2165 BROCK ROAD PROPOSED TOWNHOUSE DEVELOPMENT

Transportation Impact Study

City of Pickering

Prepared For: Skale Developments December 2017

© BA Consulting Group Ltd. 45 St. Clair Avenue West, Suite 300 Toronto, ON M4V 1K9 www.bagroup.com

BA Consulting Group Ltd. MOVEMENT 300 – 45 St. Clair Ave. W TEL 416 961 7110 IN URBAN Toronto ON M4V 1K9 EMAIL bagroup@bagroup.com ENVIRONMENTS BAGROUP.COM P:\77\34\03\report\Cover Letter_2165 Brock Rd.docx

December 4, 2017

Armaan Salek President Skale Developments 547 Eglinton Avenue East Toronto, ON M4P 1N7 E-Mail: armaan@skale.ca

RE: Transportation Impact Study Report for

Proposed Townhouse Development at

2165 Brock Road in Pickering, Ontario

Dear Mr. Armaan:

BA Consulting Group Ltd. is pleased to submit a copy of our Transportation Impact Study report for the

proposed townhouse development at 2165 Brock Road in the Community of Brock Ridge in the City of

Pickering.

The study assesses the potential traffic impacts and documents driveway access / parking requirements for

the subject development and possible road improvements within the context of a seven-year planning

horizon.

Please feel free to contact us directly with any questions.

Sincerely,

BA Consulting Group Ltd.

Tony Chao-Wei Shih, B.Eng. Stephen J. Bahadoor, P. Eng.

Transportation Analyst Associate

2165 BROCK ROAD

DECEMBER, 2017 7734-03 1

TABLE OF CONTENTS

1.0  INTRODUCTION .................................................................................................... 3 1.1  Proposed Development ................................................................................. 3 

1.2  Study Scope ................................................................................................. 3 

2.0  TRANSPORTATION CONTEXT ............................................................................ 7 2.1  Existing Road Network .................................................................................. 7 

2.2  Existing transit services ................................................................................ 7 

2.3  existing cycling and pedestrian network ........................................................ 8 

3.0  DEVELOPMENT PROPOSAL ............................................................................. 12 3.1  Land Uses .................................................................................................. 12 

3.2  Site Access ................................................................................................. 12 

3.3  Parking Provision ........................................................................................ 12 

3.4  Waste Collection ......................................................................................... 13 

3.5  Fire Route .................................................................................................. 13 

4.0  ACTIVE TRANSPORTATION .............................................................................. 14 

5.0  TRAFFIC VOLUMES ........................................................................................... 15 5.1  Existing Traffic Volumes ............................................................................. 15 

5.2  Future background traffic volumes .............................................................. 15 5.2.1  General Corridor Growth ......................................................................................... 15 

5.2.2  Background Developments ..................................................................................... 15 

5.3  Site traffic ................................................................................................... 16 5.3.1  Trip Generation ....................................................................................................... 16 

5.3.2  Site Traffic Distribution/Assignment ........................................................................ 17 

5.4  Future Total Traffic volumes ....................................................................... 17 

6.0  TRAFFIC OPERATIONS ANALYSIS .................................................................. 22 6.1  Analysis scenarios ...................................................................................... 22 

6.2  Analysis methodology ................................................................................. 22 

6.3  Traffic analysis summary ............................................................................ 23 6.3.1  Signalized Intersection Analysis ............................................................................. 23 

6.3.2  Unsignalized Intersection Analysis ......................................................................... 25 

7.0  SENSITIVITY ANALYSIS .................................................................................... 26 

8.0  SUMMARY AND CONCLUSIONS ....................................................................... 27 

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DECEMBER, 2017 7734-03 2

LIST OF TABLES

Table 1  Zoning By-Law 3036 Parking Requirements ........................................................................... 12 

Table 2  Existing Traffic Data Sources ................................................................................................... 15 

Table 3  Area Background Development ............................................................................................... 16 

Table 4  Site Traffic Generation ............................................................................................................. 16 

Table 5  Site Traffic Distribution ............................................................................................................. 17 

Table 6  Brock Road / Dellbrook Avenue ............................................................................................... 23 

Table 7  Brock Road / Major Oaks Road ............................................................................................... 24 

Table 8  Brock Road / Finch Avenue ..................................................................................................... 24 

Table 9  Unsignalized Intersection Analysis Summary .......................................................................... 25 

Table 10  Unsignalized Intersection with Sensitivity Analysis Summary ................................................. 26 

LIST OF FIGURES

Figure 1:  Site Location .............................................................................................................................. 5 

Figure 2:  Site Plan ..................................................................................................................................... 6 

Figure 3:  Existing Lane Configuration ....................................................................................................... 9 

Figure 4:  Area Transit Network ............................................................................................................... 10 

Figure 5:  Area Cycling Network............................................................................................................... 11 

Figure 6:  Existing Traffic Volumes .......................................................................................................... 18 

Figure 7:  Future Background Traffic Volumes ........................................................................................ 19 

Figure 8:  Site Traffic Volumes ................................................................................................................. 20 

Figure 9:  Future Total Traffic Volumes .................................................................................................... 21 

TABLE OF APPENDICES

APPENDIX A:  Vehicle Manoeuvring Diagram 

APPENDIX B:  Turning Movement Counts 

APPENDIX C:  Signal Timing Plans 

APPENDIX D:  Synchro Capacity Analysis Worksheets 

2165 BROCK ROAD

DECEMBER, 2017 7734-03 3

1.0 INTRODUCTION BA Consulting Group Ltd (BA Group) is retained by Skale Developments to provide transportation advisory

services in support of a proposed residential infill subdivision at 2165 Brock Road (the site) in the City of

Pickering. The site is currently occupied by a single-storey detached dwelling. The proposed development

forms part of the ‘Duffins Precinct Development’. Figure 1 shows the general site location.

The subject lands are the front developable portion of the property municipally known as 2165 Brock Road

located on the east side of Brock Road, north of Major Oaks Road, within the Brock Ridge Neighbourhood.

The subject lands have an area of approximately 9,680.95 m2 (2.39 acres).

Vehicular access to the site would be onto Brock Road via a private roadway, which provides direct access to

each dwelling unit.

The subject lands are bounded by:

Detached dwelling on the north, which fronts onto Brock Road;

Open space on the east;

Community church and childcare facility on the south, which fronts onto Brock Road; and

Brock Road on the west, beyond which are detached dwellings.

1.1 PROPOSED DEVELOPMENT

The proposed residential infill is comprised of eight (8) townhouse blocks consisting of the following:

Fifty-three (53) traditional townhouse units fronting onto an internal private road;

All buildings are proposed to be three (3) storeys;

A new private condominium road with a pavement width of 6.5 metres and terminating as a

hammerhead within the site;

Vehicular access to the development will be from Brock Road via the unsignalized intersection of the

internal private road with Brock Road;

Parking will be provided at the front of each dwelling unit off the private internal road. Two parking

spaces will be provided for each dwelling unit (one parking space in a private garage and one space

on the driveway.

A total of fourteen (14) visitor parking spaces (at a rate of 0.25 spaces per unit) will also be provided

for the site.

The site plan is illustrated on Figure 2.

1.2 STUDY SCOPE

BA Group has conducted a transportation impact assessment of the proposed development. Key

components of the report are as follows:

A review of the existing road network, study intersections and transit facilities;

An assessment of the boundary road operations under future background and future total conditions;

An assessment of the impact of site-generated traffic on the study area intersections;

2165 BROCK ROAD

DECEMBER, 2017 7734-03 4

A review of site parking requirements and provisions;

A review of transportation demand management opportunities and recommendations; and

A review of the site circulation for municipal waste collection vehicles and fire trucks.

The neighbouring site at 2065 Brock Road has submitted a Traffic Impact Study, Parking Study, Site

Circulation Review and TDM Plan (2065 Brock Road TIS) submitted by Trans-Plan in June 2017. The traffic

data collected for the 2065 Brock Road TIS have been reviewed and are considered appropriate and were

utilized for the capacity analysis conducted in this study.

SITE

2165 Brock Road7734-03 November 2017

SITE LOCATION

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2165 Brock Road7734-03 November 2017

SITE PLAN

Figure 2

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2.0 TRANSPORTATION CONTEXT

2.1 EXISTING ROAD NETWORK

The existing road network, lane configurations and intersection traffic controls within the study area are

illustrated in Figure 3 and described as follows:

Brock Road (Regional Road 1) is a major, north-south arterial road (Type ‘A’ Arterial) under the jurisdiction

of the Region of Durham. It extends north from Montgomery Park Road near Lake Ontario to Durham

Regional Road 47. Brock Road has two lanes in each travel direction and a two, including a two-way left-turn

lane across the site frontage. The posted speed on Brock Road is 60 km/h.

Finch Avenue (Regional Road 37) is a minor arterial road (Type ‘B’) under the jurisdiction of the arterial

roadway under the jurisdiction of the Region of Durham. Finch Avenue extends east from Altona Road to

Brock Road. West of Altona Road, it continues into the City of Toronto / York Region. Near Brock Road, Finch

Avenue has a two-lane rural cross-section. The Brock Road / Finch Avenue intersection is under traffic signal

control. The posted speed on Brock Road is 60 km/h.

Dellbrook Avenue is an east-west collector road under the jurisdiction of the City of Pickering. It extends

west from Brock Road to Valley Farm Road. It has a two-lane urban cross section. The Brock Road /

Dellbrook Avenue intersection is under traffic signal control. The posted speed on Brock Road is 40 km/h.

Major Oaks Road is a collector road under the jurisdiction of the City of Pickering. It extends north from

Brock Road to Meriadoc Drive. It has a two-lane urban cross section. The Brock Road / Major Oaks Road

intersection is under traffic signal control. The posted speed on Brock Road is 40 km/h.

2.2 EXISTING TRANSIT SERVICES

The site is served by Durham Region Transit (DRT), connecting transit riders to major locations including the

Pickering Town Centre, Pickering Golf Club and the Pickering GO Station. DRT operates the following bus

routes within the study area:

Route 111, East Pickering generally runs along Pickering Parkway, Finch Avenue and Dixie Road,

connecting riders between Pickering Parkway Terminal and the communities of Maple Ridge, William

Dunbar, Bainebridge/Southview and Valley Farm. The route operates at a frequency of 20 minutes during the

weekdays and 30 minutes on the weekends. The nearest stop close to the site is located at Brock Road and

Finch Avenue, approximately 700m south of the site.

Route 112, Brock is mainly a north-south transit route operating generally along Bayly Street and Brock

Road, connecting riders from Pickering GO Station and DRT Pulse to Zents Drive in the north. The route

operates at a frequency of 15 minutes during the weekday peak hours and 30 minutes during the weekend.

The nearest stop to the site is located on the intersection of Major Oaks Road and Beaton Way,

approximately 110m west of the intersection of Brock Road and Major Oaks Road, and approximately 220m

southwest of the site.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 8

Route 199, Claremont generally runs along Brock Road, connecting transit riders between the Pickering

Parkway Terminal to the Claremont community. The route runs on Friday, once in both directions. The

nearest stop to the site is located on the intersection of Major Oaks Road and Brock Road, approximately

120m south of the site.

Route 603, Pickering-Uxbridge generally runs along Brock Road, connecting riders from Pickering Parkway

Terminal to the community of Uxbridge. The route runs from Mondays to Fridays only, four times a day in both

directions. This route shares a bus stop with Route 199 near the site.

Route 916, Rossland generally runs along Rossland Road, Brock Road, and Harmony Road, connecting

riders from Pickering Parkway Terminal to Harmony Terminal in the City of Oshawa. The route operates at a

frequency of 15 minutes during weekday peak hours and 30 minutes during the weekend. This route shares a

bus stop with Route 199 near the site.

Figure 4 shows the existing DRT transit routes in Pickering.

2.3 EXISTING CYCLING AND PEDESTRIAN NETWORK

Currently, the primary cycling route in the site area is the multi-use pathways along Brock Road and Finch

Avenue. The cycling route is part of a regional cycling network within the Regional Municipality of Durham that

connects the site to many major locations, such as the Pickering Town Centre, Pickering Golf Club and the

Pickering GO Station.

Similarly, the multi-use pathways along Brock Road and Finch Avenue built with sidewalks on both sides of

the road provide pedestrian access from the site to nearby bus stops and major locations.

Details for the cycling network provided within the study area shown in Figure 5.

