TRAFFIC IMPACT AND PARKING STUDY 3257 …...April 17, 2018 Reference No. 2017-0675 Mr. Jeff Kenny Strategy 4 Inc. 2620 Bristol Circle, Suite 100 Oakville, ON L6H 6Z7 Attention: Mr

Project No.: 2017-0675

[ Month Year ]

3257 Mainway, City of Burlington

STRATEGY 4 INC.

TRAFFIC IMPACT AND PARKING STUDY

APRIL 2018

April 17, 2018 Reference No. 2017-0675 Mr. Jeff Kenny Strategy 4 Inc. 2620 Bristol Circle, Suite 100 Oakville, ON L6H 6Z7

Attention: Mr. Kenny Traffic Impact and Parking Study 3257 Mainway City of Burlington

Cole Engineering Group Ltd. (“COLE”) is pleased to submit the revised Traffic Impact and Parking Study (TIPS) for the above noted subject property, in support of a new U-Haul facility with three full moves accesses on Mainway. The site located at 3257 Mainway on the north side of Mainway directly across from Pioneer Road in the City of Burlington (the “City”).

This study concludes that during the peak periods, all key intersections and site accesses can operate at satisfactory levels of service and below capacity with no road improvements required. In addition, the proposed parking supply is sufficient to serve the site.

Should you have any questions, please do not hesitate to contact the undersigned.

Best Regards,

COLE ENGINEERING GROUP LTD.

Mustafa Ersin Sarier, E.I.T., M. Eng. Rao Marthi, C.E.T. Traffic Analyst Project Manager Traffic Traffic Urban Development (ICI) Urban Development (ICI) MS/RM

Strategy 4 Inc. 357 Mainway Traffic Impact and Parking Study

2017-0675 April 2018 i

PREPARED BY:


Mustafa Ersin Sarier, E.I.T., M. Eng. Traffic Analyst Traffic Urban Development (ICI)

Issues and Revisions Registry

Identification Date Description of issued and/or revision

Draft Report April 2018 For Client review

Final Report April 2018 For submission

CHECKED BY:


Rao Marthi, C.E.T., MITE Project Manager Traffic Urban Development (ICI)


2017-0675 April 2018 ii

Statement of Conditions

This Report / Study (the “Work”) has been prepared at the request of, and for the exclusive use of, the Owner / Client, City of Burlington and its affiliates (the “Intended User”). No one other than the Intended User has the right to use and rely on the Work without first obtaining the written authorization of Cole Engineering Group Ltd. and its Owner. Cole Engineering Group Ltd. expressly excludes liability to any party except the Intended User for any use of, and/or reliance upon, the work.

Neither possession of the Work, nor a copy of it, carries the right of publication. All copyright in the Work is reserved to Cole Engineering Group Ltd. The Work shall not be disclosed, produced or reproduced, quoted from, or referred to, in whole or in part, or published in any manner, without the express written consent of Cole Engineering Group Ltd., City of Burlington, or the Owner.


2017-0675 April 2018 iii

Table of Contents

1 Introduction ............................................................................................................................. 1

2 Study Approach ........................................................................................................................ 1

3 Existing Traffic Conditions......................................................................................................... 2

3.1 Existing Road Network ............................................................................................................. 2

3.2 Existing Traffic Analysis ........................................................................................................... 2

4 Future Background Traffic ........................................................................................................ 3

4.1 Background Traffic Growth ...................................................................................................... 3

4.2 Background Developments ...................................................................................................... 3

4.3 Future (2023) Background Traffic Analysis ............................................................................. 3

5 Site Traffic ................................................................................................................................ 4

5.1 Trip Generation ........................................................................................................................ 4

5.2 Site Traffic Volumes ................................................................................................................. 5

6 Future Total Traffic ................................................................................................................... 5

6.1 Future (2023) Total Traffic Analysis ......................................................................................... 5

7 Parking .................................................................................................................................... 7

7.1 City of Burlington By-law Parking Requirements ..................................................................... 7

7.2 ITE Parking Generation ............................................................................................................ 7

7.3 Parking Rationalization ............................................................................................................ 7 7.3.1 Office Parking Review ............................................................................................................... 7 7.3.2 Proxy Parking Survey ................................................................................................................ 8

7.3.2.1 Oakville Proxy Parking Utilization Survey ................................................................. 8 7.3.2.2 Burlington Proxy Parking Utilization Survey ........................................................... 10

7.4 Parking Comparison ............................................................................................................... 11

8 Conclusions and Recommendations ....................................................................................... 12


2017-0675 April 2018 iv

LIST OF TABLES

Table 3.1 Level of Service – Existing Traffic Assessment .................................................................... 3 Table 4.1 Level of Service-Future (2023) Background Traffic Assessment ......................................... 4 Table 5.1 Trip Generation – Subject Site ............................................................................................ 5 Table 5.2 Trip Distribution .................................................................................................................. 5 Table 6.1 Level of Service – Future (2023) Total Traffic Assessment ................................................. 6 Table 7.1 Parking Requirement as per City of Burlington Zoning By-law 2020 .................................. 7 Table 7.2 ITE Parking Generation 4th Edition – Future Parking Demand ............................................ 7 Table 7.3 Total Observed Parking Survey Results (Oakville) .............................................................. 8 Table 7.4 Warehouse Parking Survey Estimation (Oakville) ............................................................... 9 Table 7.5 Total Observed Parking Survey Results (Burlington) ........................................................ 10 Table 7.6 Warehouse Parking Survey Estimation (Burlington) ........................................................ 10 Table 7.7 Parking Comparison Table ................................................................................................ 11

LIST OF FIGURES

Figure 1-1 Site Location ............................................................................................... Following Report Figure 1-2 Site Plan ..................................................................................................... Following Report Figure 3-1 Existing Lane Configuration ....................................................................... Following Report Figure 3-2 Existing Traffic Volumes ............................................................................. Following Report Figure 4-1 Future (2023) Background Traffic Volumes ............................................... Following Report Figure 5-1 Site Traffic Volumes ................................................................................... Following Report Figure 6-1 Future (2023) Total Traffic Volumes .......................................................... Following Report

APPENDICES

Appendix A Existing Traffic Data

Appendix B Existing Traffic Level of Service Calculations

Appendix C Future (2023) Background Traffic Level of Service Calculations

Appendix D Future (2023) Total Traffic Level of Service Calculations

Appendix E Parking Demand Surveys


2017-0675 April 2018 1

1 Introduction

Cole Engineering Group Ltd. (COLE) was retained by Strategy 4 Inc. to undertake a Traffic Impact and Parking Study (TIPS) in support of a new U-Haul facility (the “subject site”). The subject lands are located on the north side of Mainway across from Pioneer Road, municipally known as 3257 Mainway, in the City of Burlington (the “City”). The site location is illustrated in Figure 1-1.

The property is currently occupied by a vacant industrial development. The current proposal is to convert the existing 124,302ft2 building plus 31,704ft2 addition into a U-Haul rental facility that will include an automotive repair shop, dispatch and receiving area (“DnR”), showroom, office; and a self-storage warehouse. The site will use the three existing full moves accesses onto Mainway Road. The Site Plan is illustrated in Figure 1-2.

The purpose of this TIS includes:

Assessment of the existing traffic volumes and background growth within the study area;

Estimation of the future background traffic volumes based on a 5-year traffic horizon (2023);

Forecasting of traffic associated with the proposed development;

Documentation of the traffic impacts associated with the subject lands;

Identification of any traffic operational concerns;

Identification of any mitigation measures for the adjacent road network (if necessary); and,

Comment on the adequacy of the parking spaces supplied for the proposed development and review of on-site circulation.

2 Study Approach

Weekday morning and afternoon peak period traffic counts were obtained from the City for the following study area intersections:

Mainway Road / Dillon Road (Signalized);

Mainway Road / Pioneer Road (Unsignalized); and,

Mainway Road / Northside Road (Signalized).

The traffic data and signal timing plans are provided in Appendix A. An annual growth factor of 1% a year has been applied to forecast the existing (2018) traffic conditions with the weekday morning and afternoon peak periods analyzed as a result of the traffic peaks on Mainway, as discussed with City staff.

