REVISED TRAFFIC IMPACT AND PARKING STUDY 3267 Mainway, … · 2018. 12. 7. · revised site plan includes bicycle parking spaces in compliance with the City’s Zoning By-law. Due

Project No.: 2017-0675

[ Month Year ]

3267 Mainway, City of Burlington

STRATEGY 4 INC.

REVISED TRAFFIC IMPACT AND PARKING STUDY

NOVEMBER 2018

November 18, 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 New U-Haul Facility, 3267 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 one full moves access (on west of Pioneer Road), one ‘Exit Only’, and ‘Entry Only’ accesses on Mainway. The site located at 3267 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.

Rao Marthi, B.Eng., MCIP, RPP Project Manager Urban Development (Traffic) RM

Strategy 4 Inc. Traffic Impact and Parking Study New U-Haul Facility, 3267 Mainway, City of Burlington

2017-0675 November 2018 i

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

Revised Report November 2018 For submission

PREPARED AND CHECKED BY:

COLE ENGINEERING GROUP LTD.

Rao Marthi, B.Eng., MCIP, RPP Project Manager Urban Development (Traffic)


2017-0675 November 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, the 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 November 2018 iii

Table of Contents

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

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

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

3.1 Existing Road Network ............................................................................................................. 3

3.2 Existing Transit Network .......................................................................................................... 3

3.3 Existing Traffic Analysis ............................................................................................................ 4

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

4.1 Background Traffic Growth ...................................................................................................... 4

4.2 Background Developments ...................................................................................................... 4

4.3 Future (2023) Background Traffic Analysis .............................................................................. 5

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

5.1 Trip Generation ........................................................................................................................ 5

5.2 Trip Distribution and Assignment ............................................................................................ 6

6 Future Total Traffic ................................................................................................................... 7

6.1 Future (2023) Total Traffic Analysis ......................................................................................... 7

7 Parking .................................................................................................................................... 8

7.1 City of Burlington By-law Parking Requirements ..................................................................... 8

8 Transportation Demand Management (TDM) ............................................................................ 8

8.1 Mobility Plan ............................................................................................................................ 9 8.1.1 Walking / Cycling Network ....................................................................................................... 9 8.1.2 Bicycle Parking .......................................................................................................................... 9

8.2 Existing TDM Opportunities ..................................................................................................... 9 8.2.1 Proximity to transit and active transportation networks ......................................................... 9

8.3 Proposed TDM Measures ......................................................................................................... 9 8.3.1 Transit ....................................................................................................................................... 9 8.3.2 Car Pooling.............................................................................................................................. 10 8.3.3 TDM Monitoring Plan ............................................................................................................. 10

9 Conclusions and Recommendations ........................................................................................ 10


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LIST OF TABLES

Table 3.1 Level of Service – Existing Traffic Assessment .................................................................... 4 Table 4.1 Level of Service-Future (2023) Background Traffic Assessment ......................................... 5 Table 5.1 Trip Generation – Subject Site ............................................................................................ 6 Table 5.2 Trip Distribution .................................................................................................................. 6 Table 6.1 Level of Service – Future (2023) Total Traffic Assessment ................................................. 7 Table 7.1 Parking Requirement as per City-Wide Parking Standards Review .................................... 8

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 Transit Routes ........................................................................................................ 3 Figure 3-3 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


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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 3267 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 with three full moves accesses onto Mainway Road. The proposal is to convert the existing 156,005.7 ft2 building 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 proposed site accesses configuration is discussed in detailed in a separate technical memorandum. The memorandum concludes that the proposed easterly access should function as an ‘Entry Only’. While, the middle access should function as an ‘Exit Only’ with stop sign control and “No Entry” signs facing Mainway. In addition, “One- Way” signs should be used internally to direct vehicular traffic. The westerly access will function with all-direction movements permitted including a single inbound and outbound travel lane with stop sign control for the southbound movement.

The City had reviewed the final Traffic Impact and Parking Study report dated April 17 2018 and provided the comments on August 13, 2018. The City’s comments related to TIS and our responses are summarized below:

Reassess the trip generation component of the report, and reflect the total number of the proposed land-uses and their corresponding trip generation rates.

Based on the revised site statistics, the trip generation and traffic analysis were revised.

The report does not identify any Transportation Demand Management strategies for this proposed development. Ultimately, cycling infrastructure will be required as part of the site plan due to the cycling requirements in the City’s Zoning By-Law.

Transportation Demand Management strategies are included in the revised TIS report. The revised site plan includes bicycle parking spaces in compliance with the City’s Zoning By-law.

Due to the proximity of the Burlington Transit stop to the proposed development, the revised site plan is required to include improving the condition of the bus pad, amenities and pedestrian connections to and from this stop.

