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Dundas MEP Developments Inc.
City of Toronto
219 and 231 Dundas Street East,
Proposed Mixed-Use Development
TRANSPORTATION IMPACT
STUDY
9782/200 April 2016
LEA Consulting Ltd.
Consulting Engineers & Planners
Suite 900, 625 Cochrane Drive, Markham, ON, L3R 9R9 CANADA
Tel: 905-470-0015 Fax: 905-470-0030 www.LEA.ca
April, 2016 Our Ref.: 9782/200
Re: Transportation Impact Study – Proposed Mixed-Use Development
219 and 231 Dundas Street East, City of Toronto
LEA Consulting Ltd. is pleased to present the findings of our Transportation Impact Study for the
proposed mixed-use development at 219 and 231 Dundas Street East in the City of Toronto. This report
concludes that the traffic associated with the proposed development will have acceptable impacts to the
local road network configuration. The proposed development will not require any intersection
improvements.
Should you have any question regarding this Transportation Impact Study, please do not hesitate to
contact the undersigned.
Yours very truly,
LEA Consulting Ltd.
Kenneth Chan, P. Eng., PTOE
Associate, Transportation Engineer
Michael McConnell, B.ES, M.Eng
Transportation Planner
Technical Transportation Report Page 1 of 26
219 and 231 Dundas Street East
TABLE OF CONTENTS
Project Background ........................................................................................................................... 4 1.0
Existing Transportation Conditions ................................................................................................. 5 2.0
2.1 Existing Road Network ..................................................................................................................... 6 2.2 Existing Transit Services .................................................................................................................. 7 2.3 Existing Bicycle Routes and Trails ................................................................................................... 9 2.4 Traffic Data Collection ..................................................................................................................... 9 2.5 Existing Intersection Capacity Analysis ........................................................................................... 10 2.6 Existing Transit Capacity .................................................................................................................. 11 Future Background Transportation Conditions ............................................................................. 12 3.0
3.1 Future Background Traffic Conditions ............................................................................................. 12 3.2 Future Background Intersection Capacity Analysis .......................................................................... 14 3.3 Future Background Transit Conditions ............................................................................................. 15 Future Total Transportation Conditions ......................................................................................... 16 4.0
4.1 Subject Site Vehicle Trip Generation ............................................................................................... 16 4.2 Vehicle Trip Distribution and Assignment ....................................................................................... 17 4.3 Future Total Intersection Capacity Analysis ..................................................................................... 19 4.4 Subject Site Transit Trip Generation ................................................................................................ 20 4.5 Transit Trip distribution and Assignment ......................................................................................... 21 4.6 Future Total Transit Capacity Analysis ............................................................................................ 22 Parking ................................................................................................................................................ 22 5.0
5.1 Bicycle Minimum Parking Rates ...................................................................................................... 22 5.2 Vehicle Minimum Parking Rates ...................................................................................................... 23 Loading Assessment ........................................................................................................................... 24 6.0
Conclusions ......................................................................................................................................... 26 7.0
Technical Transportation Report Page 2 of 26
219 and 231 Dundas Street East
April 2016
LIST OF TABLES Table 2-1: Existing Traffic Volume Collection Dates .................................................................................... 9 Table 2-2: Existing Levels of Service – Weekday AM and PM Peak Hour (Signalized) ............................ 10 Table 2-3: Existing Levels of Service – Weekday AM and PM Peak Hour (Unsignalized) ........................ 11 Table 2-4: Existing transit ridership – Bus and Streetcar Routes ................................................................. 12 Table 2-5: Existing TTC Route Capacity and Demand ................................................................................ 12 Table 3-1: Annual Corridor Growth Rates ................................................................................................... 12 Table 3-2: Background Development Potential Traffic Generators ............................................................. 