Traffic Impact Study - PickeringCANDEVCON LIMITED Page 3 Icon Homes January 2018 Traffic Impact Study Our File No. E16054 2. Proposed Development – Study Area The subject development

GTA WEST OFFICE (CORPORATE OFFICE) GTA EAST OFFICE

9358 GOREWAY DRIVE 1600 CHAMPLAIN AVENUE

BRAMPTON, ONTARIO L6P 0M7 WHITBY, ONTARIO L1N 9Y9

T: (905) 794-0600 F: (905) 794-0611 T: (289) 315-3680

2024/2026 Altona Road and 200 Finch Avenue

Traffic Impact Study

Icon Homes Proposed Residential Townhouse and Semi-Detached Development City of Pickering

Project #E16054

January 5, 2018

Table of Contents

Page

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

2. Proposed Development – Study Area ..................................................................................... 3

3. Existing and Future Road Network ......................................................................................... 5

Existing Road Network ........................................................................................................... 5

Future Road Network ............................................................................................................ 5

4. Existing Traffic Conditions ...................................................................................................... 6

Existing Traffic ........................................................................................................................ 6

Existing Transit Services ......................................................................................................... 6

Existing Traffic Analysis .......................................................................................................... 8

5. Future Background Traffic Conditions ................................................................................... 10

Other Background Developments ....................................................................................... 10

5.1.1 Other Background Developments – Trip Generation ................................................. 10

5.1.2 Other Background Developments – Total Site-Generated Trips ................................. 12

5.1.3 Other Background Developments – Trip Distribution and Assignment ...................... 14

Traffic Growth Rate ............................................................................................................. 16

Future 2025 Total Background Traffic ................................................................................. 16

Future (2025) Total Background Traffic Analysis ................................................................. 18

6. Trip Generation and Distribution.......................................................................................... 19

Trip Generation .................................................................................................................... 19

Total Site-Generated Trips ................................................................................................... 19

Trip Distribution and Assignment ........................................................................................ 20

7. Future Total Traffic Conditions ............................................................................................. 22

Future (2025) Total Traffic ................................................................................................... 22

Future (2025) Total Traffic Analysis ..................................................................................... 22

8. Transportation Demand Management Strategies ................................................................. 25

9. Summary and Recommendations ......................................................................................... 26

Table of Contents – Continued

Page

Tables

Table 1 Existing (2018) Traffic – Level of Service ................................................................................. 9

Table 2 Other Background Developments –

Trip Generation Equations and Inbound and Outbound Percentages .................................. 12

Table 3 Modal Target Shares – Durham Transportation Master Plan Draft ....................................... 13

Table 4 Other Background Developments – Site-Generated Trips .................................................... 14

Table 5 Future (2025) Total Background Traffic-Level of Service ....................................................... 18

Table 6 Trip Generation Equations and Inbound and Outbound Percentages .................................. 19

Table 7 Site-Generated Trips .............................................................................................................. 20

Table 8 Future (2025) Total Traffic-Level of Service ........................................................................... 22

Figures

Figure 1 Location Plan ............................................................................................................................ 2

Figure 2 Site Plan .................................................................................................................................... 4

Figure 3 Existing (2018) Traffic Volumes ............................................................................................... 7

Figure 4 Anticipated Background Developments - Location Plan ....................................................... 11

Figure 5 Trip Assignment of Future (2025) Background Developments ............................................. 15

Figure 6 Future (2025) Total Background Traffic Volumes .................................................................. 17

Figure 7 Site Generated Trip Assignment ............................................................................................ 21

Figure 8 Future (2025) Total Traffic Volumes ...................................................................................... 24

Table of Contents - Continued

Appendices

Appendix A Terms of Reference

Appendix B Turning Movement Counts – May 25, 2016

Appendix C Level of Service Definitions

Appendix D Synchro Analysis: Signalized and Unsignalized Intersection Capacity Analysis for Existing (2018), Future Background (2025) and Future Total Traffic (2025)

Appendix E Durham Region Transit Bus Route Map and Schedule

CANDEVCON LIMITED Page 1 Icon Homes January 2018 Traffic Impact Study

Our File No. E16054

1. Introduction

CANDEVCON LIMITED was retained by Icon Homes to undertake a Traffic Impact Study (TIS) in support of the Proposed Residential Townhouse and Semi-Detached Development, located on the north-west corner of the intersection of Finch Avenue at Altona Road, in the City of Pickering. Figure 1 illustrates the location of the subject development.

The purpose of this Study, as required pursuant to the official plan amendment, zoning by-law amendment, and site plan application, is to determine the traffic impacts of the Proposed Residential Townhouse and Semi-Detached Development on the surrounding road network, including the nearby intersection, and to analyze the proposed vehicular access to the site.

Study parameters, assumptions and analytical approaches were presented through the terms of reference with the City of Pickering and the Region of Durham. Information was subsequently exchanged with the Municipality and Region. The principal study assumptions and scope of work were agreed upon. (See Appendix A)

It is anticipated that the development will be fully built-out and occupied by 2020. As a result, a final horizon year of 2025 was analyzed, representing a five (5) year post build-out horizon.

The Traffic Impact Study also addresses the future operations at the following intersections:

• Finch Avenue at Altona Road,

• Proposed Site Access at Finch Avenue.

The signalized intersection of Finch Avenue at Altona Road was studied under the Existing, Future Background and Future Total Traffic scenarios. The Proposed Site Access at Finch Avenue was studied under the Future Total Traffic scenario.


Our File No. E16054


Our File No. E16054

2. Proposed Development – Study Area

The subject development is located on the northwest corner of the Finch Avenue at Altona Road intersection. The total site area of the development is approximately 2.19 hectares.

The legal description of the site is:

2024 & 2026 Altona Road, 200 Finch Avenue

Part of Lot 33, Concession 2

City of Pickering

The following background studies that were considered in the preparation of this report comprises:

Traffic Impact Assessment 1999 & 1985 Altona Road, AECOM, April 2016.

The subject land is surrounded by the following land uses:

To the north, an unpaved private road, vacant land and CPR Railway tracks beyond,

To the east, Altona Road, two (2) existing dwelling units and an existing subdivision beyond,

To the south, Finch Avenue, an existing subdivision an existing residential development

beyond,

To the west, an existing farm dwelling unit.

It is anticipated that the development will be fully built-out by 2020.

Figure 2 illustrates the Proposed Site Plan.

The Proposed Residential Townhouse and Semi-Detached Development will comprise 69 townhouse units and 40 semi-detached housing units. The semi-detached housing units are located along the north and west boundary of the subject property. The townhouse units comprised of ten (10) individual blocks span from the southeast corner of the subject property to the internal streets adjacent to the front yard of the semi-detached housing units. The number of parking spaces provided in the subject development is 246 parking spaces with 218 parking spaces for residents and 28 parking spaces for visitors. Each dwelling unit will include 2 parking spaces with a parking space in a private garage and a parking space provided in a private driveway.

A full-moves access at Finch Avenue will service the Proposed Residential Townhouse and Semi-Detached Development. The full-moves access is approximately 170 metres west of the signalized intersection of Finch Avenue at Altona Road.


Our File No. E16054


Our File No. E16054

3. Existing and Future Road Network

Existing Road Network

The existing road network in the vicinity of the study area comprises Finch Avenue from immediately east of the Nature Haven Crescent east connection to the intersection of Finch Avenue at Altona Road.

Finch Avenue:

Finch Avenue is an east-west Type “B” arterial road under the jurisdiction of the Region of Durham from Altona Road to Brock Road and an east-west Type “C” arterial road under the jurisdiction of the City of Pickering from Altona Road to the Scarborough-Pickering Townline. Within the study area, Finch Avenue has a posted speed limit of 50 km/h. Finch Avenue, in the vicinity of the study area, is currently a two (2) lane roadway with a rural cross section. Pedestrian sidewalks are not provided along the roadway. Finch Avenue is not anticipated to be widened by the horizon year.

Altona Road:

Altona Road is a north-south Type “B” arterial road under the jurisdiction of the Region of Durham. Within the study area, Altona Road has a posted speed limit of 60 km/h. Altona Road, in the vicinity of the study area is currently a two (2) lane roadway with a rural cross section. Within the study area, pedestrian sidewalks are not provided along the roadway. Altona Road is not anticipated to be widened by the horizon year.

Future Road Network

At approximately 170 metres west of the signalized intersection of Finch Avenue at Altona Road, a proposed full-moves access at Finch Avenue will service the Proposed Residential Development. Further details regarding the proposed full-moves access is provided in Figure 2.


Our File No. E16054

4. Existing Traffic Conditions

Existing Traffic

The existing (2018) traffic volumes for the intersection of Finch Avenue at Altona Road are based on 2016 Peak Hour Traffic Counts provided by the Region of Durham. Turning movement counts were taken on May 25, 2016. (See Appendix B)

In order to capture both Peak Hours (i.e. A.M. Peak Hour and the P.M. Peak Hour) of the adjacent street traffic, counts were conducted from 6:00 A.M. to 9:00 A.M. and from 3:00 P.M. to 6:00 P.M. The A.M. and P.M. Peak Hour traffic volumes occurred between 7:30 A.M. to 8:30 A.M. and between 5:00 P.M. to 6:00 P.M. respectively.

In order to project the turning movement counts taken in 2016 to the existing year of 2018, an annual growth rate of 1% was applied to all turning movements from Finch Avenue and Altona Road, as confirmed by Regional staff. Figure 3 illustrates the Existing (2018) Traffic Volumes.

Existing Transit Services

Currently, Durham Region Transit only provides one bus route within the vicinity of the study

area. DRT 110 (Finch West) operates between the Pickering Parkway Terminal and Pickering GO

Station with branch B terminating at Whites Road at Kingston Road rather than terminating at

Pickering GO Station. The main bus route reaches Pickering GO Station via Pickering Parkway,

Liverpool Road, Glenanna Road, Fieldlight Boulevard, Valley Farm Road, Finch Avenue, Altona

Road, Pine Grove Avenue, Valley Ridge Crescent, Hogarth Street, Woodview Avenue, Waterford

Gate, Kingston Road, Whites Road and Bayly Street. Bus frequencies during the weekday

morning and afternoon peak periods are between 10 to 35 minutes.

The bus route map and schedule taken from the DRT website are provided in Appendix E1.

1 Durham. 2018. Transit maps and schedules as per Durham Regional Transit web site https://www.durhamregiontransit.com/Maps/Pages/Route-Maps%20Effective%20Oct%2030,%202017.aspx

https://www.durhamregiontransit.com/Maps/Pages/Route-Maps%20Effective%20Oct%2030,%202017.aspx

https://www.durhamregiontransit.com/Maps/Pages/Route-Maps%20Effective%20Oct%2030,%202017.aspx


Our File No. E16054


Our File No. E16054

4. Existing Traffic Conditions - Continued

Existing Traffic Analysis

The existing (2018) Peak Hour traffic volumes are provided in Figure 3 and were analyzed using the procedures of the Highway Capacity Manual 2000/2010 as employed by SYNCHRO (version 9.0) software2. The Peak Hour Factor (PHF) of each Peak Hour of the intersection was derived from the available turning movement counts based on 15 minute intervals.