In order to forecast the future background (2023) traffic conditions, an annual background growth rate of 1% was used. No background developments in this area were identified by City staff for inclusion in this study.

Site traffic was derived using information contained in the Trip Generation Manual, 9th Edition, published by the Institute of Transportation Engineers (ITE). To be conservative, a non-auto modal split was not applied to trip generation and trips were distributed based on the existing traffic patterns.


2017-0675 April 2018 2

Future total traffic conditions are determined by the summation of the estimated traffic volumes generated by the site and the background traffic volumes for the 2023 horizon.

The study area intersections were analyzed using Synchro 9.0 software which utilizes the U.S. Transportation Research Board Highway Capacity Manual 2000 methodology.

3 Existing Traffic Conditions

The existing lane configuration for the study area road network is illustrated in Figure 3-1.

3.1 Existing Road Network

The road network within the study area is outlined below:

Mainway Road is an east-west arterial road consisting of a four (4) lane cross section under the jurisdiction of the City. Mainway Road maintains a speed limit of 60 km/h from Guelph Line to Burloak Drive. The road has urban cross section and sidewalks on the both side of the road in the vicinity of the subject site;

Pioneer Road is a local municipal road consisting of two (2) lane cross section under the jurisdiction of the City and maintains 50 km/h in the vicinity of the subject site. The road has urban cross section with no sidewalks. It is under un-signalized control at Mainway intersection;

Northside Road is a collector road consisting of two (2) lane cross section under the jurisdiction of the City and maintains 40 km/h in the vicinity of the subject site. The road has urban cross section with a sidewalk on the west side. It is under signalized control at Mainway intersection; and,

Dillon Road is a collector road consisting of two (2) lane cross section under the jurisdiction of the City and maintains 50 km/h in the vicinity of the subject site. The road has urban cross section with sidewalks on the both side of the road. It is under signalized control at Mainway intersection.

3.2 Existing Traffic Analysis

The existing traffic volumes are illustrated in Figure 3-2 and were analyzed using Synchro 9.0 software. Existing signal timings were incorporated in the analysis. The results of the existing intersection operations are summarized in Table 3.1, with the volume to capacity (v/c) ratios for overall and individual movements. Volume / Capacity (v/c) ratios for overall intersection operations, through movements, or shared through / turning movements equal to 0.85 or above; and v/c ratios for exclusive movements equal to 0.95 or above have been shown in bold. For unsignalized intersections, level of service (LOS), based on average delay per vehicle, on individual movements exceeding LOS “D” have also been shown in bold. The detailed calculations are shown in Appendix B.


2017-0675 April 2018 3

Table 3.1 Level of Service – Existing Traffic Assessment

Intersection Key Movement AM Peak LOS (v/c) PM Peak LOS (v/c)

Mainway Road / Dillon Road

(Signalized)

Overall

EB through-left

WB through-right

SB left

SB right

B (0.62)

C (0.79)

B (0.39)

B (0.43)

B (0.05)

B (0.47)

B (0.53)

B (0.78)

B (0.03)

B (0.01)

Mainway Road / Northside Road

(Signalized)

Overall

EB through-left

WB through-right

SB left

SB right

B (0.41)

B (0.49)

A (0.25)

C (0.21)

C (0.06)

B (0.37)

A (0.41)

A (0.47)

C (0.11)

C (0.06)

Mainway Road / Pioneer Road

(Un-Signalized)

EB through

EB right

WB left

WB through

NB left

A (0.34)

A (0.21)

A (0.09)

A (0.18)

D (0.30)

A (0.22)

A (0.13)

A (0.02)

A (0.37)

D (0.42)

The analysis shows that in the existing condition, the study area intersections all operate at good levels of service (LOS) and below capacity.

4 Future Background Traffic

4.1 Background Traffic Growth

Estimates of growth in background traffic volumes from existing conditions to future horizon year (2023) conditions were developed by applying a rate of growth of 1% per year, as provided by City staff.

4.2 Background Developments

Based on correspondence with City staff, there are no proposed developments in the vicinity of the subject site that need to be taken into account in this study.

4.3 Future (2023) Background Traffic Analysis

Future (2023) background traffic volumes are provided in Figure 4-1, following the report. The results of the future (2023) background traffic operations are summarized in Table 4.1, with the volume to capacity (v/c) ratios for overall and individual movements. Volume / Capacity (v/c) ratios for overall intersection operations, through movements, or shared through / turning movements equal to 0.85 or above; and v/c ratios for exclusive movements equal to 0.95 or above have been shown in bold. For unsignalized intersections, level of service (LOS), based on average delay per vehicle, on individual movements exceeding LOS “D” have also been shown in bold. The detailed calculations are shown in Appendix C.


2017-0675 April 2018 4

Table 4.1 Level of Service-Future (2023) Background Traffic Assessment



(Signalized)

Overall

EB through-left

WB through-right

SB left

SB right

B (0.64)

C (0.79)

B (0.39)

B (0.44)

B (0.05)

B (0.48)

B (0.54)

B (0.79)

B (0.03)

B (0.01)


(Signalized)

Overall

EB through-left

WB through-right

SB left

SB right

B (0.43)

B (0.51)

A (0.26)

C (0.21)

C (0.06)

B (0.39)

A (0.43)

B (0.49)

C (0.11)

C (0.06)


(Un-Signalized)

EB through

EB right

WB left

WB through

NB left

A (0.36)

A (0.22)

A (0.10)

A (0.19)

D (0.31)

A (0.23)

A (0.14)

A (0.02)

A (0.39)

D (0.45)

The results of the future background (2023) traffic analysis indicate that all intersections will function with acceptable LOS and below capacity in both the Weekday AM and PM peak periods.

5 Site Traffic

5.1 Trip Generation

Trip generation is estimated using information contained in the Trip Generation Manual, 9th Edition published by the Institute of Transportation Engineers (ITE). The total site is to have a gross floor area (GFA) of 14,493.40 m2 (156,006 ft2) which includes 168.7 m2 of Dispatch and Receiving space (DnR), 632.22 m2 of office and showroom space, 11,601.48 m2 of storage space, and 2091 m2 of automotive repair shop space. Since the automotive repair shop will be used for repairing the existing U-Haul vehicles, it will not be generating any additional trips to / from the site. Therefore, the GFA of the automotive repair shop does not need to be considered for the trip generation and site traffic analysis.

The office component is assessed using land use 710 (General Office) and the self-storage warehouse with associated motor vehicle modifications is assessed using land use 151 (Mini-Warehouse). According to the Trip Generation Manual, 15% of the trips generated by the mini-warehouse are to be truck traffic. The weekday trip generation is summarized in Table 5.1.


2017-0675 April 2018 5

Table 5.1 Trip Generation – Subject Site

Land Use Parameter AM Peak Hour PM Peak Hour

In Out Total In Out Total

Office (8,621 ft2)

Gross Trips 11 2 13 2 11 13

Gross Trips Rate (trips/1000 ft2) 1.28 0.23 1.51 0.23 1.28 1.51

Self-Storage Warehouse (124,877 ft2)

Gross Trips 17 18 35 19 17 36

Gross Trips Rate (trips/1000 ft2) 0.14 0.14 0.28 0.15 0.14 0.29

Total 28 20 48 21 28 49

The proposed development is expected to generate a total of 48 two (2)-way trips during the weekday AM peak hour and 49 two (2)-way trips during the weekday PM peak hour.

5.2 Site Traffic Volumes

The trip distribution for the proposed development is based on existing traffic patterns and is summarized in Table 5.2 below.

Table 5.2 Trip Distribution

Direction Via AM Peak Hour PM Peak Hour

Inbound Outbound Inbound Outbound

North Dillon Road 15% 5% 5% 10%

Northside Road 10% 5% 5% 5%

South Pioneer Road 5% 5% 5% 5%

East Mainway Road 30% 60% 55% 30%

West Mainway Road 40% 25% 30% 50%

Total 100% 100% 100% 100%

The assigned site traffic volumes are shown in Figure 5-1.

6 Future Total Traffic

The future total traffic operations for the study area intersections were assessed using Synchro 9.0 software.