In compliance with the comment, the revised site plan includes:

- Removal of existing bus pad in the westbound direction; and, - A proposed bus shelter, landing pad including a trash container to be located closer to

westerly site access.

Transportation staff had requested the closure of the middle access to the site.

An Access Justification Study to keep it open is included under a separate technical memorandum.

Transportation staff had requested revising the site plan providing a total of 103 parking spaces, rather than the 75 proposed and the 161 required by the City of Burlington Off Street Parking and Loading Requirements, Zoning By-Law 2020.

The parking demand rates identified at the proxy site presented in our April 2018 report justified the parking supply requirement of 75 spaces. However, the site plan has been revised


2017-0675 November 2018 2

to accommodate an additional 28 parking spaces to meet the City-Wide Parking Standards Review.

This revised TIPS addressed all the comments provided except the comment on site accesses, which will be will addressed in a separate access justification technical memorandum.

In order to address the comments received on parking provided, the site plan issued in November 2018 illustrated in Figure 1-2, following the report, was revised with the following site statistics:

Shop - 2,091.00 sq m D&R – 151.72 sq m Office, Showroom & Retail – 699.51 sq m Storage - 10,011.23 sq m Total parking provided – 103 spaces

The purpose of this updated TIPS report is incorporating the comments provided the City, while:

Forecasting of traffic associated with the proposed development;

Assessing the traffic impacts in the future (2023) total traffic conditions and 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,

Updated Transportation Demand Management (TDM) section;

Comment on the adequacy of the parking spaces provided for the proposed development.

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.

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.


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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 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 an 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 an 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 an urban cross section with sidewalks on both side of the road. It is under signalized control at Mainway intersection.

3.2 Existing Transit Network

The proposed development is located at the northern side of Mainway located approximately one kilometer from Guelph Line and Walkers Line. The study area is served by the Burlington Transit and two transit stops, one on each direction, are located at Pioneer Road. Apart from the Route #6 of the bus transit services that runs along Mainway, there are several routes in the vicinity of the study area. The existing transit routes are illustrated in Error! Reference source not found..

Burlington Transit Route 6 (Headon) runs between Burlington GO Station and GO 407 Carpool lot located at Dundas Street and Walkers Line. This route operates on weekdays from 5:55 a.m. to 6:25 p.m. with a headway of 30 minutes and 9.25 p.m. to 10:25 p.m. with a headway of 60 minutes. On Saturdays, the service is available between 7:55 a.m. and 9:55 p.m. with a headway of 60 minutes. While on Sundays, the service is available between 8:55 a.m. and 7:55 p.m. with a headway of 60 minutes.

Figure 3-2 Existing Transit Routes

Proposed Development


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3.3 Existing Traffic Analysis

The existing traffic volumes are illustrated in Figure 3-3 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” has also been shown in bold. The detailed calculations are shown in Appendix B.

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 acceptable 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.


2017-0675 November 2018 5

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” has also been shown in bold. The detailed calculations are shown in Appendix C.

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 operate at acceptable LOS and below capacity in both the Weekday AM and PM peak periods. No roadway improvements are required under the future (2023) background conditions.

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 12,953.46 m2 (139,429.9 ft2) which includes 151.72 m2 of Dispatch and Receiving space (DnR), 699.51 m2 of office and showroom & Retail space, 10,011.23 m2 of storage space, and 2091 m2 of automotive repair shop space.

The revised trip generation include all three components. The ITE land use code (LUC) 710 (General Office) was used to estimate trip generation from the proposed office and showroom & retail component. ITE LUC code 151 (Mini-Warehouse) was used to estimate trip generation from the proposed storage warehouse. While, ITE LUC code 110 (Light Industrial) was used to estimate trip generation from the


2017-0675 November 2018 6

proposed automotive repair space. 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.

Table 5.1 Trip Generation – Subject Site

Land Use Parameter AM Peak Hour PM Peak Hour

In Out Total In Out Total

Office (9,162.44 ft2)

Gross Trips 12 2 14 2 12 14

Gross Trips Rate (trips/1000 ft2)

1.31 0.22 1.53 0.22 1.31 1.53

Storage Warehouse (107,759.88 ft2)

Gross Trips 17 13 30 15 13 28


0.16 0.12 0.28 0.14 0.12 0.26

Automotive Repair (22,507.31 ft2)

Gross Trips 3 19 22 21 2 23


0.13 0.84 0.98 0.93 0.09 1.02

Total 32 34 66 38 27 65

The proposed development is expected to generate a total of 66 two (2)-way trips during the weekday AM peak hour and 65 two (2)-way trips during the weekday PM peak hour.