Finch Avenue at Altona Road

This intersection was analyzed as a fully-actuated uncoordinated signalized intersection with Finch Avenue assigned as the main street. The lane configuration comprises: an exclusive left-turn lane and one shared through/right turning lane on all approaches.

The results of the analysis are summarized in Table 1, and the related calculations are provided in Appendix D. The Level of Service (LOS) definition for signalized and unsignalized intersections are included in Appendix C for reference.

2 Synchro 9 Traffic Signal Optimization and Simulation Modeling Software, Version 9,

Trafficware Corporation, 2014.


Our File No. E16054

4. Existing Traffic Conditions - Continued

Existing Traffic Analysis - Continued

Table 1: Existing (2018) Traffic – Level of Service

Intersection

Turning Movement/

Approach

A.M. Peak Hour P.M. Peak Hour

V/C LOS Delay

(seconds) 95th %

Queue (m) V/C LOS Delay

(seconds) 95th %

Queue (m)

Finch Avenue At

Altona Road (Signalized)

Overall 0.70 B 13.9 n/a 1.53 E 75.8 n/a

NBL 0.01 A 8.7 1.4 0.03 A 7.4 3.1

NBT 0.70 B 17.3 65.3 0.70 B 14.7 75.4

NBR 0.70 B 17.3 65.3 0.70 B 14.7 75.4

EBL 0.03 B 14.1 3.1 0.05 B 15.8 4.7

EBT 0.06 A 8.7 5.4 0.07 B 10.8 6.7

EBR 0.06 A 8.7 5.4 0.07 B 10.8 6.7

SBL 0.58 C 21.0 29.2 1.53 F 278.1 86.4

SBT 0.37 B 11.8 32.5 0.38 B 10.1 37.3

SBR 0.37 B 11.8 32.5 0.38 B 10.1 37.3

WBL 0.42 B 18.2 31.1 0.36 C 20.1 23.7

WBT 0.55 A 6.9 24.9 0.35 A 5.8 13.8

WBR 0.55 A 6.9 24.9 0.35 A 5.8 13.8 Note 1: Delays are measured in seconds per vehicle

The analysis of the Existing (2018) Traffic Conditions indicated that the signalized intersection of Finch Avenue at Altona Road operates at an overall Level of Service “B” during the A.M. Peak Hour and at an overall Level of Service “E” during the P.M. Peak Hour. During the P.M. Peak Hour, the southbound left turning movement is critical with a Level of Service “F” and a volume over capacity ratio of 1.53. Also, the critical turning movement has an average delay of 278.1 seconds per vehicle. During both Peak Hours, all of the other turning movements operate well with a Level of Service ranging from A to C.


Our File No. E16054

5. Future Background Traffic Conditions

Other Background Developments

There are two (2) proposed developments in the vicinity that will impact the surrounding road network.

A residential development has been proposed at 1999 and 1985 Altona Road which comprises 48 residential units. The proposed residential development is located on the southeast corner of the Finch Avenue at Altona Road intersection and will comprise an access road at Altona Road approximately 110 metres south of Finch Avenue. The proposed residential development is anticipated to be completed and occupied by the 2025 horizon year. Details about the proposed background developments were taken from the Traffic Impact Assessment 1999 & 1985 Altona Road written by AECOM on April 2016.

A condominium development has been proposed at 1956 Altona Road which comprises 28 three-storey townhouse units. The proposed condominium development is located on the west side of Altona Road and approximately 240 metres south of Finch Avenue and will comprise an access road at Altona Road. The proposed condominium development is anticipated to be completed and occupied by the 2025 horizon year. Details about the subject development were provided by the City of Pickering.

Figure 4 illustrates the location of the anticipated background developments mentioned above.

5.1.1 Other Background Developments – Trip Generation

For the two (2) proposed background developments, the trip generation formulae from the ITE Trip Generation Manual (ITE 2012)3 was used for the A.M. Peak Hour and P.M. Peak Hour of street traffic. The trip generation formulae were used over the trip generation rate as it was the worse-case scenario for both Peak Hours of each land use.

Table 2 summarizes the trip formulae and the percentages of incoming and outgoing trips in the A.M. and P.M. Peak Hours for the land use of the developments.

3 ITE. 2012. Trip Generation Manual (9th Edition). Institute of Transportation Engineers. Virginia, Maryland.


Our File No. E16054


Our File No. E16054

5. Future Background Traffic Conditions - Continued

5.1.1 Other Background Developments – Trip Generation - Continued

Table 2: Other Background Developments – Trip Generation Equations and Inbound and Outbound Percentages

Proposed Development

(ITE Land Use)


Fitted Curve Equation % In % Out Fitted Curve Equation % In % Out

1999 & 1985 Altona Road

Residential

Condominium/Townhouse

(LU 230)

Ln(T)=0.80 Ln(X)+0.26 17 83 Ln(T)=0.82 Ln(X)+0.32 67 33

1956 Altona Road

High-Rise Residential


(LU 232)

T = 0.29(X) + 28.86 19 81 T = 0.34(X) + 15.47 62 38

T = Trips Generated

X= Dwelling Units

5.1.2 Other Background Developments – Total Site-Generated Trips

The resulting number of trips generated for each land use, as determined by the fitted curve

equations provided in Table 2 and the number of dwelling units, were reduced to reflect the

modal split of the study area during the horizon year. The projected modal split of the study area

was determined using the Target 2031 Mode Shares in Durham Region taken from the Durham

Transportation Master Plan Draft4. The Target 2031 Mode Shares are provided in Table 3.

Within the vicinity of the study area, the land use category is classified as an “New Urban Areas – South Durham”. For the anticipated background developments, a non-auto reduction of 25% (15% Transit and 10% Walk and Cycle) was implemented to determine the total site-generated trips.

The resulting total number of trips to be generated in the A.M. and P.M. Peak Hours are

summarized in Table 4 for each anticipated background development.

4 Durham Transportation Master Plan Draft, Durham Region, June 2017.


Our File No. E16054


5.1.2 Other Background Developments – Total Site-Generated Trips - Continued

Table 3: Modal Target Shares – Durham Transportation Master Plan Draft

Land Use Category Mode 2011 Mode Share Target 2031 Mode Share

Urban Growth Centre Auto (driver) 68% 56%

Auto (passenger) 15% 12%

Transit (DRT and GO) 11% 20%

Walk and Cycle 5% 12%

Sustainable Modes 32% 44%

Rapid Transit Corridors Auto (driver) 67% 58%





Existing Urban Areas –

South Durham

Auto (driver) 69% 65%





New Urban Areas –

South Durham

Auto (driver) - 62%

Auto (passenger) - 13%

Transit (DRT and GO) - 15%

Walk and Cycle - 10%

Sustainable Modes - 38%

Rest of Durham Region Auto (driver) 81% 72%






Our File No. E16054


5.1.2 Other Background Developments – Total Site-Generated Trips - Continued

Table 4: Other Background Developments - Site-Generated Trips

Anticipated

Background

Development

ITE Land Use No. of

Units Trips

A.M. Peak Hour

(Adj. Street)

P.M. Peak Hour

(Adj. Street)

Trips In

Trips Out Total Trips

In

Trips Out Total

1999 & 1985

Altona Road

Residential Condominium/Townhouse

48

Gross Trips

Non-Auto Reduction

Net Trips

5

1

4

24

6

18

29

7

22

22

5

17

11

3

8

33

8

25

1956 Altona Road

High-Rise Residential Condominium/Townhouse

28

Gross Trips

Non-Auto Reduction

Net Trips

7

2

5

30

7

23

37

9

28

16

4

12

9

2

7

25

6

19

The proposed residential development at 1999 & 1985 Altona Road is expected to generate 22 trips during the A.M. Peak Hour (4 inbound trips and 18 outbound trips) and 25 trips during the P.M. Peak Hour (17 inbound trips and 8 outbound trips). The proposed condominium development at 1956 Altona Road is expected to generate 28 trips during the A.M. Peak Hour (5 inbound trips and 23 outbound trips) and 19 trips during the P.M. Peak Hour (12 inbound trips and 7 outbound trips).

5.1.3 Other Background Developments – Trip Distribution and Assignment

Based on the nature of the proposed land use, the majority of the trips generated will not be local traffic. Therefore, the A.M. Peak Period work trip distribution from the 2011 Transportation Tomorrow Survey was utilized to determine the assumed trip distribution and assignment.

The assumed trip assignment for the anticipated background developments will be as follows:

82% (82%) to/from the south via Altona Road and Highway 401,

10% (10%) to/from the east via Finch Avenue,

8% (8%) to/from the north via Altona Road and Taunton Road.

Figure 5 illustrates the Site-Generated Traffic volumes of the anticipated background developments used in the analysis.


Our File No. E16054


Our File No. E16054


Traffic Growth Rate

An annual traffic growth rate of 1% was considered for all roads in the study area. A growth rate of 1% was applied to all turning movements at the intersection of Finch Avenue at Altona Road from 2018 to 2025.

Future 2025 Total Background Traffic

The Future (2025) Total Background Traffic volumes are based on 2018 Peak Hour Volumes projected with a 1% growth rate for seven (7) years plus the anticipated trips from the residential development at 1999 & 1985 Altona Road and from the condominium development at 1956 Altona Road. Figure 6 illustrates the Future (2025) Total Background Traffic Volumes for the intersection of Finch Avenue at Altona Road during the A.M and P.M. Peak Hours.


Our File No. E16054


Our File No. E16054


Future (2025) Total Background Traffic Analysis

The Future (2025) Total Background Traffic is illustrated in Figure 6 and was analyzed using the procedures of the Highway Capacity Manual 2000/2010 as employed by SYNCHRO 9.0 software2. The results are summarized in Table 5 and the related calculations are provided in Appendix D.

The lane configuration and signal timing plans used in the analysis are the same as the Existing Traffic Condition analysis (Section 4.3).