6.1 Future (2023) Total Traffic Analysis

The future (2023) total traffic volumes are illustrated in Figure 6-1. The results of the future (2023) total traffic intersection operations are summarized in Table 6.1, with the volume to capacity (v/c) ratios for overall and individual movements. Volume / Capacity (v/c) ratios for overall intersection operations, through movements, or shared through / turning movements equal to 0.85 or above; and v/c ratios for exclusive movements equal to 0.95 or above have been shown in bold. For unsignalized intersections, level of service (LOS), based on average delay per vehicle, on individual movements exceeding LOS “D” have also been shown in bold. The detailed calculations are shown in Appendix D.


2017-0675 April 2018 6

Table 6.1 Level of Service – Future (2023) Total Traffic Assessment



(Signalized)

Overall

EB left- through

WB through-right

SB left

SB right

B (0.64)

C (0.79)

B (0.41)

C (0.45)

B (0.05)

B (0.49)

B (0.57)

B (0.79)

B (0.03)

B (0.01)


(Signalized)

Overall

EB through-left

WB through-right

SB left

SB right

B (0.43)

B (0.52)

A (0.26)

C (0.21)

C (0.06)

B (0.42)

B (0.50)

B (0.53)

C (0.12)

C (0.06)


(Un-Signalized)

EB through

EB-right

WB-left

WB through

NB left-right

- (0.36)

- (0.22)

A (0.10)

- (0.20)

D (0.32)

- (0.24)

- (0.14)

A (0.02)

- (0.39)

D (0.46)

Mainway Road / Middle Site Access

(Un-Signalized)

EB-left

EB through

WB through

WB- right

SB left-right

A (0.00)

- (0.38)

- (0.22)

- (0.11)

C (0.01)

A (0.00)

- (0.26)

- (0.41)

- (0.20)

C (0.02)

Mainway Road / Easterly Site Access

(Un-Signalized)

EB-left

EB through

WB through

WB- right

SB left-right

A (0.00)

- (0.38)

- (0.23)

- (0.11)

C (0.01)

A (0.00)

- (0.26)

- (0.41)

- (0.20)

C (0.02)

Mainway Road / Westerly Site Access

(Un-Signalized)

EB left

EB through

WB through

WB-right

SB left-right

A (0.01)

- (0.41)

- (0.22)

- (0.12)

C (0.06)

A (0.01)

- (0.26)

- (0.45)

- (0.23)

E (0.18)

Under future (2023) total traffic conditions, the intersections at the study area operate under capacity and no other improvements are needed.


2017-0675 April 2018 7

7 Parking

7.1 City of Burlington By-law Parking Requirements

Based on the City Zoning By-law 2020, this site would require 3.5 parking spaces per 100 m2 GFA for the office and one (1) parking space per 100 m2 GFA for the self-storage warehouse and shop area. Table 7.1 summarizes the required parking spaces as per the City’s By-law.

Table 7.1 Parking Requirement as per City of Burlington Zoning By-law 2020

Use Total GFA Parking Rate Parking Requirement

Office: Other 800.92 m2 3.5 Spaces / 100 m2 28 Spaces

Industrial Uses 11,601.48 m2 1 Space / 100 m2 116 Spaces

Total 144 Spaces

The City of Burlington By-law parking requirements states 144 parking spaces are required. Since the shop area will not be generating trips to and from the site, as stated in Section 5.1; this area does not require additional site parking.

7.2 ITE Parking Generation

Future parking demand was also analyzed using ITE’s Parking Generation Manual, 4th Edition. The results are summarized in Table 7.2.

Table 7.2 ITE Parking Generation 4th Edition – Future Parking Demand

Land Use (LUC) Maximum 85th Percentile Parking Demand / 1000ft2 1000 ft2 GFA Total

Office Building – Urban (LUC701) 2.98 vehicles per 1000 ft2 GFA 8.621 26

Mini-Warehouse (LUC151) 0.17 vehicles per 1000 ft2 GFA 124.877 21

Total Future Parking Demand 47

As observed from the ITE’s Parking Generation 4th Edition, the site is anticipated to require a parking demand of 47 parking spaces in total.

7.3 Parking Rationalization

7.3.1 Office Parking Review

In review of the City’s By-law, parking for the ancillary office use will be supplied at the rate of 3.5 spaces / 100 m2. Therefore, with a GFA of 632.22 m2 for office space, 22 parking spaces are required for office use. This has been found to better reflect the intended use of the site’s office space for warehouse, truck rental, and ancillary retail.


2017-0675 April 2018 8

7.3.2 Proxy Parking Survey

To determine the parking requirements for the self-storage warehouse use, parking demand studies were conducted at two (2) U-Haul proxy site locations:

U-Haul Moving and Storage of Oakville (478 Woody Road, Oakville); and,

U-Haul Moving and Storage of Burlington (3476 Mainway, Burlington).

The parking demand surveys were performed by Accu-Traffic on Saturday, September 10, 2016 from 8:00 AM to 4:00 PM and can be found in Appendix E.

As it is expected that these sites would also be subject to the office parking By-law rate of 3.5 spaces / 100 m2, the office GFA’s were used to calculate the amount of parking spaces required for office use at these sites. The parking required for office use was discounted from the observed parking surveys in order to determine the warehouse parking demand.

The majority of business and parking for the proxy sites was found to be generated from truck rental service, therefore transaction data provided by the U-Haul sites were utilized to discount half of the customers who would choose to leave their vehicles on site.

In order to better understand the parking requirement of the warehouse use, U-Haul rental data was acquired and taken into account with the surveys.

It is important to understand that there are no parking spaces on these proxy sites which are dedicated to a single use. As such, different discounting factors were applied to the proxy data to better approximate exclusive warehouse use. These include the vehicles of employees to the office as well as those that leave their vehicles on site while renting a truck for the day. Based on the rental data received, approximately 81% of rentals are same day rentals for Burlington and 64% of rentals are same day rentals for Oakville.

7.3.2.1 Oakville Proxy Parking Utilization Survey

The U-Haul site located at 478 Woody Road in the City of Oakville was observed for parking utilization on Saturday, September 10, 2016. The warehouse consists of an approximate GFA of 5501 m2 and an office GFA of 98 m2. There are eight (8) parking spaces provided in the main parking area and 150 parking spaces in the rear for a total of 158 spaces. Note that the parking usage can be used interchangeably. The total observed results are provided in Table 7.3.

Table 7.3 Total Observed Parking Survey Results (Oakville)

Time Observed Parked Vehicles Parking Utilization Rate

8:00 – 8:30 9 6%

8:30 – 9:00 12 8%

9:00 – 9:30 14 9%

9:30 – 10:00 11 7%

10:00 – 10:30 13 8%

10:30 – 11:00 13 8%

11:00 – 11:30 15 9%

11:30 – 12:00 14 9%


2017-0675 April 2018 9

Time Observed Parked Vehicles Parking Utilization Rate

12:00 – 12:30 18 11%

12:30 – 1:00 15 9%

1:00 – 1:30 14 9%

1:30 – 2:00 16 10%

2:00 – 2:30 17 11%

2:30 – 3:00 16 10%

3:00 – 3:30 16 10%

3:30 – 4:00 15 9%

As shown in Table 7.3, a maximum parking utilization rate of 11% was found during the peak period of 12:00 - 12:30 PM. Based on the observed parked vehicles, assumed office parking, and rental data provided, an estimated warehouse parking rate was found and summarized in Table 7.4.

Table 7.4 Warehouse Parking Survey Estimation (Oakville)

Time Observed Vehicles

Parking Utilization

Office Parking

Rental Data Rental Parking

Warehouse Parking Rental

Out Rental

Returned

8:00 – 8:30 9 6% 3 11 0 5 1

8:30 – 9:00 12 8% 3 2 0 6 3

9:00 – 9:30 14 9% 3 1 1 6 5

9:30 – 10:00 11 7% 3 2 0 7 1

10:00 – 10:30 13 8% 3 2 0 8 2

10:30 – 11:00 13 8% 3 1 0 9 1

11:00 – 11:30 15 9% 3 1 2 8 4

11:30 – 12:00 14 9% 3 0 0 8 3

12:00 – 12:30 18 11% 3 3 2 9 6

12:30 – 1:00 15 9% 3 2 0 10 2

1:00 – 1:30 14 9% 3 1 0 10 1

1:30 – 2:00 16 10% 3 0 0 10 3

2:00 – 2:30 17 11% 3 0 2 9 5

2:30 – 3:00 16 10% 3 3 1 10 3

3:00 – 3:30 16 10% 3 1 5 8 5

3:30 – 4:00 15 9% 3 0 1 8 4

As a result, a maximum of six (6) vehicles are estimated to have been parked for warehouse usage. This would result in a peak warehouse parking demand rate of one (1) space / 917 m2 GFA.