5.2 Trip Distribution and Assignment

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 access justification memorandum concludes that the proposed easterly access (Access 1) should function as an ‘Entry Only’. While, the middle access (Access 2) should function as an ‘Exit Only’ with stop sign control and “No Entry” signs facing Mainway. In addition, “One- Way” signs should be used internally to direct vehicular traffic. The westerly access will function with all-direction movements permitted including a single inbound and outbound travel lane with stop sign control for the southbound movement. Using the new access configuration, the assigned site traffic volumes are shown in Figure 5-1.


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6 Future Total Traffic

The Future (2023) total traffic volumes consist of the following components:

• Future (2023) background traffic volumes; • Traffic generated from the proposed development.

The future (2023) total traffic volumes are illustrated in Figure 6-1.

6.1 Future (2023) Total Traffic Analysis

The future total traffic operations for the study area intersections were assessed using Synchro 9.0 software. 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” has also been shown in bold. The detailed calculations are shown in Appendix D.

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 (0.80)

B (0.40)

C (0.45)

B (0.06)

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 (0.13)

C (0.06)


(Un-Signalized)

EB through

EB-right

WB-left

WB through

NB left-right

- (0.36)

- (0.22)

A (0.10)

- (0.19)

D (0.34)

- (0.24)

- (0.14)

A (0.02)

- (0.39)

D (0.46)

Mainway Road / Middle Site Access

(Access #2)

(Un-Signalized)

EB through

WB through

SB left-right

- (0.29)

- (0.17)

C (0.04)

- (0.19)

- (0.30)

D (0.05)

Mainway Road / Easterly Site Access

(Access #1)

(Un-Signalized)

EB-left + through

WB through + right

A (0.00)

- (0.12)

A (0.00)

- (0.21)


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Mainway Road / Westerly Site Access

(Access #3)

(Un-Signalized)

EB left + through

WB through + WB-right

SB left-right

A (0.01)

- (0.11)

C (0.08)

A (0.03)

- (0.23)

E (0.17)

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

7 Parking

7.1 City of Burlington By-law Parking Requirements

As per section 2.25.4 – Off Street Parking and Loading Requirements, Zoning By-Law 2020 stipulates the quantity of off-street vehicle parking spaces. However, in the comments provided, the City’s staff recommended to use parking rates provided in the City-Wide Parking Standards Review done in 2017. Table 7.1 summarizes the required parking spaces as per the City’s By-law.

Table 7.1 Parking Requirement as per City-Wide Parking Standards Review

Use Parking Rate Area Required Parking

Office / Showroom / DnR Area

3 spaces / 100 m2 GFA 851.23 m2 26 spaces

Storage/Warehouse 0.5 space / 100 m2 GFA 10,011.23 m2 50 spaces

Shop Area 1 space / 100 m2 GFA 2,091 m2 21 spaces

Total 97 spaces

Base on the parking rates provided in the City-Wide Parking Standards Review, the proposed development would require 57 parking spaces, whereas, 103 spaces are provided on the site plan, which meets the City parking requirement.

Based on the Zoning By-law, three (3) accessible parking spaces will be required. Whereas, four (4) parking spaces are included in the total parking spaces provided on the site plan.

As per the City’s Zoning By-law, five (5) bicycle parking spaces are required and the bicycle parking provided on the site plan satisfies the By-law requirement.

8 Transportation Demand Management (TDM)

A Transportation Demand Management (TDM) Plan refers to measures and programs aimed at reducing levels of congestion, minimize single-occupant vehicles, encourage non-auto modes of travel and reduce vehicle dependency to create a sustainable transportation system.

The goal of the TDM Plan for this new development is to influence trip-making behaviours by new residents, such that auto travel level is general and there by single occupant vehicles (SOV) specifically are reduced during peak periods. The goal of the proposed TDM Plan for this new development in the future, is to reduce travel by autos and increase of the other modes. The proposed TDM Plan for the subject


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development will endeavour to shift new employee trip making behaviour in this direction. It focused on the following key objectives:

Mobility Plan;

Existing TDM Opportunities; and,

Proposed TDM Measures.

8.1 Mobility Plan

A Mobility plan is used to support the TDM plan to assist in the reduction of auto site trips and provides a review of the available walking and cycling opportunities within the study area. It further conceptualizes how the future pedestrian and cycle facilities within the new development will interact with the existing and future infrastructure through the pedestrian and cycling circulation plans.

8.1.1 Walking / Cycling Network

The City is a pedestrian and cycling supportive community that embraces the ‘complete streets’ concept by encouraging both utilitarian and recreational travel by walking and cycling through a safe and desirable City-wide network of on-road and off-road pedestrian and cycling facilities.