Table 5: Future (2025) Total Background Traffic-Level of Service

Intersection

Turning Movement/

Approach


V/C LOS Delay

(seconds) 95th %


(seconds) 95th %

Queue (m)

Finch Avenue At


Overall 0.69 B 15.4 n/a 1.90 F 114.4 n/a

NBL 0.01 A 9.3 1.5 0.03 A 7.5 3.3

NBT 0.69 B 17.1 81.8 0.75 B 17.0 92.1

NBR 0.69 B 17.1 81.8 0.75 B 17.0 92.1

EBL 0.05 B 15.1 3.3 0.05 B 15.9 4.9

EBT 0.07 A 8.8 5.6 0.08 B 10.4 7.1

EBR 0.07 A 8.8 5.6 0.08 B 10.4 7.1

SBL 0.62 C 24.2 43.3 1.90 F 438.7 104.8

SBT 0.36 B 11.7 38.6 0.41 B 10.6 41.5

SBR 0.36 B 11.7 38.6 0.41 B 10.6 41.5

WBL 0.47 C 21.0 33.4 0.39 C 20.7 25.9

WBT 0.63 B 10.2 34.6 0.36 A 5.8 14.2

WBR 0.63 B 10.2 34.6 0.36 A 5.8 14.2 Note 1: Delays are measured in seconds per vehicle

The analysis of the Future (2025) Total Background Traffic Conditions indicated that the signalized intersection of Finch Avenue at Altona Road operates at an overall Level of Service “B” during the A.M. Peak Hour and at an overall Level of Service “F” during the P.M. Peak Hour. During the P.M. Peak Hour, the southbound left turning movement is critical with a Level of Service “F” and a volume over capacity ratio of 1.90. The average delay of the critical turning movement has increased from 278.1 to 438.7 seconds per vehicle and the queue length has increased to 104.8 metres resulting in a spillback of vehicles blocking the through lane. During both Peak Hours, all of the other turning movements remain at a Level of Service ranging from A to C.


Our File No. E16054

6. Trip Generation and Distribution

Trip Generation

The trip generation formulae from the ITE Trip Generation Manual (ITE 2012)3 were used for the A.M. and P.M. Peak Hours of street traffic for the proposed semi-detached (LU 210) and townhouse (LU 232) units.

Table 6 summarizes the trip generation formulas and the percentages of incoming and outgoing trips in the A.M. and P.M. Peak Hours for the land use of the development.

Table 6: Trip Generation Equations and Inbound and Outbound Percentages

ITE Land Use A.M. Peak Hour P.M. Peak Hour

Fitted Curve Equation % In % Out Fitted Curve Equation % In % Out

Single-Family Detached Housing (LU 210)

T=0.70X+9.74 25 75 Ln(T)=0.90 Ln(X)+0.51 63 37

High-Rise Residential


(LU 232)

T = 0.29(X) + 28.86 19 81 T = 0.34(X) + 15.47 62 38

T = Trips Generated

X= Dwelling Units

Total Site-Generated Trips

The resulting number of trips generated for each land use, as determined by the fitted curve equations provided in Table 6 and the number of units was reduced to reflect the modal split of the study area during the horizon year. The projected modal split of the study area was determined using the Target 2031 Mode Shares in Durham Region taken from the Durham Transportation Master Plan Draft4. The Target 2031 Mode Shares are provided in Table 3. Within the vicinity of the study area, the land use category is classified as an “New Urban Area – South Durham”. Therefore, a non-auto reduction of 25% (15% Transit and 10% Walk and Cycle) was implemented to determine the total site-generated trips.


Our File No. E16054

6. Trip Generation and Distribution - Continued

Total Site-Generated Trips - Continued

The resulting total number of trips to be generated in the A.M. and P.M. Peak Hours are

summarized in Table 7 for each land use of the development.

Table 7: Site-Generated Trips

ITE Land Use No. of Units Trips

A.M. Peak Hour

(Adj. Street)

P.M. Peak Hour

(Adj. Street)

Trips In

Trips Out

Total Trips

In Trips Out

Total

Single-Family Detached Housing

40

Gross Trips

Non-Auto Reduction

Net Trips

9

3

6

29

7

22

38

10

28

29

8

21

17

4

13

46

12

34

Residential Condominium/Townhouse

69

Gross Trips

Non-Auto Reduction

Net Trips

9

2

7

40

10

30

49

12

37

24

6

18

15

4

11

39

10

29

Net Trips 13 52 65 39 24 63

The Proposed Residential Townhouse and Semi-Detached Development is expected to generate a total of 65 trips during the A.M. Peak Hour (13 inbound trips and 52 outbound trips) and 63 trips during the P.M. Peak Hour (39 inbound trips and 24 outbound trips). Figure 7 illustrates the Site-Generated Traffic volumes used in the analysis.

Trip Distribution and Assignment

The site-generated trips from the Proposed Residential Townhouse and Semi-Detached Development is assumed to be coming from different directions and is based on the A.M. Peak Period work trip distribution from the 2011 Transportation Tomorrow Survey. The assumed trip distribution and assignment of the site-generated trips are as follows:

82% (82%) to/from the south via Altona Road and Highway 401,

10% (10%) to/from the east via Finch Avenue,

8% (8%) to/from the north via Altona Road and Taunton Road.


Our File No. E16054


Our File No. E16054

7. Future Total Traffic Conditions

Future (2025) Total Traffic

Site-Generated traffic from the Proposed Residential Townhouse and Semi-Detached Development was added to the Future (2025) Total Background Traffic to yield the Total Traffic at the 2025 horizon. Figure 8 illustrates the Future (2025) Total Traffic Volumes used in the analysis.

Future (2025) Total Traffic Analysis

The Capacity and Level of Service analyses of the intersections were undertaken using Synchro 92. The Future (2025) Total Traffic scenario is summarized in Table 8. The related Synchro analyses are provided in Appendix D.

Table 8: Future (2025) Total Traffic-Level of Service

Intersection

Turning Movement/

Approach


V/C LOS Delay

(seconds) 95th %


(seconds) 95th %

Queue (m)

Finch Avenue At


Overall 0.69 B 15.2 n/a 1.90 F 110.9 n/a

NBL 0.05 A 9.7 4.1 0.11 A 8.3 7.7

NBT 0.69 B 17.3 82.2 0.75 B 17.1 93.9

NBR 0.69 B 17.3 82.2 0.75 B 17.1 93.9

EBL 0.08 B 15.8 4.5 0.06 B 15.9 5.3

EBT 0.17 A 6.7 9.1 0.13 A 8.8 8.9

EBR 0.17 A 6.7 9.1 0.13 A 8.8 8.9

SBL 0.62 C 24.6 43.2 1.90 F 439.4 105.4

SBT 0.37 B 11.8 38.9 0.42 B 10.6 42.2

SBR 0.37 B 11.8 38.9 0.42 B 10.6 42.2

WBL 0.49 C 21.6 33.8 0.40 C 20.9 26.0

WBT 0.63 B 10.1 34.9 0.37 A 6.0 14.9

WBR 0.63 B 10.1 34.9 0.37 A 6.0 14.9

Finch Avenue At

Proposed Site Access

(Unsignalized)

Overall 0.06 A 4.0 n/a 0.05 A 1.5 n/a

Eastbound Approach 0.00 A 0.0 0.0 0.00 A 0.0 0.0

Southbound Approach 0.06 A 9.1 1.5 0.03 A 9.2 0.7

Westbound Approach 0.02 A 0.0 0.0 0.05 A 0.0 0.0

Note 1: Delays are measured in seconds per vehicle


Our File No. E16054

7. Future Total Traffic Conditions - Continued

Future (2025) Total Traffic Analysis - Continued

With the inclusion of site-generated traffic, the Future (2025) Total Traffic Conditions of the signalized intersection of Finch Avenue at Altona Road operates at an overall Level of Service “B” during the A.M. Peak Hour and at an overall Level of Service “F” during the P.M. Peak Hour. During the P.M. Peak Hour, the southbound left turning movement is critical with a Level of Service “F” and a volume over capacity ratio of 1.90. The average delay of the critical turning movement will be 439.4 seconds per vehicle and the queue length will be 105.4 metres resulting in a spillback of vehicles blocking the through lane. During both Peak Hours, all of the other turning movements remain at a Level of Service ranging from A to C. It is anticipated that the traffic impacts from the site-generated traffic will be low.

For the Proposed Site Access at Finch Avenue, the unsignalized intersection operates at an overall Level of Service “A” in both the A.M. Peak and P.M. Peak Hours. Delays occur at the site access approach with an average delay of 9.1 seconds per vehicle during the A.M. Peak Hour and 9.2 seconds per vehicle during the P.M. Peak Hour.

For the road network to operate at an acceptable levels of service the critical southbound left turning movement at the intersection of Finch Avenue at Altona Road during the P.M. Peak Hour is to be addressed. Through the Traffic Analysis of the Future (2025) Total Traffic Conditions, it is recommended that the signal timing plans be modified during the P.M. Peak Period and that the storage of the exclusive southbound left- turning lane be extended from 100 to 120 metres. In the traffic analysis, a protected southbound left turn phase was added, the cycle length was extended from 70 to 80 seconds, and the split time for the east - west phase was minimized for the acceptable traffic operations of all turning movements. The related Synchro analyses are provided in Appendix D.


Our File No. E16054

CANDEVCON LIMITED Page 25 Icon Homes January 2018 Traffic Impact Study Our File No. E16054

8. Transportation Demand Management Strategies

Currently, within the vicinity of the study area, the active transportation network has yet to be

developed and accessibility to the transit network is low. Finch Avenue and Altona Road consists

of a rural cross section with an unpaved shoulder and without a pedestrian sidewalk on either

side. The Finch West (DRT 110) bus route operated by Durham Region Transit is the only

accessible bus route with bus frequencies between 25 to 30 minutes. A bus stop for each

direction is located on Finch Avenue at approximately 100 metres east of Altona Road.

Through discussions with the Region of Durham, the City of Pickering, and Durham Region

Transit the bus frequencies for the Finch West bus route are expected to increase by the horizon

year of 2025. Improvements to the pedestrian and cycling network are not anticipated. To

improve the transportation demand management within the vicinity of the study area, an

increase to the accessibility to transit via the existing bus stop on Finch Avenue is recommended.

On Finch Avenue, it is recommended that pedestrian sidewalks are to be provided on both sides

from Nature Haven Crescent to approximately 240 metres east of Altona Road on the south side

of the roadway and to the sidewalk connection approximately 45 metres east of Alton Road on

the north side of the roadway. On Altona Road, it is recommended that pedestrian sidewalks are

to be provided on the south leg of the intersection at Finch Avenue for approximately 160

metres on the west side of the roadway and for approximately 220 metres on the east side of

the roadway. In addition, to improve the cycling mode share within the vicinity of the study area,

consideration should be given to implement paved shoulders or shared roadways along Finch

Avenue and Altona Road. Also, Durham Region and the City of Pickering can actively promote

cycling as an alternative mode of transportation to residents

As mentioned in the Durham Transportation Master Plan Draft, Durham Region has set the goal

to increase the mode utilization of transit and active transportation throughout the network by

2031. The study area is classified as a “New Urban Areas – South Durham”. Therefore, the 2031

mode share target is 15% for transit and 10% for active transportation. To meet the target within

the vicinity of the study area, between 2026 and 2031, a facility treatment will be implemented

on Finch Avenue from Altona Road to Brock Road to improve active transportation and transit

accessibility. In addition, a multiuse path on Altona Road from Kingston Road to Strouds Lane will

be extended to Finch Avenue.