Brock R

oadMajor Oaks Road

Dellbrook A

ve

Finch Ave

Site Access

SITE

2165 Brock Road7734-03 November 2017

EXISTING AND FUTURELANE CONFIGURATIONS

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Figure 3

2165 Brock Road7734-03 November 2017

AREA TRANSIT NETWORK

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2165 Brock Road7734-03 November 2017

AREA CYCLING NETWORK

Figure 5

2165 BROCK ROAD

DECEMBER, 2017 7734-03 12

3.0 DEVELOPMENT PROPOSAL

3.1 Land Uses

The proposed development consists of 53 residential townhouse units in eight (8) three-storey residential

blocks with the following:

Block A: north-west block – 7 townhouse units;

Block B: south-west block – 6 townhouse units;

Block C: middle south-west block – 6 townhouse units;

Block D: middle north block – 7 townhouse units;

Block E: middle south-east block – 6 townhouse units;

Block F: north-east block – 7 townhouse units;

Block G: south-east block – 6 townhouse units; and

Block H: eastern block – 8 townhouse units.

3.2 Site Access

Vehicular access to boundary road will be provided via a proposed, unsignalized access onto Brock Road

located approximately 140 metres north of Major Oaks Road. The 53 dwelling units will front onto a 6.5-metre

wide internal private road extending east from Brock Road for approximately 170 metres then terminating in a

“T” type turnaround, i.e., a hammerhead. Each dwelling unit will have direct access onto the internal private

road.

3.3 Parking Provision

Table 1 outlines the prevailing Zoning By-Law 3036 minimum vehicle parking requirements for the proposed

development. As indicated, 120 resident and visitor vehicle parking spaces are required for the development.

TABLE 1 ZONING BY-LAW 3036 PARKING REQUIREMENTS

Space Type Unit Type Number of Units

Minimum Parking Ratios Minimum Parking Requirements

Resident Multiple Family Horizontal (with

attached garage)

53

1 garage space per unit for occupants where there is

sufficient driveway space in front of each garage for 1

additional car per unit. This driveway space must not lead to a parking area other than a

garage space.

106 spaces

Visitor 53 1 space for each 4 units or

portion thereof 14 spaces

Total Site Minimum Parking Requirements 120 spaces

2165 BROCK ROAD

DECEMBER, 2017 7734-03 13

As illustrated in Figure 2, a total of 120 resident and visitor parking spaces will be provided. Parking will be

provided at the front of each dwelling unit off the private internal road. Two parking spaces will be provided for

each dwelling unit (one parking space in a private garage and one space on the driveway. A total of fourteen

(14) visitor parking spaces (at a rate of 0.25 spaces per unit) will also be provided for the site. As such, a total

of 120 resident and visitor parking spaces will be provided for the development.

Therefore, the proposed parking supply will satisfy the minimum parking requirements under Zoning By-Law

3036 and will appropriately accommodate site related parking demand.

3.4 Waste Collection

Garbage and Recycling collection is provided based on a review of Durham Region’s Technical and Risk

Management Guidelines for Waste Collection Services on Private Property (February 2011). The following

provide a summary of transportation related requirements for townhouse complexes:

Storage Area

The development must be designed to accommodate waste storage inside the single-family dwelling

and/or internal street type townhouse units.

Collection Area

The collection area must be along the internal access route of the development in front of each

dwelling unit. It is the responsibility of the residents to properly place their waste materials out for

waste collection on the designated day of the week.

Access Route

The internal roadways must be a minimum of 6.5 metres in width and use a minimum of 13 metres in

turning Radii;

Where a continuous drive-through route cannot be achieved, a “T” type turnaround will be permitted.

The development plan proposes waste collection to be collected along the internal access route in front of

each dwelling. A “T” type turnaround is proposed at the east limit of the internal roadway to facilitate waste

collection vehicle movements. The proposed 6.5-metre wide internal road and turning radii of 13 metres

satisfies Durham Region’s Technical and Risk Management Guidelines for Waste Collection Services on

Private Property (February 2011).

The proposed waste collection configuration will appropriately accommodate the needs of the development

plan and the turning movement for the solid waste refuse collection vehicle is illustrated in Appendix A on

VMD-01.

3.5 FIRE ROUTE

The proposed internal roadway with a width of 6.5 metres and 13 metres in turning radii has been designed to

accommodate the requirements of an appropriate fire route as specified within the Ontario Building Code.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 14

4.0 ACTIVE TRANSPORTATION Smooth and sufficiently wide sidewalks, access ramps, detectable signs and signals, adequate street

crossings, cycling routes and connectivity to local destinations are some of the key components of an

accessible active transportation environment.

Existing area transportation (local) components include the following:

The site is situated within 10-minutre walk to a municipal park (i.e. Major Oaks Park) which provides

amenity for the area residents. Commercial, institutional and transit amenities are located on Brock

Road, within a 5-minute walk.

Primary bike lanes are located on Brock Road, Finch Avenue, and Pickering Parkway;

A multi-use path is provided along Brock Road and Finch Avenue;

Active transportation destinations in the area, including the Pickering Town Centre on Kingston Road

south of Finch Avenue, Pickering Shopping Centre on Brock Road south of Finch Avenue, Centennial

Park on Brock Road north of Dellbrook Avenue, Ronald-Marion School off Brock Road, and Brock

Ridge Community Park on Brock Road and Finch Avenue.

Planned trails within the residential area north and south of the subject site. Also, note that a Pickering GO

Transit Station is located on Bayly Street immediately south of the Highway 401 interchange and a pedestrian

bridge across the Highway 401 from Pickering Parkway to the Pickering GO Transit Station.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 15

5.0 TRAFFIC VOLUMES

5.1 EXISTING TRAFFIC VOLUMES

Existing traffic volumes within the study area were obtained from the 2065 Brock Road Traffic Impact Study,

Parking Study, Site Circulation Review and TDM Plan. Trans-Plan conducted counts during the weekday

morning and afternoon peak periods to determine the peak hour auto, pedestrian and cyclist volumes. A

listing of the count dates and sources is provided in Table 2.

TABLE 2 EXISTING TRAFFIC DATA SOURCES

Intersection Time Periods Source Date

Brock Road / Dellbrook Avenue

7:00 to 9:30 a.m. 3:00 to 6:30 p.m.

Trans-Plan

Tuesday, March 28, 2017

Brock Road / Major Oaks Road Friday, March 24, 2017

Brock Road / Finch Avenue Tuesday, March 28, 2017

The existing turning movement counts were reviewed in detail to ensure a general consistency in the traffic

volumes on links between intersections. Where necessary, minor volume adjustments were made to balance

traffic volumes between intersections to provide a balanced and representative traffic volume base for the

purposes of the traffic operations analyses undertaken as part of this assessment.

The existing turning movement counts are provided in Appendix B.

Existing, balanced baseline area traffic volumes in the weekday morning and afternoon peak hours are

summarized in Figure 6.

5.2 FUTURE BACKGROUND TRAFFIC VOLUMES

5.2.1 General Corridor Growth

Consistent with Traffic Impact Studies for other developments in the area, an annual corridor traffic growth

rate of 2.0% was adopted for the weekday morning and afternoon peak hour. For the purposes of this

analysis, growth rate was applied to the north-south through movements along Brock Road at the Brock Road

/ Finch Avenue intersection. This growth rate was applied over a seven-year study horizon from 2024 horizon

year (i.e. five years after full build-out, assumed to complete in year 2019).

5.2.2 Background Developments

Traffic allowances were made for other specific proposed developments in the area, based on the 2065 Brock

Road study completed as of June 2017. These sites represent development in the order of

Area developments that have been considered are summarized in Table 3 together with a description of the

key development statistics for each. Traffic allowances made for each development were based upon

assumptions made in the 2065 Brock Road study.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 16

TABLE 3 AREA BACKGROUND DEVELOPMENT

Site Location / Name Development Statistics Trip Generation Notes/

Sources

2065 Brock Road 4,886 m2 GFA of Pickering Islamic Centre

space Traffic Impact Study, Trans-

Plan, June 2017

2055 Brock Road 59 Residential Units Traffic Impact Study, Trans-

Plan, June 2017

2090 Duberry Drive 40 Residential Units Traffic Impact Study, Trans-

Plan, June 2017

2095 Brock Road 119 Residential Units Traffic Impact Study, Trans-

Plan, June 2017

2177, 2185 Brock Road 465.06 m2 GFA of Commercial/Office space

48 Residential Units

ITE Land Use Code 230 Trip Rate / Unit (Residential

Condominium/Townhouse), ITE Land Use Code 710 Trip

Rate / Unit (General Office Building)

Figure 7 summarizes the future background traffic volumes for the weekday morning and afternoon peak

hours, which were developed by addition the abovementioned allowances for corridor traffic growth and the

specific background developments to the base existing traffic volumes.

5.3 SITE TRAFFIC

5.3.1 Trip Generation

Trip generation rates for Land Use Code 230 (Residential Condominium/Townhouses) were adopted from the

Institute of Transportation Engineers (ITE) Trip Generation Handbook, 9th Edition for the proposed residential

development. The ITE rates reflect high-end rates with no adjustments for transit or other modes in the area.

Trip generation forecasts for the proposed residential townhouse development are summarized in Table 4.

TABLE 4 SITE TRAFFIC GENERATION

AM Peak Hour PM Peak Hour

In Out 2-Way In Out 2-Way

ITE Land Use Code 230 Trip Rate / Unit (Residential Condominium/Townhouse)

0.10 0.48 0.58 0.45 0.22 0.67

Number of Trips (53 Residential Units) 5 26 31 24 12 36

Number of Trips (Rounded) 5 25 30 25 10 35

The proposed development is anticipated to generate approximately 30 and 35 two-way vehicle trips during

the weekday morning and afternoon peak hours, respectively.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 17

5.3.2 Site Traffic Distribution/Assignment

Site trip distribution pattern for site traffic was established based upon a review of 2011 Transportation

Tomorrow Survey (TTS) data for home-based vehicle trips to and from the study area during the weekday

peak hour periods. The distribution for inbound and outbound traffic adopted for the proposed development is

outlined in Table 5. Site traffic volumes assigned to the area road network are illustrated in Figure 8.

TABLE 5 SITE TRAFFIC DISTRIBUTION

To/From Inbound Outbound

North on Brock Road 15% 10%

South on Brock Road 80% 50%

East on Finch Avenue 0% 0%

West on Finch Avenue 5% 20%

West on Major Oaks Road 0% 10%

West on Dellbrook Avenue 0% 10%

Total 100% 100%

Notes: 1. Based on a review of 2011 TTS data for home-based trips to and from 2006 TTS Zones 1032 and 1033 during weekday

morning and afternoon peak periods.

5.4 FUTURE TOTAL TRAFFIC VOLUMES

Future total traffic volumes were developed by adding site-generated traffic to future background traffic

volumes. Figure 9 illustrates future total traffic volumes for the weekday morning and afternoon peak hours.

Brock R

oadMajor Oaks Road

Dellbrook A

ve

Finch Ave

52(152)

(40)40

(0)0(0)0

(30)16

0(0)52(49)

181(73)

(633)1011(0)16

480(950)

17(16)

(2)0(17)2

(4)0

0(3)31(20)

281(204)

(3)5(17)16

(5)8

2(10)98(162)

237(217)

107(308)

518(1094)

5(23)

(22)13(683)1177

(1)2

(96)185(801)1254

(4)4

127(198)

523(1084)

8(16)

EXISTING TRAFFIC VOLUMES

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00

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AM Peak Hour

PM Peak Hour

Brock R

oad

M

a

jo

r

O

a

k

s

R

o

a

d

Dellbrook A

ve

Finch Ave

60

(175)

(46)

46

(0)

0

(0)

0

(34)

18

0(0

)

60

(56)

208

(84)

(864)

1218

(0)

18

596

(1097)

20

(18)

(16)6

(176)140

(12)13

0(3)

42(31)

348(253)

(3)6

(20)18

(6)9

2(11)

133(219)

272(249)

12

8

(315)

630

(1

25

8)

6

(2

6)

(3

9)

18

(9

38

)

14

17

(2

1)

6

(1

59

)

24

1

(1

09

6)

15

87

(5)

5

14

6

(2

27

)

63

2

(1

39

2)

9

(1

8)

2165 Brock Road

7734-03 November 2017

FUTURE BACKGROUND

TRAFFIC VOLUMES

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00

(00)

AM Peak Hour

PM Peak Hour

Brock R

oadMajor Oaks Road

Dellbrook A

ve

Finch Ave

0(0)

(0)0

(0)0(0)0

(0)0

0(0)0(0)

0(0)

(5)0(0)0

5(0)

0(0)

(0)0(0)0

(0)0

0(0)0(0)

0(0)

(0)0(0)0

(0)0

0(0)0(0)

0(0)

0(0)

5(20)

0(0)

(0)0(10)20(0)0

(5)5(5)15(0)0

0(0)

5(20)

0(0)

SITE

0 (0)

(0)5(10)20

(0)0(5)0

5

Site Access

(20)

2165 Brock Road7734-03 November 2017

SITE TRAFFIC VOLUMES

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Figure 8

00

(00)

AM Peak Hour

PM Peak Hour

Brock R

oad

M

a

jo

r

O

a

k

s

R

o

a

d

Dellbrook A

ve

Finch Ave

60

(175)

(46)

46

(0)

0

(0)

0

(34)

18

0(0

)

60

(56)

208

(84)

(869)

1218

(0)

18

601

(1097)

20

(18)

(16)6

(176)140

(12)13

0(3)

42(31)

348(253)

(3)6

(20)18

(6)9

2(11)

133(224)

272(249)

12

8

(315)

635

(1

27

8)

6

(2

6)

(3

9)

18

(9

48

)

14

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2165 Brock Road

7734-03 November 2017

FUTURE TOTAL TRAFFIC VOLUMES

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2165 BROCK ROAD

DECEMBER, 2017 7734-03 22

6.0 TRAFFIC OPERATIONS ANALYSIS

6.1 ANALYSIS SCENARIOS

Traffic operations analyses were undertaken at the study area intersections for the weekday morning and

afternoon peak travel hours under the following traffic conditions:

existing traffic conditions;

future background traffic conditions, which including allowances for general corridor traffic growth and

background developments; and

future total traffic conditions, which take into consideration future background traffic volumes plus site-

generated traffic volumes.