2017-0675 April 2018 10

7.3.2.2 Burlington Proxy Parking Utilization Survey

The U-Haul site located at 3476 Mainway, Burlington was observed for parking utilization on Saturday, September 10, 2016. The warehouse consists of an approximate GFA of 4782.7 m2 and an office GFA of 90.9 m2. There are four (4) parking spaces provided in the main parking area and 45 parking spaces in the rear for a total of 49 spaces. Note that the parking usage can be used interchangeably. The total observed results are provided in Table 7.5.

Table 7.5 Total Observed Parking Survey Results (Burlington)

Time Observed Vehicles Parking Utilization

8:00 – 8:30 21 43%

8:30 – 9:00 19 39%

9:00 – 9:30 19 39%

9:30 – 10:00 21 43%

10:00 – 10:30 21 43%

10:30 – 11:00 20 41%

11:00 – 11:30 20 41%

11:30 – 12:00 22 45%

12:00 – 12:30 22 45%

12:30 – 1:00 23 47%

1:00 – 1:30 26 53%

1:30 – 2:00 21 43%

2:00 – 2:30 23 47%

2:30 – 3:00 24 49%

3:00 – 3:30 24 49%

3:30 – 4:00 22 45%

Shown in Table 7.5, a maximum parking utilization rate of 53% was found during the peak period of 1:00 - 1:30 PM. Based on the observed parked vehicles, assumed office parking, and rental data provided, an estimated warehouse parking rate was found and summarized in Table 7.6.

Table 7.6 Warehouse Parking Survey Estimation (Burlington)


Parking Utilization

Office Parking



Out Rental

Returned

8:00 – 8:30 21 43% 3 10 0 5 13

8:30 – 9:00 19 39% 3 2 0 6 10

9:00 – 9:30 19 39% 3 0 1 5 11

9:30 – 10:00 21 43% 3 2 0 6 12

10:00 – 10:30 21 43% 3 1 0 7 11


2017-0675 April 2018 11


Parking Utilization

Office Parking



Out Rental

Returned

10:30 – 11:00 20 41% 3 1 1 7 10

11:00 – 11:30 20 41% 3 1 2 6 11

11:30 – 12:00 22 45% 3 3 1 7 12

12:00 – 12:30 22 45% 3 0 1 7 12

12:30 – 1:00 23 47% 3 1 4 5 15

1:00 – 1:30 26 53% 3 5 1 7 16

1:30 – 2:00 21 43% 3 1 0 8 10

2:00 – 2:30 23 47% 3 0 1 7 13

2:30 – 3:00 24 49% 3 1 2 7 14

3:00 – 3:30 24 49% 3 0 2 6 15

3:30 – 4:00 22 45% 3 0 0 6 13

Based on the proxy survey results, the Burlington U-Haul site experienced a peak parking demand for the warehouse use at 1:00 PM of 16 vehicles, or a peak demand rate of approximately one (1) space / 300 m2 of GFA.

7.4 Parking Comparison

In summary, the proxy sites located at 478 Woody Road and 3476 Mainway were used to determine a parking rate for the proposed site. The proposed parking rate is 3.5 spaces per 100 m2 for office GFA, as per the City’s Zoning By-law, and one (1) space per 300 m2 for self-storage warehouse GFA based on the proxy site data. A comparison of all related parking rates in addition to the proposed parking supply rates are summarized in Table 7.7.

Table 7.7 Parking Comparison Table

Parking Rates Use Total GFA Parking Rate Parking Requirement

City Zoning By-law Parking Rate

Office 800.92 m2 3.5 Spaces / 100 m2 28 Spaces

Warehouse 11,601.48 m2 1 Space / 100 m2 116 Spaces

Total 12,402.48 m2 - 144 Spaces

ITE Parking Rate

Office 800.92 m2 1 Space / 32 m2 26 Spaces


Total 12,402.48 m2 - 47 Spaces

Maximum Proxy Site Parking Rate





2017-0675 April 2018 12

Parking Rates Use Total GFA Parking Rate Parking Requirement

Proposed Parking Rate




Based on the above parking comparison the 75 proposed parking spaces exceed the proposed parking by 8 parking spaces when compared to the ITE’s Parking Generation, 4th Edition.

8 Conclusions and Recommendations

The assumptions, findings and conclusions of our analysis are presented as follows:

Under existing traffic conditions, the study area intersections along Mainway currently operate with acceptable LOS and volume to capacity (v/c) ratios;

Based on the future (2023) background traffic analysis all intersections within the study area generally operate with acceptable LOS and volume to capacity (v/c) ratios;

The subject site is expected to generate 48 new vehicular two-way trips during the weekday morning peak hour (28 trips inbound and 20 trips outbound), and 49 new vehicular two (2)-way trips during the weekday afternoon peak hour (21 trips inbound and 28 trips outbound);

The future (2023) total traffic is expected to exhibit similar results as the future (2023) background traffic;

The three existing accesses are expected to operate with acceptable LOS and volume to capacity (v/c) ratios; and,

The proposed parking supply of 75 parking spaces is supported by the ITE’s Parking Generation 4th Edition and two (2) proxy parking utilization surveys and is therefore sufficient to service the site.

City of Burlington

Figure 1-1 - Site Location

3257 Mainway - A New U-Haul FacilityStrategy 4 Inc.

Ref.# 2017-0675 (April 2018)

Traffic Impact and Parking Study

SITE LOCATIONSITE LOCATION

Figure 1-2 - Proposed Site Plan

Ref.# 2017-0675 (April 2018)

City of Burlington



Mainway Road

Figure 3-1 - Existing Lane Configurations

Westerly Access

Legend

Existing Lane Configuration

Existing Traffic Control Signal

Existing Stop Control

Ref.# 2017-0675 (April 2018)

City of Burlington



Northside Road Middle Access

Pioneer Road

Easterly Access Dillon Road

Mainway Road

Figure 3-2 - Existing (2018) Traffic Volumes

Legendxx AM Peak Hour Volume(xx) PM Peak Hour Volume

Ref.# 2017-0675 (April 2018)

City of Burlington



Mainway Road

Westerly AccessNorthside Road Middle Access

Pioneer Road


Mainway Road

(69) 39(509) 792

(0) 0(549) 864

(518) 803(31) 61

(0) 0(566) 841

(0) 0(566) 841

(29) 51(537) 790

Figure 4-1 Future (2023) Background Traffic Volumes


Mainway Road


Pioneer Road


Mainway Road

(69) 39(535) 832

(0) 0(577) 908

(544) 844(31) 61

(0) 0(595) 884

(0) 0(595) 884

(29) 51(564) 830

Ref.# 2017-0675 (April 2018)

City of Burlington



Figure 5-1 Site Traffic Volumes


Ref.# 2017-0675 (April 2018)

City of Burlington



Mainway Road


Pioneer Road


Mainway Road

(0) 0(7) 14

(6) 8(4) 3

(17) 12(2) 1

(2) 2(15) 10

(2) 1(15) 10

(2) 1(15) 10

Figure 6-1 Future (2023) Total Traffic Volumes


Mainway Road


Pioneer Road


Mainway Road

(69) 39(542) 846

(6) 8(581) 911

(561) 856(33) 62

(2) 2(610) 894

(2) 1(610) 894

(31) 52(579) 840

Ref.# 2017-0675 (April 2018)