APPENDIX A

Terms of Reference

109-Unit Residential Development P83-17E

200 Finch Avenue, Pickering

August 2017 Candevcon Limited

Traffic Impact Study – Terms of Reference

a) Assemble, review and confirm background data (i.e. traffic volume/flow on the

adjacent road network during weekday peak hours) available from official sources,

existing road geometry and access locations.

b) If required, conduct new turning movement counts at the intersection of Finch Avenue

with Altona Road during weekday Peak Hours.

c) Establish and confirm existing traffic patterns and historic travel growth rates for the

study area with municipality.

d) Consult with City of Pickering and Region of Durham staff to confirm data as

required (i.e. other proposed development timing etc.), issues/developments to be

addressed and any anticipated future road improvements in the area.

e) Confirm with the Region of Durham for any current traffic model forecasts for the

future road network.

f) Assess future trips generated by the proposed townhouse/semi-detached development

during weekday peak hours.

g) Develop trip distribution, traffic assignment and modal split for the development

during weekday peak hours.

h) Establish the existing 2017 horizon scenario and the five (5) year post build-out (2025

scenario) and forecast future peak periods of street traffic and peak periods of traffic.

i) Analyze peak periods traffic operations at the following key site access points. (To be

confirmed with the City of Pickering and the Region of Durham)

• Finch Avenue at Altona Road,

• Altona Road at Site Access,

• Finch Avenue at Site Access.

j) Complete traffic operations and volume-capacity analyses using the Synchro 9.0

software.

k) Assess existing and future 2025 total background and future 2025 total traffic

operations at the proposed key access points mentioned above.

l) Analyze the turning movements of the internal refuse vehicle and emergency vehicle

for future traffic circulation in th e proposed development.

m) Review of the site access location and review sight line and any turn-lane

requirements.

109-Unit Residential Development P83-17E

200 Finch Avenue, Pickering

August 2017 Candevcon Limited

Traffic Impact Study – Terms of Reference

n) Review the Transportation Demand Management Plan with the municipalities to

review initiatives that can be implemented for different modal splits and to assess

existing and future transit expansions in the area.

o) Review Active Transportation measures such as pedestrian network, multi-use trials

and bicycle routes in the subject area.

p) Prepare a report to summarize the findings of the traffic impact analysis, as well as to

recommend any improvements required to mitigate the traffic impacts. Submit

Report to the City of Pickering and Region of Durham for review/comments.

APPENDIX B

Turning Movement Counts

Finch Avenue at Altona Road

Count Date: 05/25/2016

TMC Tabular ReportALTONA RD (R.R.27) @ FINCH AV (R.R.37)

TMC No. : 0270300000 Intersection ID : 10230 Count ID: 28782016146 Count Date: 05/25/2016, Wed

Printed: 20170620

TMC 15 Min Report

AM Peak 7:45 am

⇅ Ped. 0

⇐21

699

0.855%

7143

0.818%

17224

0.6325%

14

Ped. ⇄ 1

⇐ 6 10

PHFTrucks

% Trucks Cars

0.44 17% 1 60.4 60% 3 50.59 6% 1 18

↲ ↓ ↳ ↲

↳ ↓

↓ ↳

↲ ↳ ↓ ↲

Cars Trucks Trucks%

PHF

259 21 ⇒

371 3 1% 0.815 3 60% 0.4

151 11 7% 0.81

⇄ Ped. 2

39329

⇒

11111

10%0.73

32217

5%0.83

12

200%0.38

0 Ped. ⇅

MD Peak11:45 am

⇅Ped.0

⇐18

177

0.765%

475

0.8210%

10101

0.3575%

34

Ped. ⇄0

⇐ 3 16

PHFTrucks

% Trucks Cars

0.5 50% 2 40.63 0% 0 50.5 0% 0 6

↲ ↓ ↳ ↲

↳ ↓

↓ ↳

↲ ↳ ↓ ↲

Cars Trucks Trucks%

PHF

153 7 ⇒

79 6 8% 0.795 0 0% 0.4267 4 6% 0.71

⇄ Ped.0

17414

⇒

733

4%0.9

9410

11%0.68

70

0%0.29

0Ped.⇅

PM Peak 5:15 pm

⇅ Ped. 0

⇐9

489

0.931%

3380

0.860%

1311

0.580%

07

Ped. ⇄ 0

⇐ 0 34

PHFTrucks

% Trucks Cars

0.65 8% 1 120.63 0% 0 150.71 0% 0 17

↲ ↓ ↳ ↲

↳ ↓

↓ ↳

↲ ↳ ↓ ↲

Cars Trucks Trucks%

PHF

629 7 ⇒

161 2 1% 0.8313 0 0% 0.54114 1 1% 0.68

⇄ Ped. 1

4422

⇒

2344

2%0.79

3166

2%0.95

140

0%0.5

0 Ped. ⇅

Total Count 8 hours

⇅Ped.0

⇐139

3219

2%27

12466%

931435

63%25

40

Ped. ⇄2

⇐ 33 162

PHFTrucks

% Trucks Cars

52% 22 4211% 5 445% 4 83

↲ ↓ ↳ ↲

↳ ↓

↓ ↳

↲ ↳ ↓ ↲

Cars Trucks Trucks%

PHF

2231 93 ⇒

1458 18 1%49 6 12%712 45 6%

⇄ Ped.5

2230142

⇒

94161

6%1719

996%

732

3%

0Ped.⇅

ALTONA RD (R.R.27) @ FINCH AV (R.R.37)NORTH APPROACH EAST APPROACH SOUTH APPROACH WEST APPROACH

Time Cars Trucks Heavies Ped Cars Trucks Heavies Ped Cars Trucks Heavies Ped Cars Trucks Heavies Ped TotalLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru Right Left Thru RightPeriod 106:15 7 19 1 0 1 0 0 0 0 0 7 0 40 0 0 0 0 0 0 0 1 19 4 0 0 1 0 0 0 0 1 0 4 1 0 0 0 0 0 0 10606:30 7 24 0 0 3 0 0 0 0 1 7 0 35 1 0 0 0 0 0 0 1 30 1 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 0 11306:45 15 30 1 0 6 2 0 0 0 0 15 3 51 1 0 0 0 0 0 0 5 44 2 0 0 1 0 0 0 0 1 1 5 0 0 0 0 0 0 0 18307:00 19 34 0 1 7 4 0 0 0 0 17 3 51 1 0 0 0 0 0 0 3 44 11 0 1 0 0 0 0 0 2 0 4 2 0 0 0 0 0 0 20407:15 7 51 10 2 3 0 0 0 0 0 19 2 80 1 0 1 0 0 0 0 1 70 10 0 1 2 0 0 0 0 1 2 7 3 0 0 0 0 0 0 27307:30 29 34 0 3 2 0 0 0 0 0 24 0 108 1 0 1 0 0 0 0 0 71 8 0 4 2 0 0 0 0 2 2 1 1 0 0 0 0 0 0 29307:45 30 41 1 1 3 1 0 0 0 0 30 2 115 3 0 1 0 0 0 0 0 78 10 0 2 3 0 0 0 0 1 2 1 0 0 0 0 0 0 0 32508:00 41 57 1 3 5 0 0 0 0 0 32 1 110 2 0 1 0 0 0 0 0 70 33 1 8 1 0 0 0 2 3 1 4 0 0 1 0 0 0 0 37708:15 33 57 1 1 5 0 0 0 0 1 46 1 85 2 3 1 0 0 0 0 0 80 30 1 5 3 0 0 0 0 2 1 6 1 3 0 0 0 0 0 36808:30 39 69 1 2 4 0 0 0 0 0 43 1 61 4 0 0 0 0 0 0 1 94 38 0 2 4 0 0 0 0 0 1 7 0 0 0 0 0 0 0 37108:45 38 64 1 2 4 2 0 0 0 0 36 0 63 2 0 0 0 0 0 0 1 47 26 0 4 4 0 0 0 0 1 1 2 0 1 0 0 0 0 0 29909:00 32 43 1 1 3 1 0 0 0 0 28 2 63 2 0 0 0 0 0 0 1 64 53 0 3 3 0 0 0 0 0 3 1 1 0 0 0 0 0 0 305Period 211:45 24 27 3 1 3 2 0 0 0 0 15 3 24 0 0 2 0 0 0 0 1 20 19 0 1 2 0 0 0 0 1 2 3 0 0 0 0 0 0 0 15312:00 20 21 0 0 1 0 0 0 0 0 10 1 15 2 0 1 0 0 0 0 0 25 16 0 2 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 11812:15 20 23 1 1 2 0 0 0 0 0 23 0 21 0 0 3 0 0 0 0 0 17 19 0 1 1 0 0 0 0 1 2 1 0 0 0 0 0 0 0 13612:30 11 30 0 2 4 1 0 0 0 0 19 1 19 2 0 0 0 0 0 0 6 32 19 0 6 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 15512:45 20 24 2 1 2 0 0 0 0 0 15 0 19 0 0 0 0 0 0 0 1 23 7 0 1 0 0 0 0 0 1 0 2 0 0 1 0 0 0 0 11913:00 15 30 0 1 6 0 0 0 0 0 10 3 13 3 0 0 0 0 0 0 3 25 21 0 4 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 13713:15 18 21 2 0 3 2 0 0 0 0 13 1 12 1 0 1 0 0 0 0 1 25 13 0 3 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 11713:30 16 24 0 0 3 3 0 0 0 0 13 1 18 1 0 0 0 0 0 0 1 15 9 0 5 3 0 0 0 0 0 0 2 2 0 0 0 0 0 0 116Period 315:15 44 34 1 0 2 0 0 0 0 0 22 2 30 2 0 0 0 0 0 0 7 35 33 0 2 5 0 0 0 0 2 1 1 0 0 0 0 0 0 0 22315:30 20 30 0 0 1 5 0 0 0 0 25 2 25 5 0 1 0 0 0 0 3 53 54 0 2 8 0 0 0 0 0 2 1 2 0 1 0 0 0 0 24015:45 55 36 1 1 3 1 0 0 0 0 19 4 41 1 2 0 0 0 0 0 4 52 53 0 8 4 0 0 0 0 2 1 2 4 1 0 0 0 0 0 29516:00 45 46 0 0 3 0 0 0 0 0 16 0 43 3 1 1 0 0 0 0 3 63 45 0 3 1 0 0 0 2 0 3 3 1 0 1 0 0 0 0 28316:15 51 51 1 0 3 1 0 0 0 0 29 1 30 2 0 1 0 0 0 0 6 71 35 0 8 3 0 0 0 0 2 1 0 0 0 0 0 0 0 0 29616:30 48 48 0 0 2 0 0 0 0 0 15 0 40 1 0 0 0 0 0 0 3 80 41 0 6 2 0 0 0 0 1 1 1 0 0 0 0 0 0 0 28916:45 83 64 2 0 5 0 0 0 0 0 23 2 47 0 0 1 0 0 0 0 4 76 50 0 8 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 36917:00 79 92 2 1 3 0 0 0 0 0 27 0 38 1 0 0 0 0 0 0 2 80 47 0 3 1 0 0 0 0 2 0 2 0 0 0 0 0 0 0 38017:15 90 70 3 1 1 0 0 0 0 0 26 0 30 0 0 1 0 0 0 0 2 81 58 0 2 0 0 0 0 0 3 3 2 0 0 0 0 0 0 0 37317:30 95 79 0 1 0 0 0 0 0 0 41 2 42 1 0 1 0 0 0 0 2 83 40 0 1 1 0 0 0 1 3 3 6 1 0 0 0 0 0 0 40317:45 102 90 3 1 0 0 0 0 0 0 15 6 48 0 0 0 0 0 0 0 7 82 72 0 1 0 0 0 0 0 4 3 6 0 0 0 0 0 0 0 44018:00 93 72 1 0 0 0 0 0 0 0 32 5 41 0 0 0 0 0 0 0 3 70 64 0 2 3 0 0 0 0 2 6 3 0 0 0 0 0 0 0 397