13 Table 3-3: Future Background Levels of Service – Weekday AM and PM Peak Hour (Signalized) ........... 14 Table 3-4: Future Background Levels of Service – Weekday AM and PM Peak Hour (Unsignalized) ....... 15 Table 3-5: Future Background Transit Operations Analysis ........................................................................ 16 Table 3-6: 2031 Inbound Rapid Transit Capacity ......................................................................................... 16 Table 4-1: Proxy Site and Subject Site Urban Comparisons ........................................................................ 17 Table 4-2: Vehicular Trip Generation- 219 Dundas Street ........................................................................... 17 Table 4-3: Subject Site Vehicle Trip Distribution and Assignment.............................................................. 17 Table 4-4: Net Vehicle Trip Generation ....................................................................................................... 18 Table 4-5: Signalized Future Total Intersection Capacity Analysis ............................................................. 19 Table 4-6: Unsignalized Future Total Intersection Capacity Analysis ......................................................... 20 Table 4-7: Pedestrians Trip Generation- 219 Dundas Street East ................................................................. 20 Table 4-8: TTS 2011 Modal Split – Transit and Walking Trips .................................................................. 21 Table 4-9: Subject Site Walk and Trip Generation ...................................................................................... 21 Table 4-10: Subject Site Transit Route Distribution ..................................................................................... 21 Table 4-11: Subject Site Transit Route Ridership......................................................................................... 22 Table 4-12: Future Total Transit Ridership Analysis ................................................................................... 22 Table 5-1: Minimum Bicycle Parking – Green Standard (Tier 1) ................................................................ 23 Table 5-2: Minimum Vehicle Parking Standards - Zoning By-law 569-2013 .............................................. 23 Table 5-3: Provided Vehicle Parking ............................................................................................................ 23 Table 5-4: Proposed and Approved Developments with Reduced Parking .................................................. 24 Table 6-1: Subject Site Loading Summary ................................................................................................... 24
Technical Transportation Report Page 3 of 26
219 and 231 Dundas Street East
April 2016
Figure 1-1: Subject Site .................................................................................................................................. 4 Figure 1-2: Site Plan ....................................................................................................................................... 5 Figure 2-1: Existing Lane Configuration ........................................................................................................ 7 Figure 2-2: TTC Service Network .................................................................................................................. 8 Figure 2-3: Existing Traffic – Weekday AM Peak Hour ................................................................................ 9 Figure 2-4: Existing Traffic – Weekday PM Peak Hour............................................................................... 10 Figure 3-1: Net Background Development Growth-Weekday AM Peak Hour ............................................ 13 Figure 3-2: Net Background Development Growth-Weekday PM Peak Hour ............................................. 13 Figure 3-3: Future Background Traffic Volumes – Weekday AM Peak Hour ............................................. 14 Figure 3-4: Future Background Traffic Volumes – Weekday PM Peak Hour.............................................. 14 Figure 4-1: Net Subject Site Trips-Weekday AM Peak Hour ....................................................................... 18 Figure 4-2: Subject Site Trips-Weekday PM Peak Hour .............................................................................. 18
LIST OF APPENDICES APPENDIX A: Traffic Counts and Signal Timing Plans APPENDIX B: Existing Traffic Synchro Report APPENDIX C: Corridor Growth TMC Surveys APPENDIX D: Future Background Traffic Synchro Report APPENDIX E: Proxy Survey Rates APPENDIX F: TTS Distribution Pull APPENDIX G:TTS Transit Distribution Pull APPENDIX H: Future Total Traffic Synchro Report APPENDIX I: Truck Swept Path Diagrams
LIST OF FIGURES
Technical Transportation Report Page 4 of 26
219 and 231 Dundas Street East
April 2016
Project Background 1.0
LEA Consulting Ltd. (LEA) was retained by Dundas MEP Developments Inc. to conduct a
Transportation Impact Study for the proposed mixed-use development at 219 and 231 Dundas Street East,
located on south side of Dundas Street East, east of George Street and west of Pembroke Street (herein
referred to as the subject site). Figure 1-1 illustrates the subject site and the immediate surrounding area.
Source: Google Maps
Figure 1-1: Subject Site
The development proposal is for a mixed residential commercial development with 295 residential units
and 211 m2 of retail, with total parking supply of 96 spaces.