City of Burlington



APPENDIX A

Existing Traffic Data

Mainway @ Dillon Rd

Morning Peak Diagram Specified Period

From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

7:30:00

8:30:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000200634

Mainway & Dillon Rd

1

29-Mar-2016

Weather conditions:Clear/Dry

Person(s) who counted:Adriana

** Signalized Intersection ** Major Road: Mainway runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

379

291

4

Cyclists

Trucks

Cars

Totals

0

5

67

72

0

17

202

219

0

22

269

Cyclists

Trucks

Cars

Totals

0

9

79

88

CyclistsTrucks Cars Totals

0 37 443 480


0 3 32 35

0 43 505 548

0 46 537

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

583

1063

Dillon Rd

Mainway

W

N

E

S

Mainway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1228

461

0

Cars Trucks CyclistsTotals

47 6 0 53

376 32 0 408

423 38 0


707 60 0 767

Comments

Mainway @ Dillon Rd

Mid-day Peak Diagram Specified Period

From:

To:

11:00:00

14:00:00

One Hour Peak

From:

To:

12:00:00

13:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000200634

Mainway & Dillon Rd

1

29-Mar-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

86

58

2

Cyclists

Trucks

Cars

Totals

0

3

18

21

0

5

32

37

0

8

50

Cyclists

Trucks

Cars

Totals

0

2

26

28


0 36 221 257


0 0 13 13

0 48 222 270

0 48 235

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

283

540

Dillon Rd

Mainway

W

N

E

S

Mainway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

558

251

0


13 2 0 15

203 33 0 236

216 35 0


254 53 0 307

Comments

Mainway @ Dillon Rd

Afternoon Peak Diagram Specified Period

From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

16:30:00

17:30:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000200634

Mainway & Dillon Rd

1

29-Mar-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

226

27

1

Cyclists

Trucks

Cars

Totals

0

0

11

11

0

0

16

16

0

0

27

Cyclists

Trucks

Cars

Totals

0

17

182

199


0 51 671 722


0 1 26 27

0 72 411 483

0 73 437

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

510

1232

Dillon Rd

Mainway

W

N

E

S

Mainway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1382

883

0


156 16 0 172

660 51 0 711

816 67 0


427 72 0 499

Comments

Mainway @ Dillon Rd

Total Count Diagram

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000200634

Mainway & Dillon Rd

1

29-Mar-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

1428

699

18

Cyclists

Trucks

Cars

Totals

0

14

173

187

0

43

469

512

0

57

642

Cyclists

Trucks

Cars

Totals

0

56

673

729


0 291 2798 3089


0 10 193 203

0 379 2480 2859

0 389 2673

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

3062

6151

Dillon Rd

Mainway

W

N

E

S

Mainway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

6799

3428

0


480 46 0 526

2625 277 0 2902

3105 323 0


2949 422 0 3371

Comments

Mainway @ Dillon Rd

Annual Average Daily Traffic Diagram

Total Factor = Monthly Factor(1.04) x Daily Factor(0.93) x 24 Hour Factor(1.85) = 1.789320

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000200634

Mainway & Dillon Rd

1

29-Mar-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

2555

1251

32

Cyclists

Trucks

Cars

Totals

0

25

310

335

0

77

839

916

0

102

1149

Cyclists

Trucks

Cars

Totals

0

100

1204

1304


0 521 5007 5527


0 18 345 363

0 678 4438 5116

0 696 4783

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

5479

11006

Dillon Rd

Mainway

W

N

E

S

Mainway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

12166

6134

0


859 82 0 941

4697 496 0 5193

5556 578 0


5277 755 0 6032

Comments

Mainway @ Pioneer Rd


From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

7:30:00

8:30:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000201255

Mainway & Pioneer Rd

3

3-Nov-2015

Weather conditions:Sunny/Dry

Person(s) who counted:Dominik

** Non-Signalized Intersection ** Major Road: Mainway runs W/E


1 35 255 291


3 66 718 787

0 10 51 61

3 76 769

Peds Cross:

West Peds:

West Entering:

West Leg Total:

4

848

1139

Mainway

W

N

E

S

Mainway

Pioneer Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1124

299

2


235 26 1 262

25 12 0 37

260 38 1


736 85 4 825

Cars

Trucks

Cyclists

Totals

76

22

0

98

Cars

Trucks

Cyclists

Totals

20

9

0

29

18

19

1

38

38

28

1

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

67

165

Comments



From:

To:

11:00:00

14:00:00

One Hour Peak

From:

To:

12:15:00

13:15:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000201255


3

3-Nov-2015





0 55 321 376


0 53 333 386

0 13 41 54

0 66 374

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

440

816

Mainway

W

N

E

S

Mainway

Pioneer Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

822

394

2


302 48 0 350

27 17 0 44

329 65 0


359 68 1 428

Cars

Trucks

Cyclists

Totals

68

30

0

98

Cars

Trucks

Cyclists

Totals

19

7

0

26

26

15

1

42

45

22

1

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

68

166

Comments



From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

16:45:00

17:45:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000201255


3

3-Nov-2015





2 147 774 923


2 51 455 508

0 7 24 31

2 58 479

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

539

1462

Mainway

W

N

E

S

Mainway

Pioneer Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1435

879

1


717 143 2 862

12 5 0 17

729 148 2


498 56 2 556

Cars

Trucks

Cyclists

Totals

36

12

0

48

Cars

Trucks

Cyclists

Totals

57

4

0

61

43

5

0

48

100

9

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

2

109

157

Comments


Total Count Diagram

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000201255


3

3-Nov-2015





8 568 3364 3940


14 382 3218 3614

0 86 234 320

14 468 3452

Peds Cross:

West Peds:

West Entering:

West Leg Total:

17

3934

7874

Mainway

W

N

E

S

Mainway

Pioneer Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

7816

3899

15


3153 496 8 3657

159 83 0 242

3312 579 8


3422 479 16 3917

Cars

Trucks

Cyclists

Totals

393

169

0

562

Cars

Trucks

Cyclists

Totals

211

72

0

283

204

97

2

303

415

169

2

Peds Cross:

South Peds:

South Entering:

South Leg Total:

10

586

1148

Comments




Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000201255


3

3-Nov-2015





14 967 5730 6711


24 651 5481 6156

0 146 399 545

24 797 5880

Peds Cross:

West Peds:

West Entering:

West Leg Total:

29

6701

13412

Mainway

W

N

E

S

Mainway

Pioneer Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

13313

6641

26


5370 845 14 6229

271 141 0 412

5641 986 14


5829 816 27 6672

Cars

Trucks

Cyclists

Totals

669

288

0

957

Cars

Trucks

Cyclists

Totals

359

123

0

482

347

165

3

516

707

288

3

Peds Cross:

South Peds:

South Entering:

South Leg Total:

17

998

1955

Comments

Mainway @ Northside 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:

Burlington

0000202293

Mainway & Northside Rd

3

18-May-2016


Person(s) who counted:Rick W


North Leg Total:

North Entering:

North Peds:

Peds Cross:

196

141

2

Cyclists

Trucks

Cars

Totals

2

6

75

83

0

0

0

0

2

4

52

58

4

10

127

Cyclists

Trucks

Cars

Totals

1

4

50

55


4 32 267 303


0 1 38 39

2 33 600 635

0 0 1 1

2 34 639

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

675

978

Northside Rd

Mainway

W

N

E

S

Mainway

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

929

236

0


12 3 1 16

192 26 2 220

0 0 0 0

204 29 3


652 37 4 693

Cars

Trucks

Cyclists

Totals

1

0

0

1

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

0

1

Comments



From:

To:

11:00:00

14:00:00

One Hour Peak

From:

To:

12:00:00

13:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000202293


3

18-May-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

194

102

7

Cyclists

Trucks

Cars

Totals

0

2

70

72

0

0

0

0

0

0

30

30

0

2

100

Cyclists

Trucks

Cars

Totals

0

1

91

92


0 41 482 523


0 0 58 58

1 37 399 437

0 0 0 0

1 37 457

Peds Cross:

West Peds:

West Entering:

West Leg Total:

