traffic delays occur. Many drivers begin to feel somewhat restricted in terms of freedom of operation.

C Average traffic delays occur. Operations are generally stable, but drivers emerging from the minor street may experience difficulty in completing their movement. This may occasionally impact on the stability of flow on the major street.

D Long traffic delays occur. Motorists emerging from the minor street experience significant restriction and frustration. Drivers on the major street will experience congestion and delay as drivers emerging from the minor street interfere with the major through movements.

E Very long traffic delays occur. Operations approach the capacity of the intersection.

F Saturation occurs, with vehicle demand exceeding the available capacity. Very long traffic delays occur.

(1) Highway Capacity Manual - Special Report No. 209, Transportation Research Board, 1985.

APPENDIX F Town of Oakville By-law Excerpts

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