Vehicular access to the site will be possible via one driveway directly connected to Dundas Street East
from the site access. Additional details on the operations of the access are provided in Section 7.0. Figure
1-2 illustrates the ground floor site plan with detailed mapping of the driveway. The TTC routes within
walking distance to the subject site include: the 505 Dundas Street streetcar, The Yonge-University-
Spadina subway (via Dundas Station), and the 75 Sherbourne bus route. Details on transits services can
be found in section 2.2 Existing Transit Services section of this report.
Technical Transportation Report Page 5 of 26
219 and 231 Dundas Street East
April 2016
Source: Turner Fleischer
Figure 1-2: Site Plan
Existing Transportation Conditions 2.0
The following section provides descriptions and classifications of each roadway associated with the study
area and a summary of the multi-modal infrastructure within the vicinity of the site. For the purposes of
this study, these transportation modes include vehicular, public transit and bicycles.
Technical Transportation Report Page 6 of 26
219 and 231 Dundas Street East
April 2016
2.1 Existing Road Network
The existing road network in the study area includes
1. The signalized intersections of Jarvis Street and Dundas Street E,
2. The signalized intersections of Sherbourne Street and Dundas Street E,
3. The unsignalized intersections of George Street and Dundas Street E, and
4. The unsignalized intersections of Pembroke Street and Dundas Street E.
Dundas Street East is a four-lane east-west road under jurisdiction of the City of Toronto (herein
referred as the “City”). TTC’s #505 Dundas streetcar route operates along Dundas Street and streetcar
tracks are present within the inside lanes. Sidewalks are provided on both sides of the street. Dundas
Street E will provide the access to the subject site via one unsignalized driveway. It has an unposted speed
limit of 50 km/hr.
Jarvis Street is a five-lane road, with the centre lane operating as a northbound lane during the PM peak
period; approximately between 3:45 pm to 6:30 pm Monday to Friday. The centre lane operates as a
southbound lane in all other times, including weekends. TTC’s #141 Mount Pleasant bus route operates
northbound and southbound along Jarvis Street. Jarvis street at the intersection of Dundas Street E is
signalized with restrictions on northbound and southbound left turns from Jarvis Street to Dundas Street E
during the peak periods of 7:30 AM to 6:30 PM from Monday-Saturday. Sidewalks are provided at both
side of the street. The posted speed limit is 50 km/hr.
George Street north of Dundas Street East is a one-lane road under jurisdiction of the city, connecting
Gerrard Street to Dundas Street East. George Street at intersection of Dundas Street E is unsignalized;
with stop controls controlling northbound and southbound movements. The southbound left turn from
George Street to Dundas Street East is banned at all times. The southbound through movement is also
banned at all times, as southern section of George Street is northbound one-way road. Therefore only
southbound movement operated at the intersection is the right-turn movement. There is a pedestrian
crossover going across Dundas Street East on west side of the intersection. Sidewalks are provided on
both sides of the street. It has an unposted speed limit of 50 km/hr.
George Street south of Dundas Street East is a one-lane northbound one-way road connecting Shuter
Street to Dundas Street E. On-street parking is allowed on the west side. At the intersection of the George
Street and Dundas street E, unlike the northern section of the street, there are no restrictions on traffic
movements. Vehicles are permitted northbound left-turn movements, through movements and right-turn
movements at all times. Sidewalks are provided on both sides of the street. It has an unposted speed limit
of 50 km/hr.
Pembroke Street is a one-lane southbound one-way road connecting Gerrard Street to Dundas Street E,
then onwards to Shuter Street. On-street parking is allowed on the east side. At the intersection of the
Pembroke Street and Dundas Street E, no northbound movement is allowed and the southbound
movement is controlled with a stop sign. There is a pedestrian crossover going across Dundas Street E on
the east side of the intersection. It has unposted speed limit of 50 km/hr. Sidewalks are provided on both
sides of the street.