6.2 ANALYSIS METHODOLOGY

Traffic operations analyses have been completed using the Synchro (Version 9.1) capacity analysis software

in accordance with the methodologies outlined in the Highway Capacity Manual (HCM) and The Regional

Municipality of Durham Traffic Impact Study Guidelines.

The key performance indicator of the signalized intersection evaluation is an intersection performance index

(volume to capacity ratio, or v/c), where a v/c index of 1.00 indicated ‘at or near capacity’ conditions.

The key performance indicator of the unsignalized intersection is an average delay per vehicle (in seconds)

and a level of service (LOS) designation, where the LOS A (little delay) to LOS F (extended delay) range

provides an understanding of the relative time a motorist may have to wait to complete a turn at an

intersection.

Signal Timings

Existing traffic signal timing plans for all signalized intersections within the study area were obtained from the

Region of Durham. Analysis was undertaken using this signal timing plan for existing, future background and

future total traffic conditions. Existing cycle lengths for all signalized intersections within the study area were

maintained in all scenarios.

Under future traffic conditions, the signal timing plan were optimized during the weekday morning and

afternoon peak traffic hours to appropriately reflect better traffic operations for the future traffic conditions.

The existing and proposed traffic signal timing plans are provided in Appendix C.

Road Network Assumptions

Existing lane configurations in the area road network have been assumed in the analysis for the existing,

future background and future total traffic scenarios.

The existing and future road network intersection lane configurations are shown in Figure 3.

Synchro analysis worksheets are included in Appendix D.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 23

6.3 TRAFFIC ANALYSIS SUMMARY

6.3.1 Signalized Intersection Analysis

6.3.1.1 Brock Road / Dellbrook Avenue

The Brock Road / Dellbrook Avenue intersection operates under traffic signal control with cycle length of 100

seconds in the weekday morning and afternoon peak periods. The existing cycle length was maintained in all

analysis scenarios. A summary of traffic analysis results for this intersection is shown in Table 6.

TABLE 6 BROCK ROAD / DELLBROOK AVENUE

Movement Existing Traffic Future Background Traffic Future Total Traffic

v/c LOS v/c LOS v/c LOS

EBL 0.36 (0.47) D (D) 0.32 (0.52) D (D) 0.32 (0.52) D (D)

EBTR 0.51 (0.05) D (D) 0.67 (0.06) D (D) 0.67 (0.06) D (D)

WBLTR 0.01 (0.02) C (D) 0.01 (0.02) C (D) 0.01 (0.02) C (D)

NBL 0.18 (0.30) A (A) 0.30 (0.47) A (A) 0.30 (0.47) A (A)

NBTR 0.21 (0.38) A (A) 0.27 (0.44) A (A) 0.27 (0.44) A (A)

SBL 0.03 (0.00) A (A) 0.04 (0.00) A (A) 0.04 (0.00) A (A)

SBTR 0.45 (0.27) A (A) 0.57 (0.37) A (A) 0.57 (0.37) A (A)

Overall 0.46 (0.39) A (A) 0.59 (0.47) B (A) 0.59 (0.47) B (A)

Notes: 1. XX (XX) – Weekday Morning Peak hour (Weekday Afternoon Peak Hour)

Under existing, future background and future total conditions, the intersection operates at an acceptable level

of service during the weekday morning and afternoon peak traffic hours with overall v/c ratios of 0.59 or less.

Based on the foregoing, the traffic generated by the proposed development can be acceptably

accommodated at the Brock Road / Dellbrook Avenue intersection. No mitigation measures or improvements

are recommended at this intersection.

6.3.1.2 Brock Road / Major Oaks Road

The Brock Road / Major Oaks Road intersection operates under traffic signal control with cycle length of 100

seconds in the weekday morning and afternoon peak periods. The existing cycle length was maintained in all

analysis scenarios. A summary of traffic analysis results for this intersection is shown in Table 7.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 24

TABLE 7 BROCK ROAD / MAJOR OAKS ROAD

Movement Existing Traffic Future Background Traffic Future Total Traffic

v/c LOS v/c LOS v/c LOS

EBLT 0.11 (0.17) C (D) 0.15 (0.12) C (C) 0.15 (0.12) C (C)

EBR 0.72 (0.13) D (D) 0.75 (0.16) D (C) 0.75 (0.16) D (C)

WBLTR 0.01 (0.12) C (D) 0.54 (0.65) C (C) 0.54 (0.65) C (C)

NBL 0.55 (0.61) B (A) 0.71 (0.80) C (C) 0.72 (0.80) C (C)

NBTR 0.25 (0.45) A (A) 0.31 (0.65) A (A) 0.31 (0.66) A (A)

SBL 0.01 (0.00) A (A) 0.03 (0.17) A (B) 0.03 (0.17) A (B)

SBTR 0.54 (0.35) A (A) 0.78 (0.81) B (C) 0.79 (0.82) B (C)

Overall 0.59 (0.58) B (A) 0.77 (0.80) B (B) 0.78 (0.80) B (B)

Notes: 1. XX (XX) – Weekday Morning Peak hour (Weekday Afternoon Peak Hour)

Under existing, future background and future total conditions, the intersection operates at an acceptable level

of service during the weekday morning and afternoon peak traffic hours with overall v/c ratios of 0.79 or less.

Based on the foregoing, the traffic generated by the proposed development can be acceptably

accommodated at the Brock Road / Major Oaks Road intersection. No mitigation measures or improvements

are recommended at this intersection.

6.3.1.3 Brock Road / Finch Avenue

The Brock Road / Finch Avenue intersection operates under traffic signal control with cycle length of 100

seconds in the weekday morning and afternoon peak periods. The existing cycle length was maintained in all

analysis scenarios. A summary of traffic analysis results for this intersection is shown in Table 8.

TABLE 8 BROCK ROAD / FINCH AVENUE

Movement Existing Traffic Future Background Traffic Future Total Traffic

v/c LOS v/c LOS v/c LOS

EBLT 0.60 (0.75) D (D) 0.75 (0.86) D (E) 0.70 (0.86) D (E)

EBR 0.33 (0.16) D (C) 0.83 (0.20) E (C) 0.79 (0.20) D (C)

WBLTR 0.13 (0.09) C (C) 0.14 (0.09) D (C) 0.13 (0.09) D (C)

NBL 0.51 (0.55) C (B) 0.94 (0.85) E (D) 0.87 (0.85) E (D)

NBT/TR 0.24 (0.51) A (A) 0.29 (0.69) A (B) 0.28 (0.70) A (B)

SBL 0.01 (0.02) A (A) 0.01 (0.05) A (B) 0.01 (0.05) A (B)

SBT/TR 0.82 (0.52) C (B) 0.95 (0.83) C (C) 0.95 (0.84) C (C)

Overall 0.74 (0.61) B (B) 0.94 (0.87) C (C) 0.91 (0.87) C (C)

Notes: 1. XX (XX) – Weekday Morning Peak hour (Weekday Afternoon Peak Hour)

2165 BROCK ROAD

DECEMBER, 2017 7734-03 25

Under existing, future background and future total conditions, the intersection operates at an acceptable level

of service during the weekday morning and afternoon peak traffic hours with overall v/c ratios of 0.95 or less.

Based on the foregoing, the traffic generated by the proposed development can be acceptably

accommodated at the Brock Road / Finch Avenue intersection. No mitigation measures or improvements are

recommended at this intersection.

6.3.2 Unsignalized Intersection Analysis

Vehicular access to the site will be provided on Brock Road, north of the Brock Road / Major Oaks Road

intersection. The site access will provide a convenient two-way vehicular access to the proposed residential

townhouse development. This access will operate at LOS C or better under the future total scenario. The

results of the capacity analysis undertaken at the site access are summarized in Table 9.

TABLE 9 UNSIGNALIZED INTERSECTION ANALYSIS SUMMARY

Movement Future Total Traffic

Delay (s) LOS

WBLR 13.0 (19.1) B (C)

SBL 0.0 (0.3) A (A)

Notes: 1. XX (XX) – Weekday Morning Peak hour (Weekday Afternoon Peak Hour)

2165 BROCK ROAD

DECEMBER, 2017 7734-03 26

7.0 SENSITIVITY ANALYSIS A proposed future driveway connection is contemplated between the subject site and the proposed

neighbouring development, i.e., at 2177, 2185 Brock Road, located immediately north of the site. The future

driveway connection would be located between Blocks ‘F’ and ‘H’ as illustrated on Figure 2. It is anticipated

that a similar driveway connection between the subject site and the neighbouring property to the south may

be provided in the future.

As such, the development parcels along the east side of Brock may be interconnected in the future.

A sensitivity analysis has been completed assuming that turning movements at the site access driveway onto

Brock Road may be restricted to right in / right out movements. It is expected that left turn movements would

be provided at the existing signalized intersections, i.e., at Major Oaks Road and Dellbrook Avenue.

In the case where movements entering and exiting the site are restricted to right turns, the site access will

operate at LOS A. The results of the sensitivity analysis undertaken at the site access are summarized in

Table 10.

TABLE 10 UNSIGNALIZED INTERSECTION WITH SENSITIVITY ANALYSIS SUMMARY

Movement Future Total Traffic

Delay (s) LOS

WBLR 9.4 (9.5) A (A)

2165 BROCK ROAD

DECEMBER, 2017 7734-03 27

8.0 SUMMARY AND CONCLUSIONS BA Consulting Group Ltd. has completed a transportation impact study for the proposed residential

subdivision comprising of 53 townhouse units. The proposed development, will be located on the east side of

Brock Road, north of Major Oaks Road in the City of Pickering. Vehicular access will be provided via a private

internal road onto Brock Road.

This report documents BA Group’s assessment of transportation impact from the proposed development. Key

findings are set out below:

Transportation Context

1. The proposed development is afforded a high degree of road accessibility by virtue of its proximity to

arterial roads, i.e., Brock Road and Finch Avenue, and major collector road such as Dellbrook

Avenue, and Major Oaks Road.

2. The site is served by five bus routes of Durham Region Transit (DRT), connecting transit riders to

major locations including the Pickering Town Centre, Pickering Golf Club and the Pickering GO

Station.

3. Regional bicycle routes and multi-use pathways along Brock Road and Finch Avenue provide the site

with bicycle and pedestrian access to nearby bus stops and major locations nearby.

Development Proposal

4. The proposed development consists of 53 residential townhouse units contained within eight

residential blocks.

5. Vehicular access to the site is proposed from a single access point along Brock Road, approximately

140 metres north of Major Oaks Road. The access is proposed to be a 6.5 metres wide road to

accommodate two-way vehicular activity with full vehicular manoeuvres.

6. The proposed development would provide two (2) resident parking per unit and fourteen (14) at-grade

visitor parking spaces. A total of 120 residential resident and visitor parking spaces are proposed.

The parking satisfies Zoning By-Law 3036 minimum vehicle parking requirements.