Printed: 20170620

APPENDIX C

Level of Service Definitions

APPENDIX D

Synchro Analysis

Signalized and Unsignalized Intersection

Capacity Analysis

Existing (2018) Traffic Future (2025) Total Background Future (2025) Total Traffic

HCM Signalized Intersection Capacity Analysis Existing Traffic - AM Peak3: Altona Road & Finch Avenue

Synchro 9 ReportCandevcon Limited

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 7 8 19 165 8 381 3 346 124 153 246 5Future Volume (vph) 7 8 19 165 8 381 3 346 124 153 246 5Satd. Flow (prot) 1491 1358 0 1631 1535 0 1163 1697 0 1662 1729 0Flt Permitted 0.409 0.739 0.598 0.391Satd. Flow (perm) 641 1358 0 1264 1535 0 732 1697 0 684 1729 0Satd. Flow (RTOR) 20 340 31 2Lane Group Flow (vph) 7 28 0 172 405 0 3 489 0 159 261 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 16.1 16.1 16.1 16.1 19.8 19.8 19.8 19.8Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.40 0.40 0.40 0.40v/c Ratio 0.03 0.06 0.42 0.55 0.01 0.70 0.58 0.37Control Delay 14.1 8.7 18.2 6.9 8.7 17.3 21.0 11.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 14.1 8.7 18.2 6.9 8.7 17.3 21.0 11.8LOS B A B A A B C BApproach Delay 9.8 10.3 17.2 15.3Approach LOS A B B BQueue Length 50th (m) 0.4 0.5 11.3 3.9 0.2 30.9 10.1 15.0Queue Length 95th (m) 3.1 5.4 31.1 24.9 1.4 65.3 29.2 32.5Internal Link Dist (m) 223.9 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 100.0Base Capacity (vph) 384 822 757 1056 423 995 396 1001Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.02 0.03 0.23 0.38 0.01 0.49 0.40 0.26Intersection SummaryCycle Length: 70Actuated Cycle Length: 49.2Control Type: Semi Act-UncoordMaximum v/c Ratio: 0.70Intersection Signal Delay: 13.9 Intersection LOS: BIntersection Capacity Utilization 79.0% ICU Level of Service DAnalysis Period (min) 15

Splits and Phases: 3: Altona Road & Finch Avenue

HCM Signalized Intersection Capacity Analysis Existing Traffic - PM Peak3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 13 15 17 117 13 166 14 328 243 391 318 7Future Volume (vph) 13 15 17 117 13 166 14 328 243 391 318 7Satd. Flow (prot) 1616 1710 0 1728 1603 0 1745 1724 0 1694 1855 0Flt Permitted 0.636 0.735 0.549 0.311Satd. Flow (perm) 1082 1710 0 1334 1603 0 1008 1724 0 555 1855 0Satd. Flow (RTOR) 18 180 63 2Lane Group Flow (vph) 14 34 0 127 194 0 15 621 0 425 354 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 15.0 15.0 15.0 15.0 28.0 28.0 28.0 28.0Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.50 0.50 0.50 0.50v/c Ratio 0.05 0.07 0.36 0.35 0.03 0.70 1.53 0.38Control Delay 15.8 10.8 20.1 5.8 7.4 14.7 278.1 10.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.8 10.8 20.1 5.8 7.4 14.7 278.1 10.1LOS B B C A A B F BApproach Delay 12.3 11.5 14.5 156.3Approach LOS B B B FQueue Length 50th (m) 1.1 1.3 10.9 1.1 0.7 41.3 ~66.2 21.2Queue Length 95th (m) 4.7 6.7 23.7 13.8 3.1 75.4 #86.4 37.3Internal Link Dist (m) 223.9 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 100.0Base Capacity (vph) 560 894 690 916 504 893 277 928Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.03 0.04 0.18 0.21 0.03 0.70 1.53 0.38Intersection SummaryCycle Length: 70Actuated Cycle Length: 56Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.53Intersection Signal Delay: 75.8 Intersection LOS: EIntersection Capacity Utilization 83.6% ICU Level of Service EAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis Future Total Background - AM Peak3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 8 9 21 179 9 409 3 374 137 164 264 5Future Volume (vph) 8 9 21 179 9 409 3 374 137 164 264 5Satd. Flow (prot) 1491 1357 0 1631 1534 0 1163 1696 0 1662 1730 0Flt Permitted 0.335 0.737 0.588 0.358Satd. Flow (perm) 525 1357 0 1261 1534 0 720 1696 0 626 1730 0Satd. Flow (RTOR) 22 307 31 2Lane Group Flow (vph) 8 31 0 186 435 0 3 533 0 171 280 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 16.9 16.9 16.9 16.9 24.0 24.0 24.0 24.0Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.44 0.44 0.44 0.44v/c Ratio 0.05 0.07 0.47 0.63 0.01 0.69 0.62 0.36Control Delay 15.1 8.8 21.0 10.2 9.3 17.1 24.2 11.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.1 8.8 21.0 10.2 9.3 17.1 24.2 11.7LOS B A C B A B C BApproach Delay 10.1 13.4 17.1 16.4Approach LOS B B B BQueue Length 50th (m) 0.6 0.7 17.0 10.9 0.2 35.2 11.5 16.2Queue Length 95th (m) 3.3 5.6 33.4 34.6 1.5 81.8 #43.3 38.6Internal Link Dist (m) 223.9 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 100.0Base Capacity (vph) 286 750 687 976 379 907 329 912Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.03 0.04 0.27 0.45 0.01 0.59 0.52 0.31Intersection SummaryCycle Length: 70Actuated Cycle Length: 54.1Control Type: Semi Act-UncoordMaximum v/c Ratio: 0.69Intersection Signal Delay: 15.4 Intersection LOS: BIntersection Capacity Utilization 83.1% ICU Level of Service EAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis Future Total Background - PM Peak3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 14 16 19 129 14 178 15 352 262 419 343 8Future Volume (vph) 14 16 19 129 14 178 15 352 262 419 343 8Satd. Flow (prot) 1616 1702 0 1728 1603 0 1745 1724 0 1694 1853 0Flt Permitted 0.628 0.732 0.524 0.270Satd. Flow (perm) 1068 1702 0 1329 1603 0 962 1724 0 481 1853 0Satd. Flow (RTOR) 21 193 64 2Lane Group Flow (vph) 15 38 0 140 208 0 16 668 0 455 382 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 15.1 15.1 15.1 15.1 28.0 28.0 28.0 28.0Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.50 0.50 0.50 0.50v/c Ratio 0.05 0.08 0.39 0.36 0.03 0.75 1.90 0.41Control Delay 15.9 10.4 20.7 5.8 7.5 17.0 438.7 10.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.9 10.4 20.7 5.8 7.5 17.0 438.7 10.6LOS B B C A A B F BApproach Delay 11.9 11.8 16.8 243.3Approach LOS B B B FQueue Length 50th (m) 1.2 1.3 12.2 1.2 0.8 47.0 ~77.4 23.4Queue Length 95th (m) 4.9 7.1 25.9 14.2 3.3 #92.1 #104.8 41.5Internal Link Dist (m) 223.9 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 100.0Base Capacity (vph) 552 889 687 922 480 892 240 925Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.03 0.04 0.20 0.23 0.03 0.75 1.90 0.41Intersection SummaryCycle Length: 70Actuated Cycle Length: 56.1Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.90Intersection Signal Delay: 114.4 Intersection LOS: FIntersection Capacity Utilization 88.2% ICU Level of Service EAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis Future Total Traffic - AM Peak3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 12 14 64 179 10 409 14 374 137 164 264 6Future Volume (vph) 12 14 64 179 10 409 14 374 137 164 264 6Satd. Flow (prot) 1491 1394 0 1631 1532 0 1163 1696 0 1662 1729 0Flt Permitted 0.335 0.704 0.587 0.357Satd. Flow (perm) 525 1394 0 1204 1532 0 719 1696 0 624 1729 0Satd. Flow (RTOR) 67 307 31 2Lane Group Flow (vph) 13 82 0 186 436 0 15 533 0 171 281 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 17.0 17.0 17.0 17.0 24.0 24.0 24.0 24.0Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.44 0.44 0.44 0.44v/c Ratio 0.08 0.17 0.49 0.63 0.05 0.69 0.62 0.37Control Delay 15.8 6.7 21.6 10.1 9.7 17.3 24.6 11.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.8 6.7 21.6 10.1 9.7 17.3 24.6 11.8LOS B A C B A B C BApproach Delay 8.0 13.6 17.1 16.6Approach LOS A B B BQueue Length 50th (m) 1.1 1.2 17.1 11.0 0.7 35.2 11.5 16.3Queue Length 95th (m) 4.5 9.1 33.8 34.9 4.1 82.2 #43.2 38.9Internal Link Dist (m) 159.5 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 100.0Base Capacity (vph) 285 789 655 973 377 905 327 909Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.05 0.10 0.28 0.45 0.04 0.59 0.52 0.31Intersection SummaryCycle Length: 70Actuated Cycle Length: 54.3Control Type: Semi Act-UncoordMaximum v/c Ratio: 0.69Intersection Signal Delay: 15.2 Intersection LOS: BIntersection Capacity Utilization 83.1% ICU Level of Service EAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis Future Total Traffic - PM Peak3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 16 18 39 129 18 178 47 352 262 419 343 11Future Volume (vph) 16 18 39 129 18 178 47 352 262 419 343 11Satd. Flow (prot) 1616 1662 0 1728 1609 0 1745 1724 0 1694 1852 0Flt Permitted 0.625 0.717 0.521 0.270Satd. Flow (perm) 1063 1662 0 1302 1609 0 957 1724 0 481 1852 0Satd. Flow (RTOR) 42 193 64 3Lane Group Flow (vph) 17 62 0 140 213 0 51 668 0 455 385 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 15.1 15.1 15.1 15.1 28.0 28.0 28.0 28.0Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.50 0.50 0.50 0.50v/c Ratio 0.06 0.13 0.40 0.37 0.11 0.75 1.90 0.42Control Delay 15.9 8.8 20.9 6.0 8.3 17.1 439.4 10.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.9 8.8 20.9 6.0 8.3 17.1 439.4 10.6LOS B A C A A B F BApproach Delay 10.3 11.9 16.5 242.9Approach LOS B B B FQueue Length 50th (m) 1.3 1.6 12.2 1.6 2.7 47.0 ~77.4 23.5Queue Length 95th (m) 5.3 8.9 26.0 14.9 7.7 #93.9 #105.4 42.2Internal Link Dist (m) 173.2 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 100.0Base Capacity (vph) 549 878 672 924 477 892 239 925Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.03 0.07 0.21 0.23 0.11 0.75 1.90 0.42Intersection SummaryCycle Length: 70Actuated Cycle Length: 56.1Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.90Intersection Signal Delay: 110.9 Intersection LOS: FIntersection Capacity Utilization 88.2% ICU Level of Service EAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Unsignalized Intersection Capacity Analysis Future Total Traffic - AM Peak6: Finch Avenue & Proposed Site Access