The City currently has a sidewalk policy in place for the construction and maintenance of sidewalks in their municipality. Multiuse Path adjacent to Mainway is currently. The City has developed a Cycling Master Plan to accommodate the growing popularity of walking and cycling as a recreational activity and a mode of transportation, especially for shorter trips. The Plan aims to create a safe, convenient, continuous and connected cycling network in the City.

8.1.2 Bicycle Parking

The proposed development will provide five (5) bicycle parking spaces as required by the Zoning By-law.

8.2 Existing TDM Opportunities

8.2.1 Proximity to transit and active transportation networks

The subject site is well-served by public transit operated by the Burlington Transit along Mainway. Bus routes available within the study area are mentioned in Section Error! Reference source not found. along with the frequency that it operates with.

Sidewalks are present on both sides of Mainway and Multiuse Path adjacent to Mainway is currently available on the east side of Northside Road.

8.3 Proposed TDM Measures

TDM programs nationally have experienced a wide range of implementation success. This TDM plan will be site focussed to achieve the desired outcome of reduced dependency on single occupant vehicles from a holistic perspective.

8.3.1 Transit

An increase in transit use is fundamental to the overall reduction of automobile use. In general, people associate utilities with each mode of transportation (such as safety, reliability, comfort, accessibility, speed, cost, travel time, etc.) and their mode choice is based on the relative costs associated with one


2017-0675 November 2018 10

versus the other. Two (2) characteristics of travel modes most likely to influence a person’s choice are monetary cost and travel time.

Transit productivity is a measure of return on investment in the transit system. It measures how much travelers use the transit service provided in a region. Local buses with few passengers, suggests that transit systems are not providing transportation benefits consistent with their capital and operating costs. Having more passengers on each bus generates more revenue for transit agencies and can result in better air quality and less congestion. Moreover, transit services level (i.e. network coverage and frequency) have strong positive correlation with transit demand (i.e. ridership).

In order to encourage the transit usage, a bus shelter, landing pad including a trash container has been proposed closer to westerly site access.

8.3.2 Car Pooling

Smart Commuting Burlington is part of Smart Commute Halton, a program that encourages active and sustainable transportation by offering smart commuting services and tools. A free web based car matching tool is available which allows carpoolers to easily identify ride matching options among a large membership base and form carpooling arrangements. The Owner(s) may promote the Halton Region’s Smart Commute initiative by actively promoting the Carpool Zone service. This will be achieved through the distribution of carpooling brochures to each purchaser/renter of dwelling unit at the subject site.

The Smart Commute Halton carpooling program is currently available for free signup at https://explore.smartcommute.ca/#/. The web based car matching tool allows carpoolers to easily identify ride matching options among a large membership base and form carpooling arrangements. It is recommended that five (5) percent of total parking spaces be allotted for carpooling vehicles. The proposed site plan provides 103 parking spaces. As per the recommendations, a total of five (5) parking spaces will be reserved and signed for carpool users on the current site plan. These spaces will be clearly signed and located closest to the building entrance.

The proponent will also agree for shared-parking between adjacent properties in the future, if need be.

8.3.3 TDM Monitoring Plan

TDM programs are not static, but must change as the needs of commuters change or as transportation services available to a project change. As such, it is important to monitor the effectiveness of the TDM program.

9 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 66 new vehicular two-way trips during the weekday morning peak hour (32 trips inbound and 34 trips outbound), and 66 new vehicular two (2)-way trips during the weekday afternoon peak hour (38 trips inbound and 27 trips outbound);

http://www.smartcommute.ca/halton/

https://explore.smartcommute.ca/#/


2017-0675 November 2018 11

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 103 parking spaces including four (4) accessible spaces meets the City’s Zoning By-law requirement.

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

Lanes, Volumes, Timings1: Mainway & Northside Road 12/04/2018

3257 Mainway TIPS 7:00 am 12/04/2017 Ex AM Synchro 9 ReportPage 1

Lane Group EBL EBT WBT WBR SBL SBR

Lane ConfigurationsTraffic Volume (vph) 39 844 457 33 75 83Future Volume (vph) 39 844 457 33 75 83Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 25.0 0.0Storage Lanes 0 0 1 1Taper Length (m) 2.5 40.0Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike Factor 1.00 1.00Frt 0.990 0.850Flt Protected 0.998 0.950Satd. Flow (prot) 0 3504 3397 0 1738 1526Flt Permitted 0.900 0.950Satd. Flow (perm) 0 3160 3397 0 1738 1526Right Turn on Red Yes YesSatd. Flow (RTOR) 16 95Link Speed (k/h) 50 50 50Link Distance (m) 151.4 331.6 140.8Travel Time (s) 10.9 23.9 10.1Confl. Peds. (#/hr) 2 2Confl. Bikes (#/hr)Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 3% 4% 6% 9% 5% 7%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 45 970 525 38 86 95Shared Lane Traffic (%)Lane Group Flow (vph) 0 1015 563 0 86 95Turn Type Perm NA NA Prot PermProtected Phases 4 8 6Permitted Phases 4 6Detector Phase 4 4 8 6 6Switch PhaseMinimum Initial (s) 8.0 8.0 8.0 8.0 8.0Minimum Split (s) 46.0 46.0 46.0 24.0 24.0Total Split (s) 63.0 63.0 63.0 27.0 27.0Total Split (%) 70.0% 70.0% 70.0% 30.0% 30.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 3.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 7.0 7.0 6.0 6.0Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max Maxv/c Ratio 0.52 0.27 0.21 0.22