Traffic Forecasting

7. Existing traffic volumes were obtained from the 2065 Brock Road TIS prepared by Trans-Plan in June

2017.

8. An annual corridor traffic growth rate of 2.0% on Brock Road, and traffic allowances for four

background developments were used to determine future background traffic.

2165 BROCK ROAD

DECEMBER, 2017 7734-03 28

9. The proposed development will generate approximately 30 and 35 two-way vehicle trips during the

weekday morning and afternoon peak hours, respectively.

Traffic Operations Analysis

10. Under existing and future conditions, area intersections operate well with an overall v/c ratio of 0.92

or less during weekday AM and PM peak hours. The addition of site traffic will have little to no impact

to the nearby intersections.

11. The vehicular access to the site with a two-way vehicular access will operate well at LOS C or better

during weekday AM and PM peak hours.

Sensitivity Analysis

12. A sensitivity analysis was undertaken to review traffic operating in the future traffic conditions should

the site access be restricted to right turn only movements at the Brock Road access. Under these

conditions the driveway would operate at a LOS A during the weekday AM and PM peak hours.

Conclusion

New traffic generated by the development proposal will have a minimal impact on overall intersection

operations at the study area intersections. Therefore, new traffic volumes generated by the subject

development can, given the foregoing, be appropriately and acceptably accommodated at the study area

intersections.

2165 BROCK ROAD

DECEMBER, 2017 7734-03

APPENDIX A: Vehicle Manoeuvring Diagram

0 10 20 30 40

1:1,000

50m

2165 BROCK ROADVEHICLE MANOEUVRING DIAGRAM

CITY OF TORONTO GARBAGE TRUCKDate:

Project:

Revised:November 23, 2017

2165 Brock RoadProject No. 7734-03

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Overall Length (Forks Up) 10.00mOverall Width 2.45mOverall Body Height 4.10m

Inside Turning Radius 9.50mOutside Turning Radius 14.00m

Design Vehicle - CITY OF TORONTO(Front Loading Refuse Collection Vehicle)

Overall Length (Forks Down) 12.00m

12

2.8 4.84 1.3

2165 BROCK ROAD

DECEMBER, 2017 7734-03

APPENDIX B: Turning Movement Counts

Turning Movement Count DiagramBrock Road at Dellbrook AvenuePickering, Ontario Tuesday March 28, 2017

7:30 to 8:30 12:00 to 13:00

Brock Road Brock RoadNorth Total 1572 East Total 49 North Total 789 East Total 5

North Entering 1067 Cyclists 0 0 0 East Entering 16 North Entering 432 Cyclists 0 0 0 East Entering 4

North Receiving 505 Truck 5 43 0 East Receiving 33 North Receiving 357 Truck 5 34 0 East Receiving 1

North Peds 0 Cars 35 968 16 East Peds 0 North Peds 34 Cars 22 371 0 East Peds 71

0 6 46 16 0 0 0 4 17 4 0 00 0 0 0 0 0 0 0 0 0 0 00 1 180 0 0 0 0 2 64 0 0 0

West Total 325 51 402 17 South Total 1698 West Total 176 62 302 1 South Total 866

West Entering 233 1 35 0 South Entering 506 West Entering 87 0 30 0 South Entering 395

West Receiving 92 0 0 0 South Receiving 1192 West Receiving 89 0 0 0 South Receiving 471

West Peds 1 South Peds 1 West Peds 34 South Peds 12

16:45 to 17:45

Brock Road Brock RoadNorth Total 1593 East Total 47 North Total 9128 East Total 289

North Entering 564 Cyclists 0 0 0 East Entering 31 North Entering 4519 Cyclists 0 0 0 East Entering 112

North Receiving 1029 Truck 4 20 0 East Receiving 16 North Receiving 4609 Truck 28 270 9 East Receiving 177

North Peds 2 Cars 36 504 0 East Peds 2 North Peds 44 Cars 209 3959 44 East Peds 78

0 4 45 30 0 0 0 28 240 101 10 00 0 0 0 0 0 0 0 0 0 0 00 1 72 0 0 1 0 11 704 0 0 1

West Total 314 152 940 15 South Total 1716 West Total 1827 603 4033 103 South Total 9906

West Entering 122 0 10 1 South Entering 1118 West Entering 983 4 197 21 South Entering 4961

West Receiving 192 0 0 0 South Receiving 598 West Receiving 844 0 0 0 South Receiving 4945

West Peds 2 South Peds 0 West Peds 58 South Peds 15

DellB

rook

Av

enue

DellB

rook

Av

enue

PM Peak Hour: Total 8-Hour Count

DellB

rook

Av

enue

DellB

rook

Av

enue

Intersection ID: Date:

AM Peak Hour: MD Peak Hour:

Intersection:Municipality:

Turning Movement Count DiagramBrock Road at Major Oaks RoadPickering, Ontario Friday March 24, 2017

7:45 to 8:45 13:00 to 14:00

Brock Road Brock RoadNorth Total 1564 East Total 9 North Total 1066 East Total 44

North Entering 1081 Cyclists 0 0 0 East Entering 2 North Entering 508 Cyclists 0 0 0 East Entering 16

North Receiving 483 Truck 2 25 1 East Receiving 7 North Receiving 558 Truck 0 19 0 East Receiving 28

North Peds 0 Cars 11 1041 1 East Peds 0 North Peds 1 Cars 12 474 3 East Peds 5

0 1 30 0 0 0 0 0 18 2 0 00 0 0 0 0 0 0 0 1 6 0 00 6 275 2 0 0 0 2 162 8 0 0

West Total 432 103 418 4 South Total 1913 West Total 384 179 515 21 South Total 1410

West Entering 312 4 34 1 South Entering 564 West Entering 183 4 23 3 South Entering 745

West Receiving 120 0 0 0 South Receiving 1349 West Receiving 201 0 0 0 South Receiving 665

West Peds 0 South Peds 0 West Peds 8 South Peds 53

15:15 to 16:15

Brock Road Brock RoadNorth Total 1713 East Total 50 North Total 10424 East Total 165

North Entering 640 Cyclists 0 0 0 East Entering 23 North Entering 5224 Cyclists 0 0 0 East Entering 73

North Receiving 1073 Truck 1 31 0 East Receiving 27 North Receiving 5200 Truck 4 197 1 East Receiving 92

North Peds 1 Cars 21 586 1 East Peds 6 North Peds 6 Cars 109 4900 13 East Peds 17

0 3 17 4 0 0 0 7 129 15 0 00 0 3 2 0 0 0 1 4 9 1 00 6 198 17 0 0 0 36 1430 48 0 0

West Total 559 298 1028 23 South Total 2218 West Total 3080 1312 4880 67 South Total 13083

West Entering 227 10 21 0 South Entering 1380 West Entering 1607 38 169 6 South Entering 6472

West Receiving 332 0 0 0 South Receiving 838 West Receiving 1473 0 0 0 South Receiving 6611

West Peds 6 South Peds 7 West Peds 44 South Peds 62

Major

Oak

s Ro

ad

Major

Oak

s Ro

ad

PM Peak Hour: Total 8-Hour Count

Major

Oak

s Ro

ad

Major

Oak

s Ro

ad

Intersection ID: Date:

AM Peak Hour: MD Peak Hour:

Intersection:Municipality:

Turning Movement Count DiagramBrock Road & Finch AvenuePickering, Ontario Tuesday March 28, 2017

7:45 to 8:45 13:00 to 14:00

Brock Road Brock RoadNorth Total 2072 East Total 44 North Total 1192 East Total 21

North Entering 1443 Cyclists 0 0 0 East Entering 29 North Entering 552 Cyclists 0 0 0 East Entering 11

North Receiving 629 Truck 9 48 0 East Receiving 15 North Receiving 640 Truck 2 39 0 East Receiving 10

North Peds 1 Cars 176 1206 4 East Peds 1 North Peds 0 Cars 68 441 2 East Peds 1

0 6 92 8 0 0 0 5 103 2 0 00 0 2 4 1 0 0 1 0 1 0 00 11 226 13 3 0 0 5 188 6 2 0

West Total 654 115 488 5 South Total 2166 West Total 533 156 503 6 South Total 1378

West Entering 337 12 35 3 South Entering 659 West Entering 302 4 26 1 South Entering 697

West Receiving 317 0 0 1 South Receiving 1507 West Receiving 231 0 1 0 South Receiving 681

West Peds 5 South Peds 2 West Peds 7 South Peds 2

15:15 to 16:15

Brock Road Brock RoadNorth Total 269 East Total 55 North Total 7053 East Total 190

North Entering 101 Cyclists 0 1 0 East Entering 25 North Entering 4283 Cyclists 0 2 0 East Entering 112

North Receiving 168 Truck 4 0 1 East Receiving 30 North Receiving 2770 Truck 22 193 1 East Receiving 78

North Peds 0 Cars 92 0 3 East Peds 0 North Peds 3 Cars 558 3496 11 East Peds 3

0 7 155 5 0 0 0 28 520 18 3 10 1 9 3 0 0 0 3 15 17 3 00 10 207 15 2 0 0 52 1043 63 7 0

West Total 686 196 0 15 South Total 450 West Total 3060 759 2024 41 South Total 7903

West Entering 389 2 0 1 South Entering 215 West Entering 1661 40 173 6 South Entering 3047

West Receiving 297 0 1 0 South Receiving 235 West Receiving 1399 0 3 1 South Receiving 4856

West Peds 16 South Peds 1 West Peds 50 South Peds 7

Intersection ID: Date:

AM Peak Hour: MD Peak Hour:

Intersection:Municipality:

Finch

Aven

ue

Finch

Aven

ue

PM Peak Hour: Total 8-Hour Count

Finch

Aven

ue

Finch

Aven

ue

2165 BROCK ROAD

DECEMBER, 2017

APPENDIX C: Signal Timing Plans

2165 BROCK ROAD

DECEMBER, 2017

APPENDIX D: Synchro Capacity Analysis Worksheets

Existing AM Peak Hour

Existing_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 52 0 181 0 0 16 52 480 17 16 1011 40Future Volume (vph) 52 0 181 0 0 16 52 480 17 16 1011 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 0.99 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1576 1542 1585 1784 3476 1785 3399Flt Permitted 0.75 1.00 1.00 0.23 1.00 0.45 1.00Satd. Flow (perm) 1238 1542 1585 428 3476 847 3399Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 57 0 197 0 0 17 57 522 18 17 1099 43RTOR Reduction (vph) 0 97 0 0 15 0 0 2 0 0 2 0Lane Group Flow (vph) 57 100 0 0 2 0 57 538 0 17 1140 0Confl. Peds. (#/hr) 1 1 1 1Confl. Bikes (#/hr) 1Heavy Vehicles (%) 12% 0% 1% 0% 0% 0% 0% 2% 8% 0% 4% 13%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 8 0 0 10Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 11.5 11.5 11.5 66.6 66.6 66.6 66.6Effective Green, g (s) 11.5 11.5 11.5 66.6 66.6 66.6 66.6Actuated g/C Ratio 0.13 0.13 0.13 0.74 0.74 0.74 0.74Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 158 197 202 316 2572 626 2515v/s Ratio Prot c0.06 0.00 0.15 c0.34v/s Ratio Perm 0.05 0.13 0.02v/c Ratio 0.36 0.51 0.01 0.18 0.21 0.03 0.45Uniform Delay, d1 35.9 36.6 34.3 3.5 3.6 3.1 4.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.4 2.1 0.0 1.2 0.2 0.1 0.6Delay (s) 37.3 38.7 34.3 4.8 3.8 3.2 5.2Level of Service D D C A A A AApproach Delay (s) 38.4 34.3 3.9 5.1Approach LOS D C A A

Intersection SummaryHCM 2000 Control Delay 9.2 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.46Actuated Cycle Length (s) 90.0 Sum of lost time (s) 11.9Intersection Capacity Utilization 74.5% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Existing AM Peak Hour