Technical Transportation Report Page 7 of 26
219 and 231 Dundas Street East
April 2016
Sherbourne Street is a one-lane north-south road under the jurisdiction of the city. There are northbound
and southbound bike lanes located edges of the lane going the same direction. The TTC bus route 75A
Sherbourne operates northbound and southbound along the street. The intersection of Sherbourne Street
and Dundas Street E is signalized, on which both southbound and northbound lanes along Sherbourne
Street acquire exclusive left turn lane. The intersection has no limits on movements; all movements are
permitted as long as the lane permits the said movement. All four corners of the intersection have transit
stops. The posted speed limit is 50 km/hr. Sidewalks are provided on both sides of the street.
Figure 2-1 illustrates the existing lane configuration within the study area.
Figure 2-1: Existing Lane Configuration
2.2 Existing Transit Services
The proposed development is located within an area serviced by the TTC. Specifically, the 505 Dundas
streetcar route, 141 Downtown/Mt Pleasant Express bus route, 75 Sherbourne bus route and Line 1
Yonge-University-Spadina subway route are accessible walking distance from the subject site. TTC
routes within the study area are illustrated in Figure 2-2.
Technical Transportation Report Page 8 of 26
219 and 231 Dundas Street East
April 2016
Source: TTC, October 2015
Figure 2-2: TTC Service Network
The 505 Dundas streetcar route provides east-west service, with transit stops accessible at the
intersection of Jarvis Street and Dundas Street E, approximately 150 m west of the subject site. The route
provides access to the Yonge-University subway via Dundas Station, with arrivals every 6 minutes during
the AM and PM peak hours. However, it is expected that majority of the residents from the subject site
will head to the subway station on foot.
The 75 Sherbourne bus route provides north-south service along Sherbourne Street, with transit stops
accessible intersection of Sherbourne Street and Dundas Street E, approximately 200 m northeast of the
subject site. The service operates all-day, every day with arrivals every 4 minutes are 40 seconds during
weekday A.M. peak period and every 6 minutes during weekday P.M. peak period.
The 141 Mt Pleasant Express bus route provides north-south express service, with transit stops
accessible at the intersection of Jarvis Street and Dundas Street E, approximately 150 m west of the
subject site. The route provides express services to Eglinton/Downtown. The route requires extra fares
plus the standard TTC fare and is operates only four southbound exclusive trips during AM peak hour and
two northbound only trips during PM peak hour. Due to these natures of the route, it is not
analyzed/considered for purposes of this study.
Yonge-University-Spadina Line 1 is u-shaped route running generally north-south direction along
Yonge Street, University Street and Spadina Road. The route operates from the northern area of Yonge
Street and Finch Avenue East, south to Union Station and then North again to the area of Allen road and
Technical Transportation Report Page 9 of 26
219 and 231 Dundas Street East
April 2016
Sheppard Avenue West. Line 1 connects with Line 2 at Bloor-Yonge, St George and Spadina Station and
with Line 4 at Sheppard-Yonge Station. Dundas Station on Line 1 is accessible 700 m west of the subject
site, 9 minute walking distance. The station is also accessible via 505 Dundas streetcar route, but with 6
minutes of service frequency, it is expected majority of the residents will arrive at station on foot.
2.3 Existing Bicycle Routes and Trails
Existing cycling infrastructure in the area is provided along Shuter Street with the use of marked lanes
located on the curb sides of the road.
2.4 Traffic Data Collection
In order to evaluate the existing traffic conditions, study area intersections were surveyed. Table 2-1
summarizes the source and dates of the traffic data utilized in this study. Traffic counts were conducted
on Tuesday, December 8th 2015. The morning and afternoon peak period study times were from 7:30-
9:30 AM and 4:00 PM to 6:00 PM, respectively. Raw traffic count data is appended to this report in
Appendix A.
Intersection Date of Survey Source
Jarvis Street / Dundas Street East
Tuesday, December 8, 2015
(7:00-9:30 AM)
(4:00-6:00 PM)
LEA Consulting
Ltd.