Control Delay 10.6 7.8 29.5 7.7Queue Delay 0.0 0.0 0.0 0.0Total Delay 10.6 7.8 29.5 7.7Queue Length 50th (m) 46.5 20.2 12.0 0.0Queue Length 95th (m) 57.9 26.9 23.1 10.6Internal Link Dist (m) 127.4 307.6 116.8Turn Bay Length (m) 25.0Base Capacity (vph) 1966 2119 405 428Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.52 0.27 0.21 0.22


Area Type: OtherCycle Length: 90Actuated Cycle Length: 90Natural Cycle: 70Control Type: Semi Act-Uncoord

Splits and Phases: 1: Mainway & Northside Road

HCM Signalized Intersection Capacity Analysis1: Mainway & Northside Road 12/04/2018









Lanes, Volumes, Timings2: Mainway & Site Access 3 12/04/2018



Lane ConfigurationsTraffic Volume (vph) 11 912 482 8 15 9Future Volume (vph) 11 912 482 8 15 9Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 1 0Taper Length (m) 2.5 2.5Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike FactorFrt 0.998 0.950Flt Protected 0.999 0.969Satd. Flow (prot) 0 3640 3629 0 1540 0Flt Permitted 0.999 0.969Satd. Flow (perm) 0 3640 3629 0 1540 0Link Speed (k/h) 50 50 25Link Distance (m) 331.6 62.8 89.4Travel Time (s) 23.9 4.5 12.9Confl. Peds. (#/hr)Confl. Bikes (#/hr)Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 15% 0% 0% 23% 13% 18%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 13 1048 554 9 17 10Shared Lane Traffic (%)Lane Group Flow (vph) 0 1061 563 0 27 0Sign Control Free Free Stop


Area Type: OtherControl Type: Unsignalized

HCM Unsignalized Intersection Capacity Analysis2: Mainway & Site Access 3 12/04/2018





Volume Total 362 699 369 194 27Volume Left 13 0 0 0 17Volume Right 0 0 0 9 10cSH 920 1700 1700 1700 327Volume to Capacity 0.01 0.41 0.22 0.11 0.08Queue Length 95th (m) 0.3 0.0 0.0 0.0 2.0Control Delay (s) 0.5 0.0 0.0 0.0 17.0Lane LOS A CApproach Delay (s) 0.2 0.0 17.0Approach LOS C



Lanes, Volumes, Timings3: Pioneer Road & Mainway 12/04/2018


Lane Group EBT EBR WBL WBT NBL NBR

Lane ConfigurationsTraffic Volume (vph) 861 63 60 458 31 38Future Volume (vph) 861 63 60 458 31 38Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 1 0Taper Length (m) 2.5 2.5Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike FactorFrt 0.990 0.925Flt Protected 0.994 0.978Satd. Flow (prot) 3329 0 0 3371 1236 0Flt Permitted 0.994 0.978Satd. Flow (perm) 3329 0 0 3371 1236 0Link Speed (k/h) 50 50 50Link Distance (m) 62.8 63.2 341.6Travel Time (s) 4.5 4.6 24.6Confl. Peds. (#/hr) 1 1 4 2Confl. Bikes (#/hr)Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 8% 16% 20% 6% 29% 50%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 926 68 65 492 33 41Shared Lane Traffic (%)Lane Group Flow (vph) 994 0 0 557 74 0Sign Control Free Free Stop



HCM Unsignalized Intersection Capacity Analysis3: Pioneer Road & Mainway 12/04/2018











Lane ConfigurationsTraffic Volume (vph) 0 901 519 0 8 2Future Volume (vph) 0 901 519 0 8 2Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 1 0Taper Length (m) 2.5 2.5Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00Ped Bike FactorFrt 0.975Flt Protected 0.961Satd. Flow (prot) 0 3650 3614 0 1800 0Flt Permitted 0.961Satd. Flow (perm) 0 3650 3614 0 1800 0Link Speed (k/h) 50 50 25Link Distance (m) 63.2 41.4 86.6Travel Time (s) 4.6 3.0 12.5Confl. Peds. (#/hr)Confl. Bikes (#/hr)Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 0% 0% 1% 0% 0% 0%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 0 979 564 0 9 2Shared Lane Traffic (%)Lane Group Flow (vph) 0 979 564 0 11 0Sign Control Free Free Stop