12

495

1018

Northside Rd

Mainway

W

N

E

S

Mainway

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

953

486

1


33 1 0 34

412 39 0 451

1 0 0 1

446 40 0


429 37 1 467

Cars

Trucks

Cyclists

Totals

1

0

0

1

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

0

1

Comments



From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

16:15:00

17:15:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000202293


3

18-May-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

245

113

3

Cyclists

Trucks

Cars

Totals

0

4

74

78

0

0

0

0

1

4

30

35

1

8

104

Cyclists

Trucks

Cars

Totals

0

11

121

132


2 51 764 817


0 4 65 69

3 46 382 431

0 0 0 0

3 50 447

Peds Cross:

West Peds:

West Entering:

West Leg Total:

13

500

1317

Northside Rd

Mainway

W

N

E

S

Mainway

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1268

802

2


56 7 0 63

690 47 2 739

0 0 0 0

746 54 2


412 50 4 466

Cars

Trucks

Cyclists

Totals

0

0

0

0

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

0

0

Comments


Total Count Diagram

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000202293


3

18-May-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

1416

771

22

Cyclists

Trucks

Cars

Totals

3

25

484

512

0

0

0

0

5

22

232

259

8

47

716

Cyclists

Trucks

Cars

Totals

1

33

611

645


10 268 3491 3769


0 15 359 374

9 249 3024 3282

0 0 1 1

9 264 3384

Peds Cross:

West Peds:

West Entering:

West Leg Total:

42

3657

7426

Northside Rd

Mainway

W

N

E

S

Mainway

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

7071

3529

12


252 18 1 271

3006 243 7 3256

2 0 0 2

3260 261 8


3257 271 14 3542

Cars

Trucks

Cyclists

Totals

3

0

0

3

Cars

Trucks

Cyclists

Totals

1

0

0

1

0

0

0

0

1

0

0

1

2

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

9

2

5

Comments




Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Burlington

0000202293


3

18-May-2016




North Leg Total:

North Entering:

North Peds:

Peds Cross:

2290

1247

36

Cyclists

Trucks

Cars

Totals

5

40

783

828

0

0

0

0

8

36

375

419

13

76

1158

Cyclists

Trucks

Cars

Totals

2

53

988

1043


16 433 5646 6095


0 24 581 605

15 403 4891 5308

0 0 2 2

15 427 5473

Peds Cross:

West Peds:

West Entering:

West Leg Total:

68

5914

12010

Northside Rd

Mainway

W

N

E

S

Mainway

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

11436

5707

19


408 29 2 438

4862 393 11 5266

3 0 0 3

5272 422 13


5267 438 23 5728

Cars

Trucks

Cyclists

Totals

5

0

0

5

Cars

Trucks

Cyclists

Totals

2

0

0

2

0

0

0

0

2

0

0

2

3

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

15

3

8

Comments

TS ID: Line No: Model: IP address: Controller Make:

Econolite

Type of Operation: 8 Phase Semi-Actuated

*‐Start from Main Menu

Date Description Prepared by

Y M D

2 2016 5 16

Ph1 Ph5

Ph2 Ph6

Ph3 Ph7

Ph4 Ph8

PHASE IN USE/EXCLUSIVE PED (MM) *- 1 - 2

Phase: 1 2 3 4 5 6 7 8

Phase in Use X X X

Exclusive PED

Phase:

Timing Plan: 1 1 2 3 4 5 6 7 8

Minimum Green 15 15 8

Walk 20 20 8

ACS/3 172.22.201.2902

* - 2 - 1CONTROLLER TIMING DATA - VEHICLE TIMING

WB - Mainway

SB - Dillion Road

PHASE DESCRIPTION

MA

Intersection Name:

No

EB - Mainway

8Mainway @ Dillion Rd

Walk 20 20 8

Ped. Clearance 15 15 10

Pedestrian Carry Over

Vehicle Extension 3 3 3

MAX 1 40 40 15

MAX 2 40 40 15

Yellow Change 4 4 4

Red Clearance 2 2 3

Phase Minimum: 42 42 26

PHASE DATA - VEHICLE AND PEDESTRIAN RECALLS * - 2 - 8

1 2 3 4 5 6 7 8

Lock Detector

Vehicle Recall

Pedestrian Recall X X

MAX Recall X X

Min Recall

COORDINATION: COORDINATOR PATTERN, SPLIT PATTERN * - 3 - 2, - 3 - 3

Phase:

Phases (sec)

1 2 3 4 5 6 7 8

60 0 60 30

50 0 50 30

60 0 60 30

0 0

TIME BASE: ACTION PLAN, DAY PLAN * - 5 - 2, - 5 - 3, -5 - 4

Day Plan Sched. # Action PlanTime

PeriodPattern Timing Plan

Schedule 1 = Day Plan 1



Day Plan 1 (Weekday)

Day Plan 2 (Saturday)

Day Plan 3 (Sunday, Holidays)

Coordinator Pattern (CP)

Cycle Length

Offset (sec)Timing Plan

Split Pattern

3

1

1

1

1

2

3

1

1

1

1

1

1

1

2

06:00

09:00

15:30

1

1

10:00

19:00

0:00

254

1

2

3

254

25410

10

1

2

3

10

1

2

3

10

1

1

1

1

0

0

0

0

90

80

90

0

1

2

3

10

Action Plan 10 = free (254)

Special Programming:

TIME BASE DATA ‐ TIME OF YEAR EVENTS * - 5 - 5

Events Exception DayMON/

MON

DOW/

DOW

WOM/

YearDay Plan

New Year's Day 1 Fixed 1 1 0 3

Family Day 2 Float 2 2 3 3

Good Friday 3 Float 4 6 1 3

Victoria Day 4 Float 5 2 3 3

Canada Day 5 Fixed 7 1 0 3

Civic Day 6 Float 8 2 1 3

Labour Day 7 Float 9 2 1 3

Thanksgiving 8 Float 10 2 2 3

Christmas Day 9 Fixed 12 25 0 3

TS ID: Line No: Model: IP address: Controller Make:

Econolite

Type of Operation: 4 Phase Semi-Actuated

*‐Start from Main Menu

Date Description Prepared by

Y M D

2 2016 5 16

Ph1 Ph5

Ph2 Ph6

Ph3 Ph7

Ph4 Ph8

PHASE IN USE/EXCLUSIVE PED (MM) *- 1 - 2

Phase: 1 2 3 4 5 6 7 8

Phase in Use X X

Exclusive PED

Phase:

Timing Plan: 1 1 2 3 4 5 6 7 8

Minimum Green 8 8

Walk 25 10

Ped. Clearance 14 8

Pedestrian Carry Over

Vehicle Extension 3 3

MAX 1 35 25

MAX 2 35 25

Yellow Change 4 4

Red Clearance 3 2

Phase Minimum: 47 25

PHASE DATA - VEHICLE AND PEDESTRIAN RECALLS * - 2 - 8

1 2 3 4 5 6 7 8

Lock Detector

Vehicle Recall

Pedestrian Recall X X

MAX Recall X X

Min Recall

COORDINATION: COORDINATOR PATTERN, SPLIT PATTERN * - 3 - 2, - 3 - 3

ACS/3 172.22.200.2194

* - 2 - 1CONTROLLER TIMING DATA - VEHICLE TIMING

Phase:

PHASE DESCRIPTION

MA

Intersection Name:

No

EB/WB - Mainway

SB - Northside

5Mainway @ Northside

Phases (sec)

1 2 3 4 5 6 7 8

63 27

53 27

63 27

0 0

TIME BASE: ACTION PLAN, DAY PLAN * - 5 - 2, - 5 - 3, -5 - 4

Day Plan Sched. # Action PlanTime

PeriodPattern Timing Plan




Day Plan 1 (Weekday)

Day Plan 2 (Saturday)

Day Plan 3 (Sunday, Holidays)

Action Plan 10 = free (254)

Special Programming:

TIME BASE DATA ‐ TIME OF YEAR EVENTS * - 5 - 5

Events Exception DayMON/

MON

DOW/

DOW

WOM/

YearDay Plan

New Year's Day 1 Fixed 1 1 0 3

Family Day 2 Float 2 2 3 3

Good Friday 3 Float 4 6 1 3

Victoria Day 4 Float 5 2 3 3

Canada Day 5 Fixed 7 1 0 3

Civic Day 6 Float 8 2 1 3

Labour Day 7 Float 9 2 1 3

Thanksgiving 8 Float 10 2 2 3

Christmas Day 9 Fixed 12 25 0 3

Coordinator Pattern (CP)