George Street / Dundas Street East
Subject Site Access / Dundas Street East
Pembroke Street / Dundas Street East
Sherbourne Street / Dundas Street East
Table 2-1: Existing Traffic Volume Collection Dates
Figure 2-3 and Figure 2-4 shows the existing AM and PM peak hour volumes obtained from the survey.
The traffic volumes were balanced along Dundas Street East.
Figure 2-3: Existing Traffic – Weekday AM Peak Hour
11
03
80
0
20
23
28
8
33
3
< 100 < 80
1 94
10
09
! 565 13 16 4 ! 690 25 ! 690 37 13 1 9 ! 682 49 39
21
0
39
! 593
659 8 $ > 57 722 722 8 9 690 690 > 5 695 695 8 $ 9 > 16 698 698 8 $ 9 > 29 702
363 51 = # ; 299 299 : ; 343 343 337 " 337 337 326 326 26 = : # ; 336
277 " 64
9
22 299 " 16
40 6 ? 317 " 277 " 66
22
7
20
35 ? 11 20 ? 23 ?
11
01
67
1
56
37
26
2
31
3
25
219 Dundas Street Mixed-Use Development
BALANCED EXISTING TRAFFIC LEGEND
Weekday AM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
Technical Transportation Report Page 10 of 26
219 and 231 Dundas Street East
April 2016
Figure 2-4: Existing Traffic – Weekday PM Peak Hour
2.5 Existing Intersection Capacity Analysis
The capacity analysis for the study area was undertaken using Synchro version 8.0 based on the Highway
Capacity Manual (2000) methodology adhering to the City of Toronto Impact Study Guidelines, July
2013. Each intersection’s peak hour factor from the turning movement count surveys was applied.
Existing traffic operations provide the baseline for future traffic operations and as such it is important to
understand how existing traffic operates on the boundary road system. A summary of the existing traffic
analysis results can be found in Appendix B.
Table 2-2 below tabulates weekday AM and PM peak hour levels of service under existing traffic
conditions for signalized intersections in the study area.
Intersection
AM Peak Hour PM Peak Hour
Movement
Overall Movements of Interest Overall Movements of Interest
V/C Delay (s) LOS V/C Delay (s) LOS Queue (m)
V/C Delay (s) LOS V/C Delay (s) LOS Queue (m)
95th 95th
Jarvis
Street &
Dundas
Street East
EBLTR
0.65 16 B
0.40 15 B 29
0.69 21 C
0.67 17 B 58
WBLTR 0.69 13 B 56 0.58 23 C 43
NBTR 0.52 16 B 51 0.62 21 C 60
SBTR 0.61 17 B 56 0.65 22 C 65
Sherbourne
Street &
Dundas
Street East
EBLTR
0.56 17 B
0.33 14 B 35
0.64 18 B
0.72 21 C 68
WBLTR 0.68 19 B 62 0.46 16 B 34
NBL 0.22 14 B 15 0.19 14 B 12
NBTR 0.43 16 B 44 0.55 18 B 59
SBL 0.13 13 B 10 0.18 14 B 12
SBTR 0.44 16 B 43 0.54 18 B 58
Table 2-2: Existing Levels of Service – Weekday AM and PM Peak Hour (Signalized)
The existing signalized intersection capacity analysis indicates residual capacity and acceptable levels of
service for all signalized movements during the weekday AM/PM peak hours.
Unsignalized intersections in the study area were also assessed with regards to weekday AM and PM peak
hour levels of service under existing traffic conditions. Table 2-3 below tabulates the findings.
72
7
11
63
37
36
36
5
39
0
< 68 < 741 61
66
6
! 342 13 32 5 ! 410 25 ! 403 37
9 10
17
! 395 49 39
27
8
48
! 323
403 8 $ > 49 459 459 8 9 410 410 > 1 404 404 8 $ 9 > 19 414 414 8 $ 9 > 37 434
803 99 = # ; 689 689 : ; 735 735 734 " : 741 741 746 746 44 = : # ; 758
643 " 99
6
46 689 " 17
41 1 ? 7 729 " 653 " 51
27
2
57
61 ? 2 14 12 ? 49 ?