Volume Total 490 490 282 282 11Volume Left 0 0 0 0 9Volume Right 0 0 0 0 2cSH 1700 1700 1700 1700 257Volume to Capacity 0.29 0.29 0.17 0.17 0.04Queue Length 95th (m) 0.0 0.0 0.0 0.0 1.0Control Delay (s) 0.0 0.0 0.0 0.0 19.6Lane LOS CApproach Delay (s) 0.0 0.0 19.6Approach LOS C






Lane ConfigurationsTraffic Volume (vph) 4 905 519 9 0 0Future Volume (vph) 4 905 519 9 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 0 0Taper Length (m) 2.5 2.5Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike FactorFrt 0.997Flt ProtectedSatd. Flow (prot) 0 3650 3604 0 0 0Flt PermittedSatd. Flow (perm) 0 3650 3604 0 0 0Link Speed (k/h) 50 50 25Link Distance (m) 41.4 424.8 91.7Travel Time (s) 3.0 30.6 13.2Confl. Peds. (#/hr)Confl. Bikes (#/hr)Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 0% 0% 1% 0% 0% 0%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 4 984 564 10 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 988 574 0 0 0Sign Control Free Free Stop







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

Volume Total 332 656 376 198Volume Left 4 0 0 0Volume Right 0 0 0 10cSH 1009 1700 1700 1700Volume to Capacity 0.00 0.39 0.22 0.12Queue Length 95th (m) 0.1 0.0 0.0 0.0Control Delay (s) 0.1 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0Approach LOS



Lanes, Volumes, Timings6: Mainway & Dillon Road 12/04/2018



Lane ConfigurationsTraffic Volume (vph) 53 849 447 53 219 77Future Volume (vph) 53 849 447 53 219 77Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 25.0 0.0Storage Lanes 0 0 1 1Taper Length (m) 2.5 20.0Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike Factor 1.00 1.00Frt 0.984 0.850Flt Protected 0.997 0.950Satd. Flow (prot) 0 3464 3307 0 1690 1512Flt Permitted 0.876 0.950Satd. Flow (perm) 0 3043 3307 0 1690 1512Right Turn on Red Yes YesSatd. Flow (RTOR) 24 84Link Speed (k/h) 50 50 50Link Distance (m) 424.8 138.2 149.1Travel Time (s) 30.6 10.0 10.7Confl. Peds. (#/hr) 4 4Confl. Bikes (#/hr)Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 6% 5% 8% 11% 8% 8%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 58 923 486 58 238 84Shared Lane Traffic (%)Lane Group Flow (vph) 0 981 544 0 238 84Turn Type Perm NA NA Prot PermProtected Phases 4 8 6Permitted Phases 4 6Detector Phase 4 4 8 6 6Switch PhaseMinimum Initial (s) 15.0 15.0 15.0 8.0 8.0Minimum Split (s) 41.0 41.0 41.0 25.0 25.0Total Split (s) 60.0 60.0 60.0 30.0 30.0Total Split (%) 66.7% 66.7% 66.7% 33.3% 33.3%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 3.0 3.0Lost Time Adjust (s) 2.0 2.0 3.0 3.0Total Lost Time (s) 8.0 8.0 10.0 10.0Lead/LagLead-Lag Optimize?Recall Mode None None None Max Maxv/c Ratio 0.80 0.40 0.45 0.16






Area Type: OtherCycle Length: 90Actuated Cycle Length: 64.3Natural Cycle: 70Control Type: Semi Act-Uncoord

Splits and Phases: 6: Mainway & Dillon Road

HCM Signalized Intersection Capacity Analysis6: Mainway & Dillon Road 12/04/2018






Lane Grp Cap (vph) 1229 1336 532 476v/s Ratio Prot 0.16 c0.14v/s Ratio Perm c0.32 0.02v/c Ratio 0.80 0.40 0.45 0.06Uniform Delay, d1 16.8 13.6 17.5 15.3Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 3.7 0.2 2.7 0.2Delay (s) 20.5 13.7 20.2 15.5Level of Service C B C BApproach Delay (s) 20.5 13.7 19.0Approach LOS C B B