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 38 17 13 52 0Future Volume (Veh/h) 0 38 17 13 52 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 41 18 14 57 0PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 183pX, platoon unblockedvC, conflicting volume 32 66 25vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 32 66 25tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 94 100cM capacity (veh/h) 1580 939 1051Direction, Lane # EB 1 WB 1 SB 1Volume Total 41 32 57Volume Left 0 0 57Volume Right 0 14 0cSH 1580 1700 939Volume to Capacity 0.00 0.02 0.06Queue Length 95th (m) 0.0 0.0 1.5Control Delay (s) 0.0 0.0 9.1Lane LOS AApproach Delay (s) 0.0 0.0 9.1Approach LOS AIntersection SummaryAverage Delay 4.0Intersection Capacity Utilization 13.3% ICU Level of Service AAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis Future Total Traffic - PM Peak6: Finch Avenue & Proposed Site Access


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 49 37 39 24 0Future Volume (Veh/h) 0 49 37 39 24 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 53 40 42 26 0PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 197pX, platoon unblockedvC, conflicting volume 82 114 61vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 82 114 61tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 97 100cM capacity (veh/h) 1515 882 1004Direction, Lane # EB 1 WB 1 SB 1Volume Total 53 82 26Volume Left 0 0 26Volume Right 0 42 0cSH 1515 1700 882Volume to Capacity 0.00 0.05 0.03Queue Length 95th (m) 0.0 0.0 0.7Control Delay (s) 0.0 0.0 9.2Lane LOS AApproach Delay (s) 0.0 0.0 9.2Approach LOS AIntersection SummaryAverage Delay 1.5Intersection Capacity Utilization 14.3% ICU Level of Service AAnalysis Period (min) 15

HCM Signalized Intersection Capacity Analysis Future Total Traffic - AM Peak (TMS)3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 12 14 64 179 10 409 14 374 137 164 264 6Future Volume (vph) 12 14 64 179 10 409 14 374 137 164 264 6Satd. Flow (prot) 1491 1394 0 1631 1532 0 1163 1696 0 1662 1729 0Flt Permitted 0.335 0.704 0.587 0.357Satd. Flow (perm) 525 1394 0 1204 1532 0 719 1696 0 624 1729 0Satd. Flow (RTOR) 67 307 31 2Lane Group Flow (vph) 13 82 0 186 436 0 15 533 0 171 281 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 7.0 7.0Act Effct Green (s) 17.0 17.0 17.0 17.0 24.0 24.0 24.0 24.0Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.44 0.44 0.44 0.44v/c Ratio 0.08 0.17 0.49 0.63 0.05 0.69 0.62 0.37Control Delay 15.8 6.7 21.6 10.1 9.7 17.3 24.6 11.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.8 6.7 21.6 10.1 9.7 17.3 24.6 11.8LOS B A C B A B C BApproach Delay 8.0 13.6 17.1 16.6Approach LOS A B B BQueue Length 50th (m) 1.1 1.2 17.1 11.0 0.7 35.2 11.5 16.3Queue Length 95th (m) 4.5 9.1 33.8 34.9 4.1 82.2 #43.2 38.9Internal Link Dist (m) 159.5 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 120.0Base Capacity (vph) 285 789 655 973 377 905 327 909Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.05 0.10 0.28 0.45 0.04 0.59 0.52 0.31Intersection SummaryCycle Length: 70Actuated Cycle Length: 54.3Control Type: Semi Act-UncoordMaximum v/c Ratio: 0.69Intersection Signal Delay: 15.2 Intersection LOS: BIntersection Capacity Utilization 83.1% ICU Level of Service EAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


HCM Signalized Intersection Capacity Analysis Future Total Traffic - PM Peak (TMS)3: Altona Road & Finch Avenue


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 16 18 39 129 18 178 47 352 262 419 343 11Future Volume (vph) 16 18 39 129 18 178 47 352 262 419 343 11Satd. Flow (prot) 1616 1662 0 1728 1609 0 1745 1724 0 1694 1852 0Flt Permitted 0.537 0.717 0.534 0.125Satd. Flow (perm) 913 1662 0 1301 1609 0 981 1724 0 223 1852 0Satd. Flow (RTOR) 42 193 52 4Lane Group Flow (vph) 17 62 0 140 213 0 51 668 0 455 385 0Turn Type Perm NA Perm NA Perm NA pm+pt NAProtected Phases 4 8 2 1 6Permitted Phases 4 8 2 6Total Split (s) 24.6 24.6 24.6 24.6 35.9 35.9 19.5 55.4Total Lost Time (s) 6.0 6.0 6.0 6.0 7.0 7.0 3.0 7.0Act Effct Green (s) 15.9 15.9 15.9 15.9 28.9 28.9 52.4 48.4Actuated g/C Ratio 0.21 0.21 0.21 0.21 0.37 0.37 0.68 0.63v/c Ratio 0.09 0.17 0.52 0.44 0.14 0.99 0.98 0.33Control Delay 26.1 13.3 35.2 8.7 17.7 56.3 58.4 7.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 26.1 13.3 35.2 8.7 17.7 56.3 58.4 7.9LOS C B D A B E E AApproach Delay 16.0 19.2 53.6 35.2Approach LOS B B D DQueue Length 50th (m) 2.1 2.5 19.3 2.5 5.0 91.8 50.2 23.4Queue Length 95th (m) 7.4 12.0 37.0 19.5 13.3 #175.0 #117.7 43.3Internal Link Dist (m) 173.2 230.6 299.7 238.2Turn Bay Length (m) 110.0 122.0 80.0 120.0Base Capacity (vph) 219 432 313 533 367 677 465 1161Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.14 0.45 0.40 0.14 0.99 0.98 0.33Intersection SummaryCycle Length: 80Actuated Cycle Length: 77.3Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.99Intersection Signal Delay: 38.3 Intersection LOS: DIntersection Capacity Utilization 85.7% ICU Level of Service EAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.


APPENDIX E

Durham Region Transit Bus Route Map and

Schedule

ROUTE110

FINCH WESTOshawa - Whitby - Ajax - Pickering - U of T Scarborough

Customer Service Centre 1-866-247-0055

www.durhamregiontransit.com

@durham_transit /durhamregiontransit

Effective April 10, 2017

WEE

KDAY

min peak

min midday

min evening

7-8 10 30

Every

SATU

RDAY

min daytime

min morning

min evening

min night

15 30 30 60

Every

SUN

DAY

min daytime

min morning

min evening

30 60 60

Every

QUESTIONS?

N

WHITES RD

VALLEY RIDGE CR

SHEP

PARD

AV

ALTONA RD

BAYL

Y ST

FIN

CH A

V

LIVERPOOL RD

VALLEY FARM RD

FIELDLIGHT BV

DIXIE RD

WEST SHORE BV

KINGSTO

N RD

FIELDLIGHT BV

PIN

E G

ROVE

AV

GLE

NA

NN

A RD

WAT

ERFO

RD G

TW

ATER

FORD

GT

WOODVIEW AV

110

110A

110

110A

110110A110B

PED

ESTR

IAN

BRI

DG

E

PICKERINGSTATION

PICKERINGPARKWAYTERMINAL

110

110B

PULSE is the rapid, high-frequency, bus

route along Highway 2 between downtown Oshawa and Scarborough

How To Use the Late-Night Shuttles

The late-night shuttles serve passengers transferring between GO trains and DRT in the late-night hours. When boarding a DRT shuttle, advise the Operator of your destination bus stop. Similar to a shared taxi, the Operator will customize a route plan and take all passengers to their destination bus stop along the DRT route.