77
6
10
42
58
41
36
4
38
0
25
219 Dundas Street Mixed-Use Development
BALANCED EXISTING TRAFFIC LEGEND
Weekday PM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
Technical Transportation Report Page 11 of 26
219 and 231 Dundas Street East
April 2016
Intersection Movement of
Interest
AM Peak Hour PM Peak Hour
Control Delay (s) 95th Queue (m) V/C LOS Control Delay (s) 95th Queue (m) V/C LOS
George Street & Dundas
Street East
NBL 36 4 0.13 E 144 12 0.44 F
NBTR 16 3 0.11 C 22 5 0.18 C
SBR 21 2 0.09 C 28 6 0.20 D
Site Driveway &
Dundas Street East
WBL 0 0 0.01 A 0 0 0.00 A
NBL 0 0 0.00 A 44 2 0.08 E
NBR 0 0 0.00 A 18 1 0.03 C
Pembroke Street &
Dundas Street East
WBL 1 0 0.02 A 2 1 0.03 A
SBL 30 2 0.07 D 44 6 0.21 E
SBTR 12 1 0.03 B 26 2 0.08 D
Table 2-3: Existing Levels of Service – Weekday AM and PM Peak Hour (Unsignalized)
The existing unsignalized intersection capacity analysis indicates residual capacity and acceptable levels
of service for all movements with the exception of the northbound left movement at the intersection of
George & Dundas during the PM peak hour. This movement is operating with residual capacity but a
delay consistent with an ‘F’ level of service. These results indicate sufficient if not inconsistent gaps for
left turning vehicles.
2.6 Existing Transit Capacity
The following sections show capacity analysis of existing transit conditions on bus and streetcar routes.
The data provided by the TTC indicated each route’s boarding, alighting and average load for the AM
peak hour (8:00 – 9:00) and the PM peak hour (17:00 – 18:00). To compensate for time difference
between the TTC data and the current system, growth rate of 2.2% for buses and 3.2% for streetcars were
implemented, compounded annually. The growth rates are derived from 1985 – 2014 Analysis of
ridership published by the TTC on July 29th of 2015. Since the oldest data provided by the TTC was a
year old, the most recent ridership growths within a year, between 2013 and 2014, were taken. Of note,
since the 75 Sherbourne TTC data was surveyed with less than a year, data was estimated to reflect the
current system. Therefore the ridership growth to current time was not implemented for 75 Sherbourne
bus route.
The capacities of each route were calculated as a function of following variables: the number of transit
units per peak hour, the type of transit unit and the transit unit’s capacity. The number of transit units per
peak hour for 75 Sherbourne bus route was derived using the recently updated (effective starting January
4th, 2016) new headways provided by TTC’s website. The number of transit units for 505 Dundas
streetcar route was provided on TTC’s Ridership Analysis. The type of transit vehicles for both routes
were provided by TTC’s January 3rd
– February 13th Service Summary Report. The types of transit
vehicles were also provided by the summary report. The transit unit’s capacities were provided by TTC’s
vehicle Crowding Standards.
The ridership demand is a function of average load before or after the boarding, the number of transit
vehicles and the alighting at the stops. The transit vehicles utilization percent has been separated as
arrival demand for before transit stops and departure demand for after the transit stops. The existing
ridership capacity analysis is as summarized on Table 2-4.
Technical Transportation Report Page 12 of 26
219 and 231 Dundas Street East
April 2016
Route Direction Location Capacity Departure Demand Departure %
Utilization Arrival Demand
Arrival %
Utilization
AM Peak Hour
75 Sherbourne NB Sherbourne & Dundas 702 312 44% 271 39%
75 Sherbourne SB Sherbourne & Dundas 702 471 67% 490 70%
505 Dundas EB Dundas & Jarvis 666 167 25% 196 29%
505 Dundas WB Dundas & Jarvis 666 557 84% 547 82%
PM Peak Hour
75 Sherbourne NB Sherbourne & Dundas 540 478 89% 441 82%
75 Sherbourne SB Sherbourne & Dundas 540 198 37% 219 41%
505 Dundas EB Dundas & Jarvis 814 472 58% 467 57%
505 Dundas WB Dundas & Jarvis 370 99 27% 97 26%
Table 2-4: Existing transit ridership – Bus and Streetcar Routes
The existing transit ridership analysis indicates that all routes have residual capacity at the respective
stops closest to the subject site.