3257 Mainway TIPS 3:00 pm 12/04/2017 Ex AM Synchro 9 ReportPage 1


Lane ConfigurationsTraffic Volume (vph) 69 552 916 76 43 78Future Volume (vph) 69 552 916 76 43 78Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 25.0 0.0Storage Lanes 0 0 1 1Taper Length (m) 2.5 40.0Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike Factor 1.00 1.00Frt 0.989 0.850Flt Protected 0.994 0.950Satd. Flow (prot) 0 3339 3422 0 1674 1555Flt Permitted 0.680 0.950Satd. Flow (perm) 0 2284 3422 0 1674 1555Right Turn on Red Yes YesSatd. Flow (RTOR) 18 90Link Speed (k/h) 50 50 50Link Distance (m) 151.4 331.6 140.8Travel Time (s) 10.9 23.9 10.1Confl. Peds. (#/hr) 2 2Confl. Bikes (#/hr)Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 6% 9% 5% 9% 9% 5%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 79 634 1053 87 49 90Shared Lane Traffic (%)Lane Group Flow (vph) 0 713 1140 0 49 90Turn Type Perm NA NA Prot PermProtected Phases 4 8 6Permitted Phases 4 6Detector Phase 4 4 8 6 6Switch PhaseMinimum Initial (s) 8.0 8.0 8.0 8.0 8.0Minimum Split (s) 46.0 46.0 46.0 24.0 24.0Total Split (s) 63.0 63.0 63.0 27.0 27.0Total Split (%) 70.0% 70.0% 70.0% 30.0% 30.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 3.0 3.0 3.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 7.0 7.0 6.0 6.0Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max Maxv/c Ratio 0.50 0.53 0.13 0.21







Splits and Phases: 1: Mainway & Northside Road

HCM Signalized Intersection Capacity Analysis1: Mainway & Northside Road 12/04/2018






Lane Grp Cap (vph) 1420 2128 390 362v/s Ratio Prot c0.33 c0.03v/s Ratio Perm 0.31 0.01v/c Ratio 0.50 0.53 0.13 0.06Uniform Delay, d1 9.3 9.6 27.2 26.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.3 1.0 0.7 0.3Delay (s) 10.6 10.6 27.9 27.1Level of Service B B C CApproach Delay (s) 10.6 10.6 27.4Approach LOS B B C






Lane ConfigurationsTraffic Volume (vph) 16 581 988 9 13 8Future Volume (vph) 16 581 988 9 13 8Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 1 0Taper Length (m) 2.5 2.5Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike FactorFrt 0.999 0.949Flt Protected 0.999 0.970Satd. Flow (prot) 0 3632 3641 0 1565 0Flt Permitted 0.999 0.970Satd. Flow (perm) 0 3632 3641 0 1565 0Link Speed (k/h) 50 50 25Link Distance (m) 331.6 62.8 89.4Travel Time (s) 23.9 4.5 12.9Confl. Peds. (#/hr)Confl. Bikes (#/hr)Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 15% 0% 0% 17% 13% 13%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 18 668 1136 10 15 9Shared Lane Traffic (%)Lane Group Flow (vph) 0 686 1146 0 24 0Sign Control Free Free Stop








Volume Total 241 445 757 389 24Volume Left 18 0 0 0 15Volume Right 0 0 0 10 9cSH 536 1700 1700 1700 141Volume to Capacity 0.03 0.26 0.45 0.23 0.17Queue Length 95th (m) 0.8 0.0 0.0 0.0 4.5Control Delay (s) 1.3 0.0 0.0 0.0 35.6Lane LOS A EApproach Delay (s) 0.5 0.0 35.6Approach LOS E



Lanes, Volumes, Timings3: Pioneer Road & Mainway 12/04/2018


Lane Group EBT EBR WBL WBT NBL NBR

Lane ConfigurationsTraffic Volume (vph) 559 33 17 931 63 48Future Volume (vph) 559 33 17 931 63 48Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 1 0Taper Length (m) 2.5 2.5Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike FactorFrt 0.992 0.941Flt Protected 0.999 0.972Satd. Flow (prot) 3302 0 0 3137 1631 0Flt Permitted 0.999 0.972Satd. Flow (perm) 3302 0 0 3137 1631 0Link Speed (k/h) 50 50 50Link Distance (m) 62.8 63.2 341.6Travel Time (s) 4.5 4.6 24.6Confl. Peds. (#/hr) 1 1 4 2Confl. Bikes (#/hr)Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 9% 21% 29% 16% 6% 10%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 601 35 18 1001 68 52Shared Lane Traffic (%)Lane Group Flow (vph) 636 0 0 1019 120 0Sign Control Free Free Stop



HCM Unsignalized Intersection Capacity Analysis3: Pioneer Road & Mainway 12/04/2018



Lane ConfigurationsTraffic Volume (veh/h) 559 33 17 931 63 48Future Volume (Veh/h) 559 33 17 931 63 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) 601 35 18 1001 68 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 637 1160 321vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 637 1160 321tC, 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) 780 178 650