Cycle Length

Offset (sec)Timing Plan

Split Pattern

3

3

1

1

1

1

2

2

3

3

1

1

1

1

1

1

1

2

2

06:00

09:00

15:30

1

1

1

1

118:00

19:00

09:00

18:00

09:00 2

254

1

2

3

254

2

25410

2

10

1

2

3

10

2

1

2

3

10

1

1

1

1

0

0

0

0

90

80

90

0

1

2

3

10

APPENDIX B

Intersection Capacity Analysis Reports Existing (2018) Traffic Conditions

HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS1: Mainway & Northside Road EX AM

04/08/2018 Synchro 9 ReportEx AM.syn Page 1

Movement EBL EBT WBT WBR SBL SBR

Lane ConfigurationsTraffic Volume (vph) 39 792 426 31 72 83Future Volume (vph) 39 792 426 31 72 83Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 7.0 7.0 6.0 6.0Lane Util. Factor 0.95 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.85Flt Protected 1.00 1.00 0.95 1.00Satd. Flow (prot) 3471 3394 1722 1526Flt Permitted 0.90 1.00 0.95 1.00Satd. Flow (perm) 3133 3394 1722 1526

Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87Adj. Flow (vph) 45 910 490 36 83 95RTOR Reduction (vph) 0 0 6 0 0 73Lane Group Flow (vph) 0 955 520 0 83 22Confl. Peds. (#/hr) 2 2Heavy Vehicles (%) 3% 5% 6% 10% 6% 7%

Turn Type Perm NA NA Prot PermProtected Phases 4 8 6Permitted Phases 4 6Actuated Green, G (s) 56.0 56.0 21.0 21.0Effective Green, g (s) 56.0 56.0 21.0 21.0Actuated g/C Ratio 0.62 0.62 0.23 0.23Clearance Time (s) 7.0 7.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1949 2111 401 356v/s Ratio Prot 0.15 c0.05v/s Ratio Perm c0.30 0.01v/c Ratio 0.49 0.25 0.21 0.06Uniform Delay, d1 9.2 7.6 27.8 26.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.9 0.3 1.2 0.3Delay (s) 10.1 7.9 29.0 27.2Level of Service B A C CApproach Delay (s) 10.1 7.9 28.0Approach LOS B A C

Intersection Summary

HCM 2000 Control Delay 11.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.41Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 68.2% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS2: Mainway & Site Access 3 EX AM



Lane ConfigurationsTraffic Volume (veh/h) 0 864 457 0 0 0Future Volume (Veh/h) 0 864 457 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87Hourly flow rate (vph) 0 993 525 0 0 0PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 332pX, platoon unblocked 0.88vC, conflicting volume 525 1022 262vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 525 761 262tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1052 306 742

Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1

Volume Total 331 662 350 175 0Volume Left 0 0 0 0 0Volume Right 0 0 0 0 0cSH 1052 1700 1700 1700 1700Volume to Capacity 0.00 0.39 0.21 0.10 0.00Queue Length 95th (m) 0.0 0.0 0.0 0.0 0.0Control Delay (s) 0.0 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS A


Average Delay 0.0Intersection Capacity Utilization 27.2% ICU Level of Service AAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS3: Pioneer Road & Mainway EX AM


Movement EBT EBR WBL WBT NBL NBR

Lane ConfigurationsTraffic Volume (veh/h) 803 61 60 428 29 38Future Volume (Veh/h) 803 61 60 428 29 38Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Hourly flow rate (vph) 863 66 65 460 31 41Pedestrians 4 2 1Lane Width (m) 3.7 3.7 3.7Walking Speed (m/s) 1.1 1.1 1.1Percent Blockage 0 0 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 394pX, platoon unblocked 0.92 0.92 0.92vC, conflicting volume 930 1261 468vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 740 1101 235tC, single (s) 4.5 7.4 7.9tC, 2 stage (s)tF (s) 2.4 3.8 3.8p0 queue free % 91 77 93cM capacity (veh/h) 689 136 583

Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1

Volume Total 575 354 218 307 72Volume Left 0 0 65 0 31Volume Right 0 66 0 0 41cSH 1700 1700 689 1700 242Volume to Capacity 0.34 0.21 0.09 0.18 0.30Queue Length 95th (m) 0.0 0.0 2.4 0.0 9.1Control Delay (s) 0.0 0.0 4.0 0.0 26.0Lane LOS A DApproach Delay (s) 0.0 1.7 26.0Approach LOS D






Lane ConfigurationsTraffic Volume (veh/h) 0 841 488 0 0 0Future Volume (Veh/h) 0 841 488 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 914 530 0 0 0PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 530 987 265vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 530 987 265tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1048 248 739













HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS6: Mainway & Dillon Road EX AM






Lane Grp Cap (vph) 1163 1267 550 497v/s Ratio Prot 0.15 c0.14v/s Ratio Perm c0.30 0.02v/c Ratio 0.79 0.39 0.43 0.05Uniform Delay, d1 16.9 13.8 16.4 14.3Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 3.6 0.2 2.5 0.2Delay (s) 20.4 14.0 18.9 14.5Level of Service C B B BApproach Delay (s) 20.4 14.0 17.8Approach LOS C B B



HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS1: Mainway & Northside Road Ex PM

04/08/2018 Synchro 9 ReportEx PM.syn Page 1



Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 73 541 921 79 43 83RTOR Reduction (vph) 0 0 7 0 0 64Lane Group Flow (vph) 0 614 993 0 43 19Confl. Peds. (#/hr) 3 3 2 13Heavy Vehicles (%) 6% 9% 5% 10% 10% 5%


Lane Grp Cap (vph) 1509 2125 387 351v/s Ratio Prot c0.29 c0.03v/s Ratio Perm 0.25 0.01v/c Ratio 0.41 0.47 0.11 0.06Uniform Delay, d1 8.6 9.1 27.2 26.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 0.7 0.6 0.3Delay (s) 9.4 9.8 27.7 27.1Level of Service A A C CApproach Delay (s) 9.4 9.8 27.3Approach LOS A A C


HCM 2000 Control Delay 10.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.37Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 80.2% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS2: Mainway & Site Access 3 Ex PM








HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS3: Pioneer Road & Mainway Ex PM



Lane ConfigurationsTraffic Volume (veh/h) 518 31 17 879 61 48Future Volume (Veh/h) 518 31 17 879 61 48Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 563 34 18 955 66 52Pedestrians 1 2Lane Width (m) 3.7 3.7Walking Speed (m/s) 1.1 1.1Percent Blockage 0 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 394pX, platoon unblockedvC, conflicting volume 599 1096 302vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 599 1096 302tC, single (s) 4.7 6.9 7.1tC, 2 stage (s)tF (s) 2.5 3.6 3.4p0 queue free % 98 66 92cM capacity (veh/h) 809 195 669





















HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS6: Mainway & Dillon Road Ex PM






Lane Grp Cap (vph) 1139 1427 552 494v/s Ratio Prot c0.33 c0.01v/s Ratio Perm 0.23 0.00v/c Ratio 0.53 0.78 0.03 0.01Uniform Delay, d1 14.2 16.4 16.4 16.3Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.5 2.7 0.1 0.0Delay (s) 14.7 19.1 16.5 16.4Level of Service B B B BApproach Delay (s) 14.7 19.1 16.4Approach LOS B B B


HCM 2000 Control Delay 17.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.47Actuated Cycle Length (s) 67.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 58.1% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

APPENDIX C

Intersection Capacity Analysis Reports Future (2023) Background Traffic Conditions

HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS1: Mainway & Northside Road FB2023 AM

04/08/2018 Synchro 9 ReportFB2023 AM.syn Page 1








HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS2: Mainway & Site Access 3 FB2023 AM








HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS3: Pioneer Road & Mainway FB2023 AM
























HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS6: Mainway & Dillon Road FB2023 AM