The existing Line 1 subway operations are summarized in Table 2-5. Of note, Line 1’s AM peak hour
northbound V/C and PM peak hour data are not available in TTC’s report. However, the AM peak hour
southbound movements indicate the overall peak hour of ridership for both southbound and northbound
directions. This movement reflects the critical peak condition out of all movements operated on Line 1
during a typical weekday and thus is reflective of the worst ridership conditions out of all movements
operated.
Direction Capacity Inbound Demand V/C Inbound Deficiency
Yonge Subway Southbound (South of Bloor) 26,000 28,400 1.09 2,400
Table 2-5: Existing TTC Route Capacity and Demand
(Source TTC 2012 Downtown Rapid Transit Expansion Study)
The TTC’s Downtown Rapid Transit Expansion Study, published on September of 2012, indicates an AM
peak hour V/C of 1.09 for the southbound movements, south of the Bloor-Yonge transfer station. There is
an inbound deficiency of 2,400 riders relative to the City of Toronto Crowding Standards.
Future Background Transportation Conditions 3.0
3.1 Future Background Traffic Conditions
For the analysis of future background traffic conditions, this study considers a five-year horizon to the
year 2020. To accommodate new development outside of the study area, a corridor growth rate was
applied. The corridor growth rate was applied to the eastbound and westbound through movements along
the Dundas Street corridor and the northbound and southbound movements along the Jarvis and
Sherbourne corridors. The growth rates were calculated from turning movement counts at the intersection
of Dundas and Jarvis conducted by the City of Toronto in 2011 and the turning movement counts
conducted for this study in 2015. Negative annual growth was applied as a 0%. A summary of the
corridor growth rates is provided in Table 3-1. The historical turning movement counts are provided in
Appendix C.
Direction AM Peak Hour PM Peak Hour
Northbound Through 0%* 2%
Southbound Through 1% 0%*
Eastbound Through 1% 1%
Westbound Through 1% 1% Table 3-1: Annual Corridor Growth Rates
*-Indicates a negative observed growth rate
Technical Transportation Report Page 13 of 26
219 and 231 Dundas Street East
April 2016
In addition to corridor growth, there were background developments within the vicinity of the subject site
which were identified as trip generators. The background developments applied are summarized in Table
3-2.
# Address of Development Number of Units / Commercial GFA Status Firm
1 225 Jarvis Street 541 Units, 117 Hotel Units, 997 m2 of
Retail OMB Appeal MMM Group
2 155-163 Dundas Street East 384 Units and 384 m2 of Retail Under
Review BA Group
3 200 Dundas Street East 767 Units and 920 m2 of retail Under
Review IBI Group
4 175-191 Dundas Street East and 235 Jarvis
Street 534 Units and 186 m2 of Retail
Under
Review
LEA
Consulting
Table 3-2: Background Development Potential Traffic Generators
The vehicles generated by these proposed developments were applied to the road network according to
the developments respective Transportation Impact Studies. Trips generated by these background developments and the corridor growth rate are summarized in
Figure 3-1 and Figure 3-2.
Figure 3-1: Net Background Development Growth-Weekday AM Peak Hour
Figure 3-2: Net Background Development Growth-Weekday PM Peak Hour
79 89 113
16 1
< 41
1 79 ! 47 13 103
10 ! 36 25 ! 36 37 ! 36 49
1 15 ! 35
47 $ > 56 144 144 8 9 36 36 36 36 36 36 8 $ 35
52 5 = # ; 49 49 : ; 65 65 65 " ; 65 65 65 65 1 = 62
40 " 43 9 49 " 5 6 65 " 62 "
7 ? 2 ?