Existing_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 31 0 281 2 0 0 107 518 5 2 1177 13Future Volume (vph) 31 0 281 2 0 0 107 518 5 2 1177 13Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.4 5.4 5.4 5.7 5.7 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 1.00 1.00 1.00 1.00 1.00Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1986 1794 2046 1716 3298 1190 3489Flt Permitted 0.76 1.00 0.73 0.17 1.00 0.44 1.00Satd. Flow (perm) 1582 1794 1583 312 3298 549 3489Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 34 0 305 2 0 0 116 563 5 2 1279 14RTOR Reduction (vph) 0 0 51 0 0 0 0 1 0 0 1 0Lane Group Flow (vph) 0 34 254 0 2 0 116 567 0 2 1292 0Heavy Vehicles (%) 3% 0% 2% 0% 0% 0% 4% 8% 20% 50% 2% 15%Turn Type Perm NA Perm Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 17.5 17.5 17.5 60.9 60.9 60.9 60.9Effective Green, g (s) 17.5 17.5 17.5 60.9 60.9 60.9 60.9Actuated g/C Ratio 0.20 0.20 0.20 0.68 0.68 0.68 0.68Clearance Time (s) 5.4 5.4 5.4 5.7 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 309 350 309 212 2244 373 2374v/s Ratio Prot 0.17 0.37v/s Ratio Perm 0.02 c0.14 0.00 c0.37 0.00v/c Ratio 0.11 0.72 0.01 0.55 0.25 0.01 0.54Uniform Delay, d1 29.6 33.7 29.0 7.3 5.5 4.6 7.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 7.3 0.0 9.8 0.3 0.0 0.9Delay (s) 29.8 41.0 29.0 17.1 5.8 4.6 8.2Level of Service C D C B A A AApproach Delay (s) 39.9 29.0 7.7 8.2Approach LOS D C A A

Intersection SummaryHCM 2000 Control Delay 12.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 89.5 Sum of lost time (s) 11.1Intersection Capacity Utilization 104.8% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group

Existing AM Peak Hour

Existing_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 98 2 237 16 5 8 127 523 8 4 1254 185Future Volume (vph) 98 2 237 16 5 8 127 523 8 4 1254 185Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.96 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1691 1497 1546 1638 3313 1785 3353Flt Permitted 0.71 1.00 0.80 0.07 1.00 0.43 1.00Satd. Flow (perm) 1255 1497 1270 126 3313 817 3353Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 107 2 258 17 5 9 138 568 9 4 1363 201RTOR Reduction (vph) 0 0 186 0 8 0 0 1 0 0 10 0Lane Group Flow (vph) 0 109 72 0 23 0 138 576 0 4 1554 0Confl. Bikes (#/hr) 1 1Heavy Vehicles (%) 6% 0% 5% 19% 20% 0% 9% 7% 38% 0% 4% 5%Bus Blockages (#/hr) 0 0 4 0 0 0 0 0 8 0 0 10Parking (#/hr) 0Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 13.3 13.3 13.3 65.9 65.9 51.9 51.9Effective Green, g (s) 13.3 13.3 13.3 65.9 65.9 51.9 51.9Actuated g/C Ratio 0.15 0.15 0.15 0.72 0.72 0.57 0.57Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 182 217 184 271 2380 462 1897v/s Ratio Prot c0.06 0.17 c0.46v/s Ratio Perm c0.09 0.05 0.02 0.30 0.00v/c Ratio 0.60 0.33 0.13 0.51 0.24 0.01 0.82Uniform Delay, d1 36.7 35.2 34.1 15.2 4.4 8.7 16.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.2 0.9 0.3 6.7 0.2 0.0 4.1Delay (s) 41.9 36.1 34.5 21.9 4.6 8.7 20.2Level of Service D D C C A A CApproach Delay (s) 37.9 34.5 8.0 20.2Approach LOS D C A C

Intersection SummaryHCM 2000 Control Delay 19.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.74Actuated Cycle Length (s) 91.7 Sum of lost time (s) 15.5Intersection Capacity Utilization 77.6% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Existing PM Peak Hour

Existing_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 49 0 73 0 0 30 152 950 16 0 633 40Future Volume (vph) 49 0 73 0 0 30 152 950 16 0 633 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.7 5.7 5.7 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95Frpb, ped/bikes 1.00 0.99 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1629 1540 1579 1782 3559 3436Flt Permitted 0.74 1.00 1.00 0.37 1.00 1.00Satd. Flow (perm) 1262 1540 1579 701 3559 3436Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 53 0 79 0 0 33 165 1033 17 0 688 43RTOR Reduction (vph) 0 72 0 0 30 0 0 1 0 0 3 0Lane Group Flow (vph) 53 7 0 0 3 0 165 1049 0 0 728 0Confl. Peds. (#/hr) 2 2 2 2 2 2 2 2Confl. Bikes (#/hr) 1Heavy Vehicles (%) 8% 0% 1% 0% 0% 0% 0% 0% 1% 0% 3% 0%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 5 0 0 4Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 8.0 8.0 8.0 69.7 69.7 69.7Effective Green, g (s) 8.0 8.0 8.0 69.7 69.7 69.7Actuated g/C Ratio 0.09 0.09 0.09 0.78 0.78 0.78Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 112 137 140 545 2768 2672v/s Ratio Prot 0.00 0.00 c0.29 0.21v/s Ratio Perm c0.04 0.24v/c Ratio 0.47 0.05 0.02 0.30 0.38 0.27Uniform Delay, d1 38.8 37.3 37.2 2.9 3.1 2.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.1 0.2 0.1 1.4 0.4 0.3Delay (s) 41.9 37.5 37.3 4.3 3.5 3.1Level of Service D D D A A AApproach Delay (s) 39.3 37.3 3.6 3.1Approach LOS D D A A

Intersection SummaryHCM 2000 Control Delay 6.2 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.39Actuated Cycle Length (s) 89.6 Sum of lost time (s) 11.9Intersection Capacity Utilization 131.2% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

Existing PM Peak Hour

Existing_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 20 3 204 17 2 4 308 1094 23 1 683 22Future Volume (vph) 20 3 204 17 2 4 308 1094 23 1 683 22Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.98 1.00 1.00 1.00 1.00Flt Protected 0.96 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1820 1738 2010 1731 3488 1780 3380Flt Permitted 0.73 1.00 0.76 0.32 1.00 0.23 1.00Satd. Flow (perm) 1395 1738 1592 591 3488 434 3380Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 22 3 222 18 2 4 335 1189 25 1 742 24RTOR Reduction (vph) 0 0 199 0 4 0 0 1 0 0 2 0Lane Group Flow (vph) 0 25 23 0 20 0 335 1213 0 1 764 0Confl. Peds. (#/hr) 1 7 7 1 6 6 6 6Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 3% 2% 0% 0% 5% 5%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 8.8 8.8 8.8 65.3 65.3 55.3 55.3Effective Green, g (s) 8.8 8.8 8.8 65.3 65.3 55.3 55.3Actuated g/C Ratio 0.10 0.10 0.10 0.77 0.77 0.65 0.65Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 144 179 164 546 2673 281 2193v/s Ratio Prot c0.05 0.35 0.23v/s Ratio Perm c0.02 0.01 0.01 c0.42 0.00v/c Ratio 0.17 0.13 0.12 0.61 0.45 0.00 0.35Uniform Delay, d1 34.9 34.7 34.7 3.3 3.6 5.3 6.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 0.3 0.3 5.1 0.6 0.0 0.4Delay (s) 35.5 35.0 35.0 8.4 4.1 5.3 7.2Level of Service D D D A A A AApproach Delay (s) 35.1 35.0 5.0 7.2Approach LOS D D A A

Intersection SummaryHCM 2000 Control Delay 8.8 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.58Actuated Cycle Length (s) 85.2 Sum of lost time (s) 14.1Intersection Capacity Utilization 118.7% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

Existing PM Peak Hour

Existing_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 162 10 217 17 3 5 198 1084 16 4 801 96Future Volume (vph) 162 10 217 17 3 5 198 1084 16 4 801 96Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.97 1.00 1.00 1.00 0.98Flt Protected 0.96 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1720 1488 1632 1765 3456 1428 3356Flt Permitted 0.72 1.00 0.76 0.22 1.00 0.24 1.00Satd. Flow (perm) 1296 1488 1279 413 3456 355 3356Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 176 11 236 18 3 5 215 1178 17 4 871 104RTOR Reduction (vph) 0 0 190 0 4 0 0 1 0 0 8 0Lane Group Flow (vph) 0 187 46 0 22 0 215 1194 0 4 967 0Confl. Peds. (#/hr) 1 1 16 16Confl. Bikes (#/hr) 1 1Heavy Vehicles (%) 4% 10% 5% 12% 0% 0% 1% 3% 6% 25% 4% 4%Bus Blockages (#/hr) 0 0 2 0 0 0 0 0 5 0 0 4Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 18.1 18.1 18.1 63.0 63.0 52.0 52.0Effective Green, g (s) 18.1 18.1 18.1 63.0 63.0 52.0 52.0Actuated g/C Ratio 0.19 0.19 0.19 0.67 0.67 0.56 0.56Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 250 287 247 393 2326 197 1864v/s Ratio Prot c0.05 0.35 0.29v/s Ratio Perm c0.14 0.03 0.02 c0.32 0.01v/c Ratio 0.75 0.16 0.09 0.55 0.51 0.02 0.52Uniform Delay, d1 35.6 31.4 31.0 7.3 7.6 9.3 13.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 11.6 0.3 0.2 5.4 0.8 0.2 1.0Delay (s) 47.2 31.7 31.1 12.7 8.5 9.5 14.0Level of Service D C C B A A BApproach Delay (s) 38.5 31.1 9.1 14.0Approach LOS D C A B

Intersection SummaryHCM 2000 Control Delay 15.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 93.6 Sum of lost time (s) 15.5Intersection Capacity Utilization 75.2% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis1: Brock Road & Dellbrook Ave Future Background AM Peak Hour

FB_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 60 0 208 0 0 18 60 591 20 18 1213 46Future Volume (vph) 60 0 208 0 0 18 60 591 20 18 1213 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1576 1542 1585 1784 3476 1785 3400Flt Permitted 0.74 1.00 1.00 0.16 1.00 0.40 1.00Satd. Flow (perm) 1235 1542 1585 306 3476 747 3400Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 65 0 226 0 0 20 65 642 22 20 1318 50RTOR Reduction (vph) 0 58 0 0 17 0 0 2 0 0 2 0Lane Group Flow (vph) 65 168 0 0 3 0 65 662 0 20 1366 0Confl. Peds. (#/hr) 1 1 1 1Confl. Bikes (#/hr) 1Heavy Vehicles (%) 12% 0% 1% 0% 0% 0% 0% 2% 8% 0% 4% 13%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 5 0 0 4Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 15.0 15.0 15.0 65.6 65.6 65.6 65.6Effective Green, g (s) 15.0 15.0 15.0 65.6 65.6 65.6 65.6Actuated g/C Ratio 0.16 0.16 0.16 0.71 0.71 0.71 0.71Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 200 250 257 217 2465 529 2411v/s Ratio Prot c0.11 0.00 0.19 c0.40v/s Ratio Perm 0.05 0.21 0.03v/c Ratio 0.33 0.67 0.01 0.30 0.27 0.04 0.57Uniform Delay, d1 34.3 36.4 32.5 5.0 4.8 4.0 6.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 7.0 0.0 3.5 0.3 0.1 1.0Delay (s) 35.2 43.4 32.6 8.5 5.1 4.2 7.5Level of Service D D C A A A AApproach Delay (s) 41.6 32.6 5.4 7.5Approach LOS D C A A

Intersection SummaryHCM 2000 Control Delay 11.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 92.5 Sum of lost time (s) 11.9Intersection Capacity Utilization 76.1% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis2: Brock Road & Major Oaks Road Future Background AM Peak Hour

FB_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 42 0 348 140 6 13 128 615 6 6 1397 18Future Volume (vph) 42 0 348 140 6 13 128 615 6 6 1397 18Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00 1.00 1.00Flt Protected 0.95 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1986 1794 2040 1716 3297 1190 3487Flt Permitted 0.73 1.00 0.72 0.08 1.00 0.40 1.00Satd. Flow (perm) 1524 1794 1532 143 3297 495 3487Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 46 0 378 152 7 14 139 668 7 7 1518 20RTOR Reduction (vph) 0 0 105 0 3 0 0 1 0 0 1 0Lane Group Flow (vph) 0 46 273 0 170 0 139 674 0 7 1537 0Heavy Vehicles (%) 3% 0% 2% 0% 0% 0% 4% 8% 20% 50% 2% 15%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 18.4 18.4 18.4 60.6 60.6 51.6 51.6Effective Green, g (s) 18.4 18.4 18.4 60.6 60.6 51.6 51.6Actuated g/C Ratio 0.20 0.20 0.20 0.67 0.67 0.57 0.57Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 311 366 312 200 2217 283 1996v/s Ratio Prot c0.05 0.20 c0.44v/s Ratio Perm 0.03 c0.15 0.11 0.42 0.01v/c Ratio 0.15 0.75 0.54 0.69 0.30 0.02 0.77Uniform Delay, d1 29.4 33.7 32.1 13.8 6.1 8.3 14.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 8.0 1.9 18.1 0.4 0.2 2.9Delay (s) 29.6 41.7 34.0 31.9 6.4 8.5 17.7Level of Service C D C C A A BApproach Delay (s) 40.4 34.0 10.8 17.6Approach LOS D C B B