Lane ConfigurationsTraffic Volume (vph) 0 608 949 0 6 0Future Volume (vph) 0 608 949 0 6 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 1 0Taper Length (m) 2.5 2.5Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00Ped Bike FactorFrtFlt Protected 0.950Satd. Flow (prot) 0 3650 3650 0 1825 0Flt Permitted 0.950Satd. Flow (perm) 0 3650 3650 0 1825 0Link Speed (k/h) 50 50 25Link Distance (m) 63.2 41.4 86.6Travel Time (s) 4.6 3.0 12.5Confl. Peds. (#/hr)Confl. Bikes (#/hr)Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 0 661 1032 0 7 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 661 1032 0 7 0Sign Control Free Free Stop








Volume Total 330 330 516 516 7Volume Left 0 0 0 0 7Volume Right 0 0 0 0 0cSH 1700 1700 1700 1700 142Volume to Capacity 0.19 0.19 0.30 0.30 0.05Queue Length 95th (m) 0.0 0.0 0.0 0.0 1.2Control Delay (s) 0.0 0.0 0.0 0.0 31.8Lane LOS DApproach Delay (s) 0.0 0.0 31.8Approach LOS D






Lane ConfigurationsTraffic Volume (vph) 4 612 949 9 0 0Future Volume (vph) 4 612 949 9 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 0.0 0.0Storage Lanes 0 0 0 0Taper Length (m) 2.5 2.5Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike FactorFrt 0.999Flt ProtectedSatd. Flow (prot) 0 3650 3646 0 0 0Flt PermittedSatd. Flow (perm) 0 3650 3646 0 0 0Link Speed (k/h) 50 50 25Link Distance (m) 41.4 424.8 91.7Travel Time (s) 3.0 30.6 13.2Confl. Peds. (#/hr)Confl. Bikes (#/hr)Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 4 665 1032 10 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 669 1042 0 0 0Sign Control Free Free Stop







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

Volume Total 226 443 688 354Volume Left 4 0 0 0Volume Right 0 0 0 10cSH 675 1700 1700 1700Volume to Capacity 0.01 0.26 0.40 0.21Queue Length 95th (m) 0.1 0.0 0.0 0.0Control Delay (s) 0.3 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.1 0.0Approach LOS






Lane ConfigurationsTraffic Volume (vph) 31 579 938 172 16 19Future Volume (vph) 31 579 938 172 16 19Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Width (m) 3.7 3.7 3.7 3.7 3.7 3.7Grade (%) 0% 0% 0%Storage Length (m) 0.0 0.0 25.0 0.0Storage Lanes 0 0 1 1Taper Length (m) 2.5 20.0Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00Ped Bike Factor 1.00 1.00Frt 0.977 0.850Flt Protected 0.997 0.950Satd. Flow (prot) 0 3235 3337 0 1825 1555Flt Permitted 0.796 0.950Satd. Flow (perm) 0 2583 3337 0 1825 1555Right Turn on Red Yes YesSatd. Flow (RTOR) 40 21Link Speed (k/h) 50 50 50Link Distance (m) 424.8 138.2 149.1Travel Time (s) 30.6 10.0 10.7Confl. Peds. (#/hr) 4 4Confl. Bikes (#/hr)Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Growth Factor 100% 100% 100% 100% 100% 100%Heavy Vehicles (%) 3% 13% 6% 9% 0% 5%Bus Blockages (#/hr) 0 0 0 0 0 0Parking (#/hr)Mid-Block Traffic (%) 0% 0% 0%Adj. Flow (vph) 34 629 1020 187 17 21Shared Lane Traffic (%)Lane Group Flow (vph) 0 663 1207 0 17 21Turn Type Perm NA NA Prot PermProtected Phases 4 8 6Permitted Phases 4 6Detector Phase 4 4 8 6 6Switch PhaseMinimum Initial (s) 15.0 15.0 15.0 8.0 8.0Minimum Split (s) 41.0 41.0 41.0 25.0 25.0Total Split (s) 60.0 60.0 60.0 30.0 30.0Total Split (%) 66.7% 66.7% 66.7% 33.3% 33.3%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 3.0 3.0Lost Time Adjust (s) 2.0 2.0 3.0 3.0Total Lost Time (s) 8.0 8.0 10.0 10.0Lead/LagLead-Lag Optimize?Recall Mode None None None Max Maxv/c Ratio 0.57 0.79 0.03 0.05







Splits and Phases: 6: Mainway & Dillon Road

HCM Signalized Intersection Capacity Analysis6: Mainway & Dillon Road 12/04/2018









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REVISED TRAFFIC IMPACT AND PARKING STUDY 3267 Mainway, … · 2018. 12. 7. · revised site plan includes bicycle parking spaces in compliance with the City’s Zoning By-law. Due