Rou

te /

Bra

nch

Pick

erin

g Pa

rkw

ay T

erm

inal

| D

epar

t St

op #

931

12

Finc

h &

Val

ley

Farm

St

op #

179

2

Finc

h &

Whi

tes

St

op #

934

20

Pine

Gro

ve &

Alto

na

Stop

# 9

3232

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d

Stop

# 1

512

Pick

erin

g St

atio

n | A

rriv

e

Stop

# 9

3112

Rou

te /

Bra

nch

Pick

erin

g St

atio

n | D

epar

t

St

op #

254

9

Whi

tes

& K

ings

ton

| Nor

th |

St

op #

932

17

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d

St

op #

151

2

Alto

na &

Pin

e G

rove

Stop

# 9

3422

Finc

h &

Whi

tes

St

op #

934

19

Finc

h &

Val

ley

Farm

Stop

# 1

895

Pick

erin

g Pa

rkw

ay T

erm

inal

| A

rriv

e

Stop

# 9

3112

Rou

te /

Bra

nch

Pick

erin

g Pa

rkw

ay T

erm

inal

| D

epar

t St

op #

931

12

Finc

h &

Val

ley

Farm

St

op #

179

2

Finc

h &

Whi

tes

St

op #

934

20

Pine

Gro

ve &

Alto

na

Stop

# 9

3232

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d | A

rriv

e

St

op #

151

2

Rou

te /

Bra

nch

Whi

tes

& K

ings

ton

|Sou

th |

Dep

art

St

op #

932

16

Alto

na &

She

ppar

d

St

op #

151

2

Alto

na &

Pin

e G

rove

Stop

# 9

3422

Finc

h &

Whi

tes

St

op #

934

19

Finc

h &

Val

ley

Farm

Stop

# 1

895

Pick

erin

g Pa

rkw

ay T

erm

inal

| A

rriv

e

Stop

# 9

3112

Rou

te /

Bra

nch

Pick

erin

g Pa

rkw

ay T

erm

inal

| D

epar

t St

op #

931

12

Finc

h &

Val

ley

Farm

St

op #

179

2

Finc

h &

Whi

tes

St

op #

934

20

Pine

Gro

ve &

Alto

na

Stop

# 9

3232

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d | A

rriv

e

St

op #

151

2

Rou

te /

Bra

nch

Whi

tes

& K

ings

ton

|Sou

th |

Dep

art

St

op #

932

16

Alto

na &

She

ppar

d

St

op #

151

2

Alto

na &

Pin

e G

rove

Stop

# 9

3422

Finc

h &

Whi

tes

St

op #

934

19

Finc

h &

Val

ley

Farm

Stop

# 1

895

Pick

erin

g Pa

rkw

ay T

erm

inal

| A

rriv

e

Stop

# 9

3112

110 - - - 05:28 05:39 → 05:47 110A - - - - 05:28 05:32 05:37 05:45 110B 07:05 07:11 07:16 07:21 07:32 07:37 110B 07:32 07:37 07:39 07:42 07:48 07:54 110B 07:05 07:11 07:16 07:21 07:36 07:41 110B 07:36 07:41 07:43 07:46 07:52 07:58110 - - - 05:55 06:06 → 06:14 110A 05:35 05:42 → → 05:53 05:57 06:02 06:10 110B 08:05 08:11 08:16 08:21 08:32 08:37 110B 08:32 08:37 08:39 08:42 08:48 08:54 110B 08:05 08:11 08:16 08:21 08:36 08:41 110B 08:36 08:41 08:43 08:46 08:52 08:58110 - - - 06:23 06:34 → 06:42 110A 06:00 06:07 → → 06:18 06:22 06:27 06:35 110B 09:05 09:11 09:16 09:21 09:32 09:37 110B 09:32 09:37 09:39 09:42 09:48 09:54 110B 09:05 09:11 09:16 09:21 09:36 09:41 110B 09:36 09:41 09:43 09:46 09:52 09:58110 06:35 06:40 06:46 06:53 07:04 → 07:12 110A 06:35 06:42 → → 06:53 06:57 07:02 07:10 110B 10:05 10:11 10:16 10:21 10:32 10:37 110B 10:32 10:37 10:39 10:42 10:48 10:54 110B 10:05 10:11 10:16 10:21 10:36 10:41 110B 10:36 10:41 10:43 10:46 10:52 10:58110 06:50 06:55 07:01 07:08 07:19 → 07:27 110A 06:50 06:57 → → 07:08 07:12 07:17 07:25 110B 10:35 10:41 10:46 10:51 11:02 11:07 110B 11:02 11:07 11:09 11:12 11:18 11:24 110B 11:05 11:11 11:16 11:21 11:36 11:41 110B 11:36 11:41 11:43 11:46 11:52 11:58110 07:10 07:15 07:21 07:28 07:39 → 07:47 110A 07:05 07:12 → → 07:23 07:27 07:32 07:40 110B 11:05 11:11 11:16 11:21 11:32 11:37 110B 11:32 11:37 11:39 11:42 11:48 11:54 110B 12:05 12:11 12:16 12:21 12:36 12:41 110B 12:36 12:41 12:43 12:46 12:52 12:58110 07:20 07:25 07:31 07:38 07:49 → 07:57 110A 07:20 07:27 → → 07:38 07:42 07:47 07:55 110B 11:35 11:41 11:46 11:51 12:02 12:07 110B 12:02 12:07 12:09 12:12 12:18 12:24 110B 13:05 13:11 13:16 13:21 13:36 13:41 110B 13:36 13:41 13:43 13:46 13:52 13:58110 07:30 07:35 07:41 07:48 07:59 → 08:07 110A 07:30 07:37 → → 07:48 07:52 07:57 08:05 110B 12:05 12:11 12:16 12:21 12:32 12:37 110B 12:32 12:37 12:39 12:42 12:48 12:54 110B 14:05 14:11 14:16 14:21 14:36 14:41 110B 14:36 14:41 14:43 14:46 14:52 14:58110 08:05 08:10 08:16 08:23 08:34 → 08:42 110A 08:05 08:12 → → 08:23 08:27 08:32 08:40 110B 12:35 12:41 12:46 12:51 13:02 13:07 110B 13:02 13:07 13:09 13:12 13:18 13:24 110B 15:05 15:11 15:16 15:21 15:36 15:41 110B 15:36 15:41 15:43 15:46 15:52 15:58110B 08:40 08:46 08:51 08:56 09:07 09:12 - 110B - - 09:07 09:12 09:14 09:17 09:22 09:28 110B 13:05 13:11 13:16 13:21 13:32 13:37 110B 13:32 13:37 13:39 13:42 13:48 13:54 110B 16:05 16:11 16:16 16:21 16:36 16:41 110B 16:36 16:41 16:43 16:46 16:52 16:58110B 09:05 09:11 09:16 09:21 09:32 09:37 - 110B - - 09:32 09:37 09:39 09:43 09:49 09:55 110B 13:35 13:41 13:46 13:51 14:02 14:07 110B 14:02 14:07 14:09 14:12 14:18 14:24 110B 17:05 17:11 17:16 17:21 17:36 17:41 110B 17:36 17:41 17:43 17:46 17:52 17:58110B - 110B - - 110B 14:05 14:11 14:16 14:21 14:32 14:37 110B 14:32 14:37 14:39 14:42 14:48 14:54 110B 18:05 18:11 18:16 18:21 18:36 18:41 110B 18:36 18:41 18:43 18:46 18:52 18:58110B 14:05 14:11 14:16 14:21 14:32 14:37 - 110B - - 14:32 14:37 14:39 14:43 14:49 14:55 110B 14:35 14:41 14:46 14:51 15:02 15:07 110B 15:02 15:07 15:09 15:12 15:18 15:24 110B 19:05 19:11 19:16 19:21 19:36 19:41 110B 19:36 19:41 19:43 19:46 19:52 19:58110B 14:35 14:41 14:46 14:51 15:03 15:08 - 110B - - 15:03 15:08 15:10 15:14 15:20 15:27 110B 15:05 15:11 15:16 15:21 15:32 15:37 110B 15:32 15:37 15:39 15:42 15:48 15:54 110B 20:05 20:11 20:16 20:21 20:36 20:41 110B 20:36 20:41 20:43 20:46 20:52 20:58110B 15:05 15:11 15:16 15:21 15:33 15:37 - 110B - - 15:33 15:38 15:40 15:44 15:50 15:57 110B 15:35 15:41 15:46 15:51 16:02 16:07 110B 16:02 16:07 16:09 16:12 16:18 16:24110 15:35 15:40 15:45 15:51 16:02 → 16:10 110A 16:00 16:07 → → 16:18 16:22 16:27 16:35 110B 16:05 16:11 16:16 16:21 16:32 16:37 110B 16:32 16:37 16:39 16:42 16:48 16:54110 16:00 16:05 16:10 16:16 16:27 → 16:35 110A 16:35 16:42 → → 16:53 16:57 17:02 17:10 110B 16:35 16:41 16:46 16:51 17:02 17:07 110B 17:02 17:07 17:09 17:12 17:18 17:24110 16:35 16:40 16:46 16:53 17:04 → 17:12 110A 16:55 17:02 → → 17:13 17:17 17:22 17:30 110B 17:05 17:11 17:16 17:21 17:32 17:37 110B 17:32 17:37 17:39 17:42 17:48 17:54 181 21:05110 16:58 17:03 17:09 17:16 17:27 → 17:35 110A 17:15 17:22 → → 17:33 17:37 17:42 17:50 110B 17:35 17:41 17:46 17:51 18:02 18:07 110B 18:02 18:07 18:09 18:12 18:18 18:24 181 22:05110 17:13 17:18 17:24 17:31 17:42 → 17:50 110A 17:35 17:42 → → 17:53 17:57 18:02 18:10 110B 18:05 18:11 18:16 18:21 18:32 18:37 110B 18:32 18:37 18:39 18:42 18:48 18:54110 17:35 17:40 17:46 17:53 18:04 → 18:12 110A 17:50 17:57 → → 18:08 18:12 18:17 18:25 110B 18:35 18:41 18:46 18:51 19:02 19:07 110B 19:02 19:07 19:09 19:12 19:18 19:24110 17:55 18:00 18:05 18:11 18:22 → 18:30 110A 18:15 18:22 → → 18:33 18:37 18:42 18:50 110B 19:05 19:11 19:16 19:21 19:32 19:37 110B 19:32 19:37 19:39 19:42 19:48 19:54110 18:10 18:15 18:20 18:26 18:37 → 18:45 110A 18:30 18:37 → → 18:48 18:52 18:57 19:05 110B 20:05 20:11 20:16 20:21 20:32 20:37 110B 20:32 20:37 20:39 20:42 20:48 20:54110 18:40 18:45 18:50 18:56 19:07 → 19:15 110A 19:05 19:12 → → 19:23 19:27 19:32 19:40 110B 21:05 21:11 21:16 21:21 21:32 21:37 110B 21:32 21:37 21:39 21:42 21:48 21:54110 19:10 19:15 19:20 19:26 19:37 → 19:45 110B - - 20:05 20:10 20:12 20:16 20:20 20:25 110B 22:05 22:11 22:16 22:21 22:32 22:37 110B 22:32 22:37 22:39 22:42 22:48 22:54110B 19:40 19:45 19:50 19:55 20:05 20:10 - 110B - - 20:32 20:37 20:39 20:43 20:49 20:55110B 20:05 20:11 20:16 20:21 20:32 20:37 - 110B - - 21:32 21:37 21:39 21:43 21:47 21:53110B 21:05 21:11 21:16 21:21 21:32 21:37 - 110B - - 22:32 22:37 22:39 22:42 22:47 22:53110B 22:05 22:11 22:16 22:21 22:32 22:37 - 181 23:05

181 0:05

181 23:05181 0:05181 1:05

Legend→ Bus stop not serviced by this trip

Shuttle drop off only service departing Pickering Station. Please advise the Operator of which bus stop you wish to be dropped off at.