Intersection SummaryHCM 2000 Control Delay 20.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.76Actuated Cycle Length (s) 90.1 Sum of lost time (s) 14.1Intersection Capacity Utilization 83.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis3: Brock Road & Finch Ave Future Background AM Peak Hour

FB_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 128 2 272 18 6 9 146 622 9 5 1572 241Future Volume (vph) 128 2 272 18 6 9 146 622 9 5 1572 241Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.96 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1691 1497 1545 1638 3314 1785 3351Flt Permitted 0.70 1.00 0.80 0.07 1.00 0.39 1.00Satd. Flow (perm) 1245 1497 1267 113 3314 734 3351Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 139 2 296 20 7 10 159 676 10 5 1709 262RTOR Reduction (vph) 0 0 100 0 8 0 0 1 0 0 11 0Lane Group Flow (vph) 0 141 196 0 29 0 159 685 0 5 1960 0Confl. Bikes (#/hr) 1 1Heavy Vehicles (%) 6% 0% 5% 19% 20% 0% 9% 7% 38% 0% 4% 5%Bus Blockages (#/hr) 0 0 4 0 0 0 0 0 8 0 0 10Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 16.2 16.2 16.2 67.0 67.0 58.0 58.0Effective Green, g (s) 16.2 16.2 16.2 67.0 67.0 58.0 58.0Actuated g/C Ratio 0.17 0.17 0.17 0.70 0.70 0.61 0.61Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 210 253 214 174 2320 444 2030v/s Ratio Prot c0.06 0.21 c0.58v/s Ratio Perm 0.11 c0.13 0.02 0.58 0.01v/c Ratio 0.67 0.78 0.13 0.91 0.30 0.01 0.97Uniform Delay, d1 37.3 38.0 33.8 27.3 5.4 7.5 17.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 8.2 13.8 0.3 44.0 0.3 0.0 13.3Delay (s) 45.4 51.8 34.1 71.3 5.7 7.5 31.2Level of Service D D C E A A CApproach Delay (s) 49.8 34.1 18.1 31.2Approach LOS D C B C

Intersection SummaryHCM 2000 Control Delay 30.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.92Actuated Cycle Length (s) 95.7 Sum of lost time (s) 15.5Intersection Capacity Utilization 90.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis1: Brock Road & Dellbrook Ave Future Background PM Peak

FB_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 56 0 84 0 0 34 175 1082 18 0 854 46Future Volume (vph) 56 0 84 0 0 34 175 1082 18 0 854 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.7 5.7 5.7 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95Frpb, ped/bikes 1.00 0.99 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1630 1540 1579 1783 3559 3440Flt Permitted 0.73 1.00 1.00 0.28 1.00 1.00Satd. Flow (perm) 1257 1540 1579 534 3559 3440Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 61 0 91 0 0 37 190 1176 20 0 928 50RTOR Reduction (vph) 0 82 0 0 34 0 0 1 0 0 3 0Lane Group Flow (vph) 61 9 0 0 4 0 190 1195 0 0 975 0Confl. Peds. (#/hr) 2 2 2 2 2 2 2 2Confl. Bikes (#/hr) 1Heavy Vehicles (%) 8% 0% 1% 0% 0% 0% 0% 0% 1% 0% 3% 0%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 5 0 0 4Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 8.4 8.4 8.4 68.5 68.5 68.5Effective Green, g (s) 8.4 8.4 8.4 68.5 68.5 68.5Actuated g/C Ratio 0.09 0.09 0.09 0.77 0.77 0.77Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 118 145 149 411 2745 2653v/s Ratio Prot 0.01 0.00 0.34 0.28v/s Ratio Perm c0.05 c0.36v/c Ratio 0.52 0.06 0.02 0.46 0.44 0.37Uniform Delay, d1 38.3 36.6 36.5 3.6 3.5 3.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.8 0.2 0.1 3.7 0.5 0.4Delay (s) 42.1 36.8 36.5 7.3 4.0 3.6Level of Service D D D A A AApproach Delay (s) 38.9 36.5 4.5 3.6Approach LOS D D A A

Intersection SummaryHCM 2000 Control Delay 6.7 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.47Actuated Cycle Length (s) 88.8 Sum of lost time (s) 11.9Intersection Capacity Utilization 131.5% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis2: Brock Road & Major Oaks Road Future Background PM Peak

FB_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 31 3 253 176 16 12 315 1233 26 21 878 34Future Volume (vph) 31 3 253 176 16 12 315 1233 26 21 878 34Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.99 1.00 1.00 1.00 0.99Flt Protected 0.96 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1808 1742 2033 1733 3488 1782 3377Flt Permitted 0.73 1.00 0.73 0.15 1.00 0.20 1.00Satd. Flow (perm) 1383 1742 1546 271 3488 372 3377Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 34 3 275 191 17 13 342 1340 28 23 954 37RTOR Reduction (vph) 0 0 215 0 3 0 0 1 0 0 2 0Lane Group Flow (vph) 0 37 60 0 218 0 342 1367 0 23 989 0Confl. Peds. (#/hr) 1 7 7 1 6 6 6 6Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 3% 2% 0% 0% 5% 5%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 14.4 14.4 14.4 40.4 40.4 25.4 25.4Effective Green, g (s) 14.4 14.4 14.4 40.4 40.4 25.4 25.4Actuated g/C Ratio 0.22 0.22 0.22 0.61 0.61 0.39 0.39Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 302 380 337 432 2138 143 1301v/s Ratio Prot c0.14 0.39 0.29v/s Ratio Perm 0.03 0.03 c0.14 c0.34 0.06v/c Ratio 0.12 0.16 0.65 0.79 0.64 0.16 0.76Uniform Delay, d1 20.7 20.8 23.4 12.7 8.1 13.3 17.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.2 4.2 9.6 1.5 2.4 4.2Delay (s) 20.9 21.0 27.7 22.3 9.6 15.7 21.8Level of Service C C C C A B CApproach Delay (s) 21.0 27.7 12.1 21.7Approach LOS C C B C

Intersection SummaryHCM 2000 Control Delay 17.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.79Actuated Cycle Length (s) 65.9 Sum of lost time (s) 14.1Intersection Capacity Utilization 73.6% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis3: Brock Road & Finch Ave Future Background PM Peak

FB_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 219 11 249 20 3 6 227 1367 18 5 1046 149Future Volume (vph) 219 11 249 20 3 6 227 1367 18 5 1046 149Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.97 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1720 1488 1627 1767 3457 1428 3342Flt Permitted 0.71 1.00 0.73 0.12 1.00 0.14 1.00Satd. Flow (perm) 1284 1488 1224 218 3457 209 3342Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 238 12 271 22 3 7 247 1486 20 5 1137 162RTOR Reduction (vph) 0 0 149 0 5 0 0 1 0 0 11 0Lane Group Flow (vph) 0 250 122 0 27 0 247 1505 0 5 1288 0Confl. Peds. (#/hr) 1 1 16 16Confl. Bikes (#/hr) 1 1Heavy Vehicles (%) 4% 10% 5% 12% 0% 0% 1% 3% 6% 25% 4% 4%Bus Blockages (#/hr) 0 0 2 0 0 0 0 0 5 0 0 4Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 22.0 22.0 22.0 62.9 62.9 51.9 51.9Effective Green, g (s) 22.0 22.0 22.0 62.9 62.9 51.9 51.9Actuated g/C Ratio 0.23 0.23 0.23 0.65 0.65 0.53 0.53Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 290 336 276 268 2232 111 1780v/s Ratio Prot c0.08 0.44 0.39v/s Ratio Perm c0.19 0.08 0.02 c0.52 0.02v/c Ratio 0.86 0.36 0.10 0.92 0.67 0.05 0.72Uniform Delay, d1 36.2 31.8 29.8 17.8 10.8 10.9 17.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 22.2 0.7 0.2 34.7 1.7 0.8 2.6Delay (s) 58.4 32.5 30.0 52.5 12.5 11.7 19.9Level of Service E C C D B B BApproach Delay (s) 44.9 30.0 18.1 19.9Approach LOS D C B B

Intersection SummaryHCM 2000 Control Delay 22.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.93Actuated Cycle Length (s) 97.4 Sum of lost time (s) 15.5Intersection Capacity Utilization 87.1% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis1: Brock Road & Dellbrook Ave Future Total AM Peak Hour

FT_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 60 0 208 0 0 18 60 596 20 18 1213 46Future Volume (vph) 60 0 208 0 0 18 60 596 20 18 1213 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1576 1542 1585 1784 3476 1785 3400Flt Permitted 0.74 1.00 1.00 0.16 1.00 0.39 1.00Satd. Flow (perm) 1235 1542 1585 306 3476 742 3400Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 65 0 226 0 0 20 65 648 22 20 1318 50RTOR Reduction (vph) 0 58 0 0 17 0 0 2 0 0 2 0Lane Group Flow (vph) 65 168 0 0 3 0 65 668 0 20 1366 0Confl. Peds. (#/hr) 1 1 1 1Confl. Bikes (#/hr) 1Heavy Vehicles (%) 12% 0% 1% 0% 0% 0% 0% 2% 8% 0% 4% 13%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 8 0 0 10Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 15.0 15.0 15.0 65.6 65.6 65.6 65.6Effective Green, g (s) 15.0 15.0 15.0 65.6 65.6 65.6 65.6Actuated g/C Ratio 0.16 0.16 0.16 0.71 0.71 0.71 0.71Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 200 250 257 217 2465 526 2411v/s Ratio Prot c0.11 0.00 0.19 c0.40v/s Ratio Perm 0.05 0.21 0.03v/c Ratio 0.33 0.67 0.01 0.30 0.27 0.04 0.57Uniform Delay, d1 34.3 36.4 32.5 5.0 4.8 4.0 6.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 7.0 0.0 3.5 0.3 0.1 1.0Delay (s) 35.2 43.4 32.6 8.5 5.1 4.2 7.5Level of Service D D C A A A AApproach Delay (s) 41.6 32.6 5.4 7.5Approach LOS D C A A

Intersection SummaryHCM 2000 Control Delay 11.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 92.5 Sum of lost time (s) 11.9Intersection Capacity Utilization 76.1% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis2: Brock Road & Major Oaks Road Future Total AM Peak Hour

FT_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 42 0 348 140 6 13 128 620 6 6 1417 18Future Volume (vph) 42 0 348 140 6 13 128 620 6 6 1417 18Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00 1.00 1.00Flt Protected 0.95 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1986 1794 2040 1716 3297 1190 3487Flt Permitted 0.73 1.00 0.72 0.07 1.00 0.39 1.00Satd. Flow (perm) 1524 1794 1532 135 3297 492 3487Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 46 0 378 152 7 14 139 674 7 7 1540 20RTOR Reduction (vph) 0 0 104 0 3 0 0 1 0 0 1 0Lane Group Flow (vph) 0 46 274 0 170 0 139 680 0 7 1559 0Heavy Vehicles (%) 3% 0% 2% 0% 0% 0% 4% 8% 20% 50% 2% 15%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 18.4 18.4 18.4 60.6 60.6 51.6 51.6Effective Green, g (s) 18.4 18.4 18.4 60.6 60.6 51.6 51.6Actuated g/C Ratio 0.20 0.20 0.20 0.67 0.67 0.57 0.57Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 311 366 312 196 2217 281 1996v/s Ratio Prot c0.05 0.21 c0.45v/s Ratio Perm 0.03 c0.15 0.11 0.43 0.01v/c Ratio 0.15 0.75 0.54 0.71 0.31 0.02 0.78Uniform Delay, d1 29.4 33.7 32.1 15.0 6.1 8.3 14.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 8.1 1.9 11.1 0.4 0.2 3.1Delay (s) 29.6 41.8 34.0 26.1 6.4 8.5 18.0Level of Service C D C C A A BApproach Delay (s) 40.5 34.0 9.8 18.0Approach LOS D C A B

Intersection SummaryHCM 2000 Control Delay 19.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.77Actuated Cycle Length (s) 90.1 Sum of lost time (s) 14.1Intersection Capacity Utilization 83.9% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis3: Brock Road & Finch Ave Future Total AM Peak Hour