Lane Grp Cap (vph) 1211 1320 536 484v/s Ratio Prot 0.16 c0.14v/s Ratio Perm c0.32 0.02v/c Ratio 0.79 0.39 0.44 0.05Uniform Delay, d1 16.8 13.6 17.2 15.1Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 3.6 0.2 2.7 0.2Delay (s) 20.4 13.8 19.9 15.3Level of Service C B B BApproach Delay (s) 20.4 13.8 18.7Approach LOS C B B



HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS1: Mainway & Northside Road FB2023 PM

04/08/2018 Synchro 9 ReportFB2023 PM.syn Page 1



Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 73 569 968 79 43 83RTOR Reduction (vph) 0 0 7 0 0 64Lane Group Flow (vph) 0 642 1040 0 43 19Confl. Peds. (#/hr) 3 3 2 13Heavy Vehicles (%) 6% 9% 6% 10% 10% 5%


Lane Grp Cap (vph) 1495 2108 387 351v/s Ratio Prot c0.31 c0.03v/s Ratio Perm 0.27 0.01v/c Ratio 0.43 0.49 0.11 0.06Uniform Delay, d1 8.8 9.3 27.2 26.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.9 0.8 0.6 0.3Delay (s) 9.7 10.1 27.7 27.1Level of Service A B C CApproach Delay (s) 9.7 10.1 27.3Approach LOS A B C



HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS2: Mainway & Site Access 3 FB2023 PM








HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS3: Pioneer Road & Mainway FB2023 PM



Lane ConfigurationsTraffic Volume (veh/h) 544 31 17 924 61 48Future Volume (Veh/h) 544 31 17 924 61 48Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 591 34 18 1004 66 52Pedestrians 1 2Lane Width (m) 3.7 3.7Walking Speed (m/s) 1.1 1.1Percent Blockage 0 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 394pX, platoon unblockedvC, conflicting volume 627 1148 316vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 627 1148 316tC, single (s) 4.7 6.9 7.1tC, 2 stage (s)tF (s) 2.5 3.6 3.4p0 queue free % 98 63 92cM capacity (veh/h) 787 180 655





















HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS6: Mainway & Dillon Road FB2023 PM









APPENDIX D

Intersection Capacity Analysis Reports Future (2023) Total Traffic Conditions

HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS1: Mainway & Northside Road FT2023AM

04/16/2018 Synchro 9 ReportFT2023 AM.syn Page 1








HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS2: Mainway & Site Access 3 FT2023AM





Volume Total 358 698 369 199 18Volume Left 9 0 0 0 11Volume Right 0 0 0 14 7cSH 928 1700 1700 1700 324Volume to Capacity 0.01 0.41 0.22 0.12 0.06Queue Length 95th (m) 0.2 0.0 0.0 0.0 1.3Control Delay (s) 0.3 0.0 0.0 0.0 16.8Lane LOS A CApproach Delay (s) 0.1 0.0 16.8Approach LOS C



HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS3: Pioneer Road & Mainway FT2023AM
























HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS6: Mainway & Dillon Road FT2023AM






Lane Grp Cap (vph) 1222 1330 534 482v/s Ratio Prot 0.16 c0.14v/s Ratio Perm c0.32 0.02v/c Ratio 0.79 0.41 0.45 0.05Uniform Delay, d1 16.8 13.7 17.4 15.2Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 3.6 0.2 2.7 0.2Delay (s) 20.4 13.9 20.1 15.4Level of Service C B C BApproach Delay (s) 20.4 13.9 18.9Approach LOS C B B



HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS1: Mainway & Northside Road FT2023 PM

04/16/2018 Synchro 9 ReportFT2023 PM.syn Page 1





Lane Grp Cap (vph) 1416 2128 387 362v/s Ratio Prot c0.33 c0.03v/s Ratio Perm 0.31 0.01v/c Ratio 0.50 0.53 0.12 0.06Uniform Delay, d1 9.3 9.6 27.2 26.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.2 1.0 0.7 0.3Delay (s) 10.5 10.6 27.9 27.1Level of Service B B C CApproach Delay (s) 10.5 10.6 27.4Approach LOS B B C



HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS2: Mainway & Site Access 3 FT2023 PM





Volume Total 230 445 759 390 24Volume Left 7 0 0 0 17Volume Right 0 0 0 10 7cSH 525 1700 1700 1700 135Volume to Capacity 0.01 0.26 0.45 0.23 0.18Queue Length 95th (m) 0.3 0.0 0.0 0.0 4.7Control Delay (s) 0.5 0.0 0.0 0.0 37.3Lane LOS A EApproach Delay (s) 0.2 0.0 37.3Approach LOS E



HCM Unsignalized Intersection Capacity Analysis 3257 Mainway TIPS3: Pioneer Road & Mainway FT2023 PM



Lane ConfigurationsTraffic Volume (veh/h) 561 33 17 936 61 48Future Volume (Veh/h) 561 33 17 936 61 48Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Hourly flow rate (vph) 603 35 18 1006 66 52Pedestrians 4 2 1Lane Width (m) 3.7 3.7 3.7Walking Speed (m/s) 1.1 1.1 1.1Percent Blockage 0 0 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 394pX, platoon unblockedvC, conflicting volume 639 1164 322vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 639 1164 322tC, single (s) 4.7 6.9 7.1tC, 2 stage (s)tF (s) 2.5 3.6 3.4p0 queue free % 98 62 92cM capacity (veh/h) 779 175 649





















HCM Signalized Intersection Capacity Analysis 3257 Mainway TIPS6: Mainway & Dillon Road FT2023 PM









APPENDIX E

Parking Demand Surveys

Parking Utilization Survey

Location: Burlington

Date: 10-Sep-16

PARKING DEMAND DATA

4 marked parking spaces at main entrance but can fit about 10 cars in front; there

are no marked spaces around storage rooms/garages at the back - can have

around 45 cars be parked along the fence at the storage area on unmarked spaces.

regular U-Haul Illegal regular U-Haul Illegal

8:00 - 8:30 5 1 16 12 6 trailers

8:30 - 9:00 5 1 14 10 6 trailers

9:00 - 9:30 2 1 17 9 6 trailers

9:30 - 10:00 4 1 17 8 5 trailers

10:00 - 10:30 2 0 19 8 5 trailers

10:30 - 11:00 1 0 19 7 4 trailers

11:00 - 11:30 2 0 18 7 4 trailers

11:30 - 12:00 2 0 20 6 5 trailers

12:00 - 12:30 1 0 21 7 5 trailers

12:30 - 13:00 2 0 21 8 5 trailers

13:00 - 13:30 4 0 22 8 5 trailers

13:30 - 14:00 3 0 18 8 5 trailers

14:00 - 14:30 3 0 20 7 5 trailers

14:30 - 15:00 4 0 20 6 6 trailers

15:00 - 15:30 3 0 21 6 6 trailers

15:30 - 16:001 0 21 7 7 trailers

Saturday

Main Parking

4

Note

SUPPLY

Day Time

45

Rear Parking

Parking Utilization Survey

Location: 478 Woody Rd. Oakville

Date: Sept.10,2016

PARKING DEMAND DATA

regular handicap Illegal

U-haul

trucks

Cargo

trailers cars Rear parking approximately 150 parking spaces

8:00 - 8:306 3 18 17 0 Designated parking (8) only at the front

8:30 - 9:008 4 15 17 0

9:00 - 9:307 5 13 16 2

9:30 - 10:006 2 13 17 3

10:00 - 10:306 2 11 17 5

10:30 - 11:008 2 9 16 3

11:00 - 11:308 3 8 18 4

11:30 - 12:006 3 11 16 5

12:00 - 12:308 5 11 16 5

12:30 - 13:006 3 9 14 6

13:00 - 13:306 1 9 13 7

13:30 - 14:007 1 8 12 8

14:00 - 14:307 2 9 12 8

14:30 - 15:006 1 10 11 9

15:00 - 15:306 3 7 12 7

15:30 - 16:00 6 2 10 12 7

Saturday

Day Time NoteMain Parking Rear Parking

SUPPLY 8 150

Documents

TRAFFIC IMPACT AND PARKING STUDY 3257 …...April 17, 2018 Reference No. 2017-0675 Mr. Jeff Kenny Strategy 4 Inc. 2620 Bristol Circle, Suite 100 Oakville, ON L6H 6Z7 Attention: Mr