181

Every 30 Minutes Every 30 Minutes


Late Night Shuttle Pickering

181Late Night Shuttle

Pickering


Pickering

Monday - Friday

West to Pickering Station | 110 | || Whites | 110B |

East to Pickering Parkway Terminal

Saturday

110 110


Sunday

110 110 110 110

West to Whites

West to Whites


ROUTE 110 FINCH WEST

Rou

te /

Bra

nch

Pick

erin

g Pa

rkw

ay T

erm

inal

| D

epar

t St

op #

931

12

Finc

h &

Val

ley

Farm

St

op #

179

2

Finc

h &

Whi

tes

St

op #

934

20

Pine

Gro

ve &

Alto

na

Stop

# 9

3232

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d

Stop

# 1

512

Pick

erin

g St

atio

n | A

rriv

e

Stop

# 9

3112

Rou

te /

Bra

nch

Pick

erin

g St

atio

n | D

epar

t

St

op #

254

9

Whi

tes

& K

ings

ton

| Nor

th |

St

op #

932

17

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d

St

op #

151

2

Alto

na &

Pin

e G

rove

Stop

# 9

3422

Finc

h &

Whi

tes

St

op #

934

19

Finc

h &

Val

ley

Farm

Stop

# 1

895

Pick

erin

g Pa

rkw

ay T

erm

inal

| A

rriv

e

Stop

# 9

3112

Rou

te /

Bra

nch

Pick

erin

g Pa

rkw

ay T

erm

inal

| D

epar

t St

op #

931

12

Finc

h &

Val

ley

Farm

St

op #

179

2

Finc

h &

Whi

tes

St

op #

934

20

Pine

Gro

ve &

Alto

na

Stop

# 9

3232

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d | A

rriv

e

St

op #

151

2

Rou

te /

Bra

nch

Whi

tes

& K

ings

ton

|Sou

th |

Dep

art

St

op #

932

16

Alto

na &

She

ppar

d

St

op #

151

2

Alto

na &

Pin

e G

rove

Stop

# 9

3422

Finc

h &

Whi

tes

St

op #

934

19

Finc

h &

Val

ley

Farm

Stop

# 1

895

Pick

erin

g Pa

rkw

ay T

erm

inal

| A

rriv

e

Stop

# 9

3112

Rou

te /

Bra

nch

Pick

erin

g Pa

rkw

ay T

erm

inal

| D

epar

t St

op #

931

12

Finc

h &

Val

ley

Farm

St

op #

179

2

Finc

h &

Whi

tes

St

op #

934

20

Pine

Gro

ve &

Alto

na

Stop

# 9

3232

Whi

tes

& K

ings

ton

| Sou

th |

St

op #

932

16

Alto

na &

She

ppar

d | A

rriv

e

St

op #

151

2

Rou

te /

Bra

nch

Whi

tes

& K

ings

ton

|Sou

th |

Dep

art

St

op #

932

16

Alto

na &

She

ppar

d

St

op #

151

2

Alto

na &

Pin

e G

rove

Stop

# 9

3422

Finc

h &

Whi

tes

St

op #

934

19

Finc

h &

Val

ley

Farm

Stop

# 1

895

Pick

erin

g Pa

rkw

ay T

erm

inal

| A

rriv

e

Stop

# 9

3112

110 - - - 05:28 05:39 → 05:47 110A - - - - 05:28 05:32 05:37 05:45 110B 07:05 07:11 07:16 07:21 07:32 07:37 110B 07:32 07:37 07:39 07:42 07:48 07:54 110B 07:05 07:11 07:16 07:21 07:36 07:41 110B 07:36 07:41 07:43 07:46 07:52 07:58110 - - - 05:55 06:06 → 06:14 110A 05:35 05:42 → → 05:53 05:57 06:02 06:10 110B 08:05 08:11 08:16 08:21 08:32 08:37 110B 08:32 08:37 08:39 08:42 08:48 08:54 110B 08:05 08:11 08:16 08:21 08:36 08:41 110B 08:36 08:41 08:43 08:46 08:52 08:58110 - - - 06:23 06:34 → 06:42 110A 06:00 06:07 → → 06:18 06:22 06:27 06:35 110B 09:05 09:11 09:16 09:21 09:32 09:37 110B 09:32 09:37 09:39 09:42 09:48 09:54 110B 09:05 09:11 09:16 09:21 09:36 09:41 110B 09:36 09:41 09:43 09:46 09:52 09:58110 06:35 06:40 06:46 06:53 07:04 → 07:12 110A 06:35 06:42 → → 06:53 06:57 07:02 07:10 110B 10:05 10:11 10:16 10:21 10:32 10:37 110B 10:32 10:37 10:39 10:42 10:48 10:54 110B 10:05 10:11 10:16 10:21 10:36 10:41 110B 10:36 10:41 10:43 10:46 10:52 10:58110 06:50 06:55 07:01 07:08 07:19 → 07:27 110A 06:50 06:57 → → 07:08 07:12 07:17 07:25 110B 10:35 10:41 10:46 10:51 11:02 11:07 110B 11:02 11:07 11:09 11:12 11:18 11:24 110B 11:05 11:11 11:16 11:21 11:36 11:41 110B 11:36 11:41 11:43 11:46 11:52 11:58110 07:10 07:15 07:21 07:28 07:39 → 07:47 110A 07:05 07:12 → → 07:23 07:27 07:32 07:40 110B 11:05 11:11 11:16 11:21 11:32 11:37 110B 11:32 11:37 11:39 11:42 11:48 11:54 110B 12:05 12:11 12:16 12:21 12:36 12:41 110B 12:36 12:41 12:43 12:46 12:52 12:58110 07:20 07:25 07:31 07:38 07:49 → 07:57 110A 07:20 07:27 → → 07:38 07:42 07:47 07:55 110B 11:35 11:41 11:46 11:51 12:02 12:07 110B 12:02 12:07 12:09 12:12 12:18 12:24 110B 13:05 13:11 13:16 13:21 13:36 13:41 110B 13:36 13:41 13:43 13:46 13:52 13:58110 07:30 07:35 07:41 07:48 07:59 → 08:07 110A 07:30 07:37 → → 07:48 07:52 07:57 08:05 110B 12:05 12:11 12:16 12:21 12:32 12:37 110B 12:32 12:37 12:39 12:42 12:48 12:54 110B 14:05 14:11 14:16 14:21 14:36 14:41 110B 14:36 14:41 14:43 14:46 14:52 14:58110 08:05 08:10 08:16 08:23 08:34 → 08:42 110A 08:05 08:12 → → 08:23 08:27 08:32 08:40 110B 12:35 12:41 12:46 12:51 13:02 13:07 110B 13:02 13:07 13:09 13:12 13:18 13:24 110B 15:05 15:11 15:16 15:21 15:36 15:41 110B 15:36 15:41 15:43 15:46 15:52 15:58110B 08:40 08:46 08:51 08:56 09:07 09:12 - 110B - - 09:07 09:12 09:14 09:17 09:22 09:28 110B 13:05 13:11 13:16 13:21 13:32 13:37 110B 13:32 13:37 13:39 13:42 13:48 13:54 110B 16:05 16:11 16:16 16:21 16:36 16:41 110B 16:36 16:41 16:43 16:46 16:52 16:58110B 09:05 09:11 09:16 09:21 09:32 09:37 - 110B - - 09:32 09:37 09:39 09:43 09:49 09:55 110B 13:35 13:41 13:46 13:51 14:02 14:07 110B 14:02 14:07 14:09 14:12 14:18 14:24 110B 17:05 17:11 17:16 17:21 17:36 17:41 110B 17:36 17:41 17:43 17:46 17:52 17:58110B - 110B - - 110B 14:05 14:11 14:16 14:21 14:32 14:37 110B 14:32 14:37 14:39 14:42 14:48 14:54 110B 18:05 18:11 18:16 18:21 18:36 18:41 110B 18:36 18:41 18:43 18:46 18:52 18:58110B 14:05 14:11 14:16 14:21 14:32 14:37 - 110B - - 14:32 14:37 14:39 14:43 14:49 14:55 110B 14:35 14:41 14:46 14:51 15:02 15:07 110B 15:02 15:07 15:09 15:12 15:18 15:24 110B 19:05 19:11 19:16 19:21 19:36 19:41 110B 19:36 19:41 19:43 19:46 19:52 19:58110B 14:35 14:41 14:46 14:51 15:03 15:08 - 110B - - 15:03 15:08 15:10 15:14 15:20 15:27 110B 15:05 15:11 15:16 15:21 15:32 15:37 110B 15:32 15:37 15:39 15:42 15:48 15:54 110B 20:05 20:11 20:16 20:21 20:36 20:41 110B 20:36 20:41 20:43 20:46 20:52 20:58110B 15:05 15:11 15:16 15:21 15:33 15:37 - 110B - - 15:33 15:38 15:40 15:44 15:50 15:57 110B 15:35 15:41 15:46 15:51 16:02 16:07 110B 16:02 16:07 16:09 16:12 16:18 16:24110 15:35 15:40 15:45 15:51 16:02 → 16:10 110A 16:00 16:07 → → 16:18 16:22 16:27 16:35 110B 16:05 16:11 16:16 16:21 16:32 16:37 110B 16:32 16:37 16:39 16:42 16:48 16:54110 16:00 16:05 16:10 16:16 16:27 → 16:35 110A 16:35 16:42 → → 16:53 16:57 17:02 17:10 110B 16:35 16:41 16:46 16:51 17:02 17:07 110B 17:02 17:07 17:09 17:12 17:18 17:24110 16:35 16:40 16:46 16:53 17:04 → 17:12 110A 16:55 17:02 → → 17:13 17:17 17:22 17:30 110B 17:05 17:11 17:16 17:21 17:32 17:37 110B 17:32 17:37 17:39 17:42 17:48 17:54 181 21:05110 16:58 17:03 17:09 17:16 17:27 → 17:35 110A 17:15 17:22 → → 17:33 17:37 17:42 17:50 110B 17:35 17:41 17:46 17:51 18:02 18:07 110B 18:02 18:07 18:09 18:12 18:18 18:24 181 22:05110 17:13 17:18 17:24 17:31 17:42 → 17:50 110A 17:35 17:42 → → 17:53 17:57 18:02 18:10 110B 18:05 18:11 18:16 18:21 18:32 18:37 110B 18:32 18:37 18:39 18:42 18:48 18:54110 17:35 17:40 17:46 17:53 18:04 → 18:12 110A 17:50 17:57 → → 18:08 18:12 18:17 18:25 110B 18:35 18:41 18:46 18:51 19:02 19:07 110B 19:02 19:07 19:09 19:12 19:18 19:24110 17:55 18:00 18:05 18:11 18:22 → 18:30 110A 18:15 18:22 → → 18:33 18:37 18:42 18:50 110B 19:05 19:11 19:16 19:21 19:32 19:37 110B 19:32 19:37 19:39 19:42 19:48 19:54110 18:10 18:15 18:20 18:26 18:37 → 18:45 110A 18:30 18:37 → → 18:48 18:52 18:57 19:05 110B 20:05 20:11 20:16 20:21 20:32 20:37 110B 20:32 20:37 20:39 20:42 20:48 20:54110 18:40 18:45 18:50 18:56 19:07 → 19:15 110A 19:05 19:12 → → 19:23 19:27 19:32 19:40 110B 21:05 21:11 21:16 21:21 21:32 21:37 110B 21:32 21:37 21:39 21:42 21:48 21:54110 19:10 19:15 19:20 19:26 19:37 → 19:45 110B - - 20:05 20:10 20:12 20:16 20:20 20:25 110B 22:05 22:11 22:16 22:21 22:32 22:37 110B 22:32 22:37 22:39 22:42 22:48 22:54110B 19:40 19:45 19:50 19:55 20:05 20:10 - 110B - - 20:32 20:37 20:39 20:43 20:49 20:55110B 20:05 20:11 20:16 20:21 20:32 20:37 - 110B - - 21:32 21:37 21:39 21:43 21:47 21:53110B 21:05 21:11 21:16 21:21 21:32 21:37 - 110B - - 22:32 22:37 22:39 22:42 22:47 22:53110B 22:05 22:11 22:16 22:21 22:32 22:37 - 181 23:05

181 0:05

181 23:05181 0:05181 1:05

Legend→ Bus stop not serviced by this trip



181

Every 30 Minutes Every 30 Minutes


Late Night Shuttle Pickering


Pickering


Pickering

Monday - Friday

West to Pickering Station | 110 | || Whites | 110B |


Saturday

110 110


Sunday

110 110 110 110

West to Whites

West to Whites


If this information is required in an accessible format, please call 1-866-247-0055

Documents

Traffic Impact Study - PickeringCANDEVCON LIMITED Page 3 Icon Homes January 2018 Traffic Impact Study Our File No. E16054 2. Proposed Development – Study Area The subject development