FT_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 128 2 272 18 6 9 146 627 9 5 1587 246Future Volume (vph) 128 2 272 18 6 9 146 627 9 5 1587 246Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.96 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1756 1541 1728 1750 3491 1750 3420Flt Permitted 0.70 1.00 0.80 0.07 1.00 0.39 1.00Satd. Flow (perm) 1293 1541 1414 121 3491 716 3420Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 139 2 296 20 7 10 159 682 10 5 1725 267RTOR Reduction (vph) 0 0 99 0 8 0 0 1 0 0 11 0Lane Group Flow (vph) 0 141 197 0 29 0 159 691 0 5 1981 0Confl. Bikes (#/hr) 1 1Bus Blockages (#/hr) 0 0 4 0 0 0 0 0 8 0 0 10Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 16.0 16.0 16.0 67.0 67.0 58.0 58.0Effective Green, g (s) 16.0 16.0 16.0 67.0 67.0 58.0 58.0Actuated g/C Ratio 0.17 0.17 0.17 0.70 0.70 0.61 0.61Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 216 258 236 187 2449 434 2077v/s Ratio Prot c0.05 0.20 c0.58v/s Ratio Perm 0.11 c0.13 0.02 0.54 0.01v/c Ratio 0.65 0.76 0.12 0.85 0.28 0.01 0.95Uniform Delay, d1 37.2 37.9 33.8 26.2 5.3 7.4 17.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 6.9 12.6 0.2 29.0 0.3 0.0 11.5Delay (s) 44.1 50.5 34.0 55.2 5.6 7.5 29.0Level of Service D D C E A A CApproach Delay (s) 48.4 34.0 14.9 28.9Approach LOS D C B C

Intersection SummaryHCM 2000 Control Delay 27.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.91Actuated Cycle Length (s) 95.5 Sum of lost time (s) 15.5Intersection Capacity Utilization 90.9% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis4: Brock Road & Site Access Future Total AM Peak Hour

FT_AM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 20 5 670 5 0 1421Future Volume (Veh/h) 20 5 670 5 0 1421Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 22 5 728 5 0 1545PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 150 295pX, platoon unblocked 0.84 0.93 0.93vC, conflicting volume 1503 366 733vC1, stage 1 conf vol 730vC2, stage 2 conf vol 772vCu, unblocked vol 817 157 552tC, single (s) 6.8 6.9 4.1tC, 2 stage (s) 5.8tF (s) 3.5 3.3 2.2p0 queue free % 95 99 100cM capacity (veh/h) 444 797 939

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 27 485 248 772 772Volume Left 22 0 0 0 0Volume Right 5 0 5 0 0cSH 484 1700 1700 1700 1700Volume to Capacity 0.06 0.29 0.15 0.45 0.45Queue Length 95th (m) 1.4 0.0 0.0 0.0 0.0Control Delay (s) 12.9 0.0 0.0 0.0 0.0Lane LOS BApproach Delay (s) 12.9 0.0 0.0Approach LOS B

Intersection SummaryAverage Delay 0.2Intersection Capacity Utilization 49.3% ICU Level of Service AAnalysis Period (min) 15

HCM Signalized Intersection Capacity Analysis1: Brock Road & Dellbrook Ave Future Total PM Peak Hour

FT_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 56 0 84 0 0 34 175 1082 18 0 859 46Future Volume (vph) 56 0 84 0 0 34 175 1082 18 0 859 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.7 5.7 5.7 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95Frpb, ped/bikes 1.00 0.99 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1630 1540 1579 1783 3559 3440Flt Permitted 0.73 1.00 1.00 0.28 1.00 1.00Satd. Flow (perm) 1257 1540 1579 531 3559 3440Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 61 0 91 0 0 37 190 1176 20 0 934 50RTOR Reduction (vph) 0 82 0 0 34 0 0 1 0 0 3 0Lane Group Flow (vph) 61 9 0 0 4 0 190 1195 0 0 981 0Confl. Peds. (#/hr) 2 2 2 2 2 2 2 2Confl. Bikes (#/hr) 1Heavy Vehicles (%) 8% 0% 1% 0% 0% 0% 0% 0% 1% 0% 3% 0%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 5 0 0 4Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 8.4 8.4 8.4 68.5 68.5 68.5Effective Green, g (s) 8.4 8.4 8.4 68.5 68.5 68.5Actuated g/C Ratio 0.09 0.09 0.09 0.77 0.77 0.77Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 118 145 149 409 2745 2653v/s Ratio Prot 0.01 0.00 0.34 0.29v/s Ratio Perm c0.05 c0.36v/c Ratio 0.52 0.06 0.02 0.46 0.44 0.37Uniform Delay, d1 38.3 36.6 36.5 3.6 3.5 3.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.8 0.2 0.1 3.8 0.5 0.4Delay (s) 42.1 36.8 36.5 7.4 4.0 3.6Level of Service D D D A A AApproach Delay (s) 38.9 36.5 4.5 3.6Approach LOS D D A A

Intersection SummaryHCM 2000 Control Delay 6.7 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.47Actuated Cycle Length (s) 88.8 Sum of lost time (s) 11.9Intersection Capacity Utilization 131.5% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis2: Brock Road & Major Oaks Road Future Total PM Peak Hour

FT_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 31 3 253 176 16 12 315 1253 26 21 888 34Future Volume (vph) 31 3 253 176 16 12 315 1253 26 21 888 34Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.99 1.00 1.00 1.00 0.99Flt Protected 0.96 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1808 1742 2033 1733 3489 1782 3377Flt Permitted 0.73 1.00 0.73 0.14 1.00 0.19 1.00Satd. Flow (perm) 1383 1742 1546 263 3489 364 3377Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 34 3 275 191 17 13 342 1362 28 23 965 37RTOR Reduction (vph) 0 0 215 0 3 0 0 1 0 0 2 0Lane Group Flow (vph) 0 37 60 0 218 0 342 1389 0 23 1000 0Confl. Peds. (#/hr) 1 7 7 1 6 6 6 6Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 3% 2% 0% 0% 5% 5%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 14.4 14.4 14.4 40.4 40.4 25.4 25.4Effective Green, g (s) 14.4 14.4 14.4 40.4 40.4 25.4 25.4Actuated g/C Ratio 0.22 0.22 0.22 0.61 0.61 0.39 0.39Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 302 380 337 428 2138 140 1301v/s Ratio Prot c0.15 0.40 0.30v/s Ratio Perm 0.03 0.03 c0.14 c0.34 0.06v/c Ratio 0.12 0.16 0.65 0.80 0.65 0.16 0.77Uniform Delay, d1 20.7 20.8 23.4 13.1 8.2 13.3 17.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.2 4.2 10.0 1.5 2.5 4.4Delay (s) 20.9 21.0 27.7 23.2 9.7 15.8 22.1Level of Service C C C C A B CApproach Delay (s) 21.0 27.7 12.4 21.9Approach LOS C C B C

Intersection SummaryHCM 2000 Control Delay 17.2 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.79Actuated Cycle Length (s) 65.9 Sum of lost time (s) 14.1Intersection Capacity Utilization 73.7% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis3: Brock Road & Finch Ave Future Total PM Peak Hour

FT_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 219 11 249 20 3 6 227 1387 18 5 1051 154Future Volume (vph) 219 11 249 20 3 6 227 1387 18 5 1051 154Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.97 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1720 1488 1627 1767 3457 1428 3340Flt Permitted 0.71 1.00 0.73 0.11 1.00 0.13 1.00Satd. Flow (perm) 1284 1488 1224 213 3457 201 3340Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 238 12 271 22 3 7 247 1508 20 5 1142 167RTOR Reduction (vph) 0 0 148 0 5 0 0 1 0 0 11 0Lane Group Flow (vph) 0 250 123 0 27 0 247 1527 0 5 1298 0Confl. Peds. (#/hr) 1 1 16 16Confl. Bikes (#/hr) 1 1Heavy Vehicles (%) 4% 10% 5% 12% 0% 0% 1% 3% 6% 25% 4% 4%Bus Blockages (#/hr) 0 0 2 0 0 0 0 0 5 0 0 4Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 22.0 22.0 22.0 62.9 62.9 51.9 51.9Effective Green, g (s) 22.0 22.0 22.0 62.9 62.9 51.9 51.9Actuated g/C Ratio 0.23 0.23 0.23 0.65 0.65 0.53 0.53Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 290 336 276 265 2232 107 1779v/s Ratio Prot c0.08 0.44 0.39v/s Ratio Perm c0.19 0.08 0.02 c0.52 0.02v/c Ratio 0.86 0.37 0.10 0.93 0.68 0.05 0.73Uniform Delay, d1 36.2 31.8 29.8 18.5 10.9 10.9 17.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 22.2 0.7 0.2 37.3 1.7 0.8 2.7Delay (s) 58.4 32.5 30.0 55.8 12.7 11.7 20.1Level of Service E C C E B B CApproach Delay (s) 44.9 30.0 18.7 20.0Approach LOS D C B C

Intersection SummaryHCM 2000 Control Delay 23.0 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.94Actuated Cycle Length (s) 97.4 Sum of lost time (s) 15.5Intersection Capacity Utilization 87.6% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis4: Brock Road & Site Access Future Total PM Peak Hour

FT_PM.syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 10 0 1276 20 5 933Future Volume (Veh/h) 10 0 1276 20 5 933Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 11 0 1387 22 5 1014PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 152 293pX, platoon unblocked 0.76 0.73 0.73vC, conflicting volume 1915 704 1409vC1, stage 1 conf vol 1398vC2, stage 2 conf vol 517vCu, unblocked vol 1209 0 825tC, single (s) 6.8 6.9 4.1tC, 2 stage (s) 5.8tF (s) 3.5 3.3 2.2p0 queue free % 96 100 99cM capacity (veh/h) 273 793 586

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 11 925 484 343 676Volume Left 11 0 0 5 0Volume Right 0 0 22 0 0cSH 273 1700 1700 586 1700Volume to Capacity 0.04 0.54 0.28 0.01 0.40Queue Length 95th (m) 1.0 0.0 0.0 0.2 0.0Control Delay (s) 18.7 0.0 0.0 0.3 0.0Lane LOS C AApproach Delay (s) 18.7 0.0 0.1Approach LOS C

Intersection SummaryAverage Delay 0.1Intersection Capacity Utilization 45.9% ICU Level of Service AAnalysis Period (min) 15

Future Total AM Peak Hour (Sensitivity Analysis)

FT_AM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 60 0 208 0 0 18 60 596 20 18 1213 46Future Volume (vph) 60 0 208 0 0 18 60 596 20 18 1213 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 4.7 4.7 4.7 5.2 5.2 5.2 5.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 0.99 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1576 1542 1586 1784 3476 1785 3400Flt Permitted 0.74 1.00 1.00 0.16 1.00 0.39 1.00Satd. Flow (perm) 1235 1542 1586 305 3476 734 3400Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 65 0 226 0 0 20 65 648 22 20 1318 50RTOR Reduction (vph) 0 60 0 0 17 0 0 2 0 0 2 0Lane Group Flow (vph) 65 166 0 0 3 0 65 668 0 20 1366 0Confl. Peds. (#/hr) 1 1 1 1Confl. Bikes (#/hr) 1Heavy Vehicles (%) 12% 0% 1% 0% 0% 0% 0% 2% 8% 0% 4% 13%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 8 0 0 10Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 14.9 14.9 14.9 65.6 65.6 65.6 65.6Effective Green, g (s) 15.9 15.9 15.9 66.6 66.6 66.6 66.6Actuated g/C Ratio 0.17 0.17 0.17 0.72 0.72 0.72 0.72Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 212 265 272 219 2505 529 2450v/s Ratio Prot c0.11 0.00 0.19 c0.40v/s Ratio Perm 0.05 0.21 0.03v/c Ratio 0.31 0.63 0.01 0.30 0.27 0.04 0.56Uniform Delay, d1 33.4 35.5 31.7 4.6 4.5 3.7 6.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 4.6 0.0 3.4 0.3 0.1 0.9Delay (s) 34.3 40.1 31.8 8.0 4.7 3.8 6.9Level of Service C D C A A A AApproach Delay (s) 38.8 31.8 5.0 6.9Approach LOS D C A A

Intersection SummaryHCM 2000 Control Delay 10.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 92.4 Sum of lost time (s) 9.9Intersection Capacity Utilization 74.5% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Future Total AM Peak Hour (Sensitivity Analysis)