142
52 11 17
In: Out:
25
219 Dundas Street Mixed-Use Development
NET BACKGROUND GROWTH LEGEND
Weekday AM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
19 206
41 1 32
< 27
1 19 ! 50 13 37 4 ! 66 25 ! 66 37 ! 66 49
1 ! 63
50 $ > 33 110 110 8 9 66 66 66 66 66 66 8 63
81 28 = # ; 46 46 : ; 55 55 55 " ; 55 55 55 55 : # 54
40 " 151 6 46 " 7 5 55 " 54 " 2 32
13 ? 1 ?
65 157
12 1 34
In: Out:
25
219 Dundas Street Mixed-Use Development
NET BACKGROUND GROWTH LEGEND
Weekday PM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
Technical Transportation Report Page 14 of 26
219 and 231 Dundas Street East
April 2016
The net background development vehicle growth was applied to the existing traffic volumes to project the
2020 future background traffic volumes without the proposed development. The future background
volumes are illustrated in Figure 3-3 and Figure 3-4.
Figure 3-3: Future Background Traffic Volumes – Weekday AM Peak Hour
Figure 3-4: Future Background Traffic Volumes – Weekday PM Peak Hour
3.2 Future Background Intersection Capacity Analysis
Table 3-3 below tabulates the weekday AM and PM peak hour levels of service under future background
traffic conditions for signalized intersections in the study area.
Intersection
AM Peak Hour PM Peak Hour
Movement
Overall Movements of Interest Overall Movements of Interest
V/C Delay (s) LOS V/C Delay (s) LOS Queue (m)
V/C Delay (s) LOS V/C Delay (s) LOS Queue (m)
95th 95th
Jarvis Street &
Dundas Street
East
EBLTR
0.79 20 B
0.50 17 B 34
0.81 25 C
0.82 23 C 74
WBLTR 0.92 27 C 102 0.82 33 C 67
NBTR 0.56 17 B 55 0.72 23 C 71
SBTR 0.65 18 B 61 0.66 23 C 67
Sherbourne
Street &
Dundas Street
East
EBLTR
0.59 17 B
0.39 14 B 41
0.69 19 B
0.77 22 C 74
WBLTR 0.71 20 C 66 0.52 17 B 41
NBL 0.23 14 B 15 0.20 14 B 13
NBTR 0.43 16 B 44 0.61 20 B 67
SBL 0.13 13 B 10 0.20 14 B 12
SBTR 0.47 17 B 47 0.55 18 B 58
Table 3-3: Future Background Levels of Service – Weekday AM and PM Peak Hour (Signalized)
1182
889
133
23 305
334
< 141 < 80
1 94 1088
! 612 13 119
14 ! 726 25 ! 726 37 13 1 9 ! 718 49 40 225
39 ! 628
706 8 $ > 113 866 866 8 9 726 726 > 5 731 731 8 $ 9 > 16 734 734 8 $ 9 > 29 737
415 56 = # ; 348 348 : ; 408 408 402 " 402 402 391 391 27 = : # ; 398
317 " 692
31 348 " 21 46 6 ? 382 " 339 " 66 227
20
42 ? 11 20 ? 25 ?
1243
723
67 37 279
313
25
219 Dundas Street Mixed-Use Development
FUTURE BACKGROUND VOLUMES LEGEND
Weekday AM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
746
1369 78 36 366
422
< 95 < 74
1 61 685
! 392 13 69 9 ! 476 25 ! 469 37 9 10 17 ! 461 49 40 278
48 ! 386
453 8 $ > 82 569 569 8 9 476 476 > 1 470 470 8 $ 9 > 19 480 480 8 $ 9 > 37 497
884 127 = # ; 735 735 : ; 790 790 789 " : 796 796 801 801 44 = : # ; 812
683 "
1147 52 735 " 24 46 1 ? 7 784 " 707 " 53 304
57
74 ? 2 14 12 ? 50 ?
841
1199 70 41 365
414
25
219 Dundas Street Mixed-Use Development
FUTURE BACKGROUND VOLUMES LEGEND
Weekday PM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
Technical Transportation Report