FT_AM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 42 0 348 140 6 13 128 620 6 6 1417 18Future Volume (vph) 42 0 348 140 6 13 128 620 6 6 1417 18Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 4.4 4.4 4.4 2.0 4.7 4.7 4.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 1.00 0.85 0.99 1.00 1.00 1.00 1.00Flt Protected 0.95 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1986 1794 2040 1716 3297 1190 3487Flt Permitted 0.74 1.00 0.72 0.08 1.00 0.39 1.00Satd. Flow (perm) 1544 1794 1532 137 3297 492 3487Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 46 0 378 152 7 14 139 674 7 7 1540 20RTOR Reduction (vph) 0 0 119 0 4 0 0 1 0 0 1 0Lane Group Flow (vph) 0 46 259 0 169 0 139 680 0 7 1559 0Heavy Vehicles (%) 3% 0% 2% 0% 0% 0% 4% 8% 20% 50% 2% 15%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 17.3 17.3 17.3 59.6 59.6 49.7 49.7Effective Green, g (s) 18.3 18.3 18.3 60.6 60.6 50.7 50.7Actuated g/C Ratio 0.21 0.21 0.21 0.69 0.69 0.58 0.58Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 321 373 318 236 2270 283 2008v/s Ratio Prot c0.05 0.21 c0.45v/s Ratio Perm 0.03 c0.14 0.11 0.35 0.01v/c Ratio 0.14 0.69 0.53 0.59 0.30 0.02 0.78Uniform Delay, d1 28.5 32.3 31.0 13.5 5.4 8.0 14.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 5.5 1.7 3.7 0.3 0.2 3.0Delay (s) 28.7 37.8 32.7 17.3 5.7 8.2 17.3Level of Service C D C B A A BApproach Delay (s) 36.8 32.7 7.7 17.3Approach LOS D C A B

Intersection SummaryHCM 2000 Control Delay 18.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.73Actuated Cycle Length (s) 88.0 Sum of lost time (s) 11.1Intersection Capacity Utilization 81.4% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Future Total AM Peak Hour (Sensitivity Analysis)

FT_AM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 128 2 272 18 6 9 146 627 9 5 1587 246Future Volume (vph) 128 2 272 18 6 9 146 627 9 5 1587 246Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.3 5.3 5.3 2.0 5.2 5.2 5.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.96 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1756 1541 1728 1750 3491 1750 3420Flt Permitted 0.70 1.00 0.81 0.07 1.00 0.39 1.00Satd. Flow (perm) 1293 1541 1434 121 3491 716 3420Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 139 2 296 20 7 10 159 682 10 5 1725 267RTOR Reduction (vph) 0 0 100 0 8 0 0 1 0 0 11 0Lane Group Flow (vph) 0 141 196 0 29 0 159 691 0 5 1981 0Confl. Bikes (#/hr) 1 1Bus Blockages (#/hr) 0 0 4 0 0 0 0 0 8 0 0 10Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 15.8 15.8 15.8 67.0 67.0 58.0 58.0Effective Green, g (s) 16.8 16.8 16.8 68.0 68.0 59.0 59.0Actuated g/C Ratio 0.18 0.18 0.18 0.71 0.71 0.62 0.62Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 227 271 252 205 2490 443 2117v/s Ratio Prot c0.06 0.20 c0.58v/s Ratio Perm 0.11 c0.13 0.02 0.49 0.01v/c Ratio 0.62 0.72 0.11 0.78 0.28 0.01 0.94Uniform Delay, d1 36.3 37.1 33.0 25.3 4.9 7.0 16.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.2 9.2 0.2 16.6 0.3 0.0 9.3Delay (s) 41.5 46.3 33.2 41.9 5.2 7.0 25.8Level of Service D D C D A A CApproach Delay (s) 44.8 33.2 12.0 25.7Approach LOS D C B C

Intersection SummaryHCM 2000 Control Delay 24.8 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.87Actuated Cycle Length (s) 95.3 Sum of lost time (s) 12.5Intersection Capacity Utilization 88.4% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Future Total AM Peak Hour (Sensitivity Analysis)

FT_AM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 25 670 5 0 1441Future Volume (Veh/h) 0 25 670 5 0 1441Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 27 728 5 0 1566PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 150 295pX, platoon unblocked 0.84 0.93 0.93vC, conflicting volume 1514 366 733vC1, stage 1 conf vol 730vC2, stage 2 conf vol 783vCu, unblocked vol 871 172 566tC, single (s) 6.8 6.9 4.1tC, 2 stage (s) 5.8tF (s) 3.5 3.3 2.2p0 queue free % 100 97 100cM capacity (veh/h) 432 784 933

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 27 485 248 783 783Volume Left 0 0 0 0 0Volume Right 27 0 5 0 0cSH 784 1700 1700 1700 1700Volume to Capacity 0.03 0.29 0.15 0.46 0.46Queue Length 95th (m) 0.9 0.0 0.0 0.0 0.0Control Delay (s) 9.8 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 9.8 0.0 0.0Approach LOS A

Intersection SummaryAverage Delay 0.1Intersection Capacity Utilization 43.2% ICU Level of Service AAnalysis Period (min) 15

Future Total PM Peak Hour (Sensitivity Analysis)

FT_PM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 56 0 84 0 0 34 175 1082 18 0 859 46Future Volume (vph) 56 0 84 0 0 34 175 1082 18 0 859 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.4 3.4 3.4 3.4 3.4 3.4 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 4.7 4.7 4.7 5.2 5.2 5.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95Frpb, ped/bikes 1.00 0.99 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1630 1540 1580 1783 3559 3440Flt Permitted 0.73 1.00 1.00 0.28 1.00 1.00Satd. Flow (perm) 1257 1540 1580 526 3559 3440Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 61 0 91 0 0 37 190 1176 20 0 934 50RTOR Reduction (vph) 0 81 0 0 33 0 0 1 0 0 2 0Lane Group Flow (vph) 61 10 0 0 4 0 190 1195 0 0 982 0Confl. Peds. (#/hr) 2 2 2 2 2 2 2 2Confl. Bikes (#/hr) 1Heavy Vehicles (%) 8% 0% 1% 0% 0% 0% 0% 0% 1% 0% 3% 0%Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 5 0 0 4Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 8.4 8.4 8.4 68.5 68.5 68.5Effective Green, g (s) 9.4 9.4 9.4 69.5 69.5 69.5Actuated g/C Ratio 0.11 0.11 0.11 0.78 0.78 0.78Clearance Time (s) 5.7 5.7 5.7 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 133 163 167 411 2785 2692v/s Ratio Prot 0.01 0.00 0.34 0.29v/s Ratio Perm c0.05 c0.36v/c Ratio 0.46 0.06 0.02 0.46 0.43 0.36Uniform Delay, d1 37.3 35.7 35.6 3.3 3.2 2.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.5 0.2 0.1 3.7 0.5 0.4Delay (s) 39.8 35.9 35.6 7.0 3.6 3.3Level of Service D D D A A AApproach Delay (s) 37.5 35.6 4.1 3.3Approach LOS D D A A

Intersection SummaryHCM 2000 Control Delay 6.2 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.46Actuated Cycle Length (s) 88.8 Sum of lost time (s) 9.9Intersection Capacity Utilization 129.0% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

Future Total PM Peak Hour (Sensitivity Analysis)

FT_PM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 36 3 253 176 16 12 315 1253 26 21 888 39Future Volume (vph) 36 3 253 176 16 12 315 1253 26 21 888 39Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 4.8 4.8 4.8 4.8 4.8 4.8 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 4.4 4.4 4.4 2.0 4.7 4.7 4.7Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.99 1.00 1.00 1.00 0.99Flt Protected 0.96 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1805 1738 2029 1732 3488 1781 3374Flt Permitted 0.76 1.00 0.73 0.18 1.00 0.19 1.00Satd. Flow (perm) 1432 1738 1535 327 3488 363 3374Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 39 3 275 191 17 13 342 1362 28 23 965 42RTOR Reduction (vph) 0 0 217 0 2 0 0 1 0 0 3 0Lane Group Flow (vph) 0 42 58 0 219 0 342 1389 0 23 1004 0Confl. Peds. (#/hr) 1 7 7 1 6 6 6 6Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 3% 2% 0% 0% 5% 5%Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 17.5 17.5 17.5 58.5 58.5 40.8 40.8Effective Green, g (s) 18.5 18.5 18.5 59.5 59.5 41.8 41.8Actuated g/C Ratio 0.21 0.21 0.21 0.68 0.68 0.48 0.48Clearance Time (s) 5.4 5.4 5.4 3.0 5.7 5.7 5.7Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 304 369 326 476 2382 174 1619v/s Ratio Prot c0.13 0.40 c0.30v/s Ratio Perm 0.03 0.03 c0.14 0.36 0.06v/c Ratio 0.14 0.16 0.67 0.72 0.58 0.13 0.62Uniform Delay, d1 27.8 28.0 31.5 10.6 7.3 12.6 16.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.2 5.3 5.1 1.1 1.6 1.8Delay (s) 28.0 28.2 36.8 15.7 8.3 14.1 18.6Level of Service C C D B A B BApproach Delay (s) 28.1 36.8 9.8 18.5Approach LOS C D A B

Intersection SummaryHCM 2000 Control Delay 16.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 87.1 Sum of lost time (s) 11.1Intersection Capacity Utilization 72.2% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

Future Total PM Peak Hour (Sensitivity Analysis)

FT_PM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 219 11 249 20 3 6 227 1387 18 5 1051 154Future Volume (vph) 219 11 249 20 3 6 227 1387 18 5 1051 154Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5Total Lost time (s) 5.3 5.3 5.3 2.0 5.2 5.2 5.2Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.97 1.00 1.00 1.00 0.98Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00Satd. Flow (prot) 1720 1488 1627 1767 3457 1428 3340Flt Permitted 0.71 1.00 0.74 0.12 1.00 0.13 1.00Satd. Flow (perm) 1284 1488 1249 218 3457 202 3340Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 238 12 271 22 3 7 247 1508 20 5 1142 167RTOR Reduction (vph) 0 0 148 0 5 0 0 1 0 0 11 0Lane Group Flow (vph) 0 250 123 0 27 0 247 1527 0 5 1298 0Confl. Peds. (#/hr) 1 1 16 16Confl. Bikes (#/hr) 1 1Heavy Vehicles (%) 4% 10% 5% 12% 0% 0% 1% 3% 6% 25% 4% 4%Bus Blockages (#/hr) 0 0 2 0 0 0 0 0 5 0 0 4Turn Type Perm NA Perm Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 4 8 2 6Actuated Green, G (s) 21.9 21.9 21.9 62.9 62.9 51.9 51.9Effective Green, g (s) 22.9 22.9 22.9 63.9 63.9 52.9 52.9Actuated g/C Ratio 0.24 0.24 0.24 0.66 0.66 0.54 0.54Clearance Time (s) 6.3 6.3 6.3 3.0 6.2 6.2 6.2Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 302 350 293 286 2270 109 1815v/s Ratio Prot c0.08 0.44 c0.39v/s Ratio Perm c0.19 0.08 0.02 0.49 0.02v/c Ratio 0.83 0.35 0.09 0.86 0.67 0.05 0.72Uniform Delay, d1 35.3 31.0 29.1 17.2 10.3 10.4 16.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 16.8 0.6 0.1 22.6 1.6 0.8 2.4Delay (s) 52.1 31.6 29.2 39.8 11.9 11.2 19.0Level of Service D C C D B B BApproach Delay (s) 41.4 29.2 15.8 19.0Approach LOS D C B B

Intersection SummaryHCM 2000 Control Delay 20.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.76Actuated Cycle Length (s) 97.3 Sum of lost time (s) 12.5Intersection Capacity Utilization 85.1% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

Future Total PM Peak Hour (Sensitivity Analysis)

FT_PM (Sensibility Analysis).syn Synchro 9 ReportBA Group - MTC 2165 Brock Road, Pickering

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 10 1276 25 0 948Future Volume (Veh/h) 0 10 1276 25 0 948Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 11 1387 27 0 1030PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 152 293pX, platoon unblocked 0.81 0.78 0.78vC, conflicting volume 1916 707 1414vC1, stage 1 conf vol 1400vC2, stage 2 conf vol 515vCu, unblocked vol 1342 63 969tC, single (s) 6.8 6.9 4.1tC, 2 stage (s) 5.8tF (s) 3.5 3.3 2.2p0 queue free % 100 99 100cM capacity (veh/h) 248 772 552

Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 11 925 489 515 515Volume Left 0 0 0 0 0Volume Right 11 0 27 0 0cSH 772 1700 1700 1700 1700Volume to Capacity 0.01 0.54 0.29 0.30 0.30Queue Length 95th (m) 0.3 0.0 0.0 0.0 0.0Control Delay (s) 9.7 0.0 0.0 0.0 0.0Lane LOS AApproach Delay (s) 9.7 0.0 0.0Approach LOS A

Intersection SummaryAverage Delay 0.0Intersection Capacity Utilization 46.1% ICU Level of Service AAnalysis Period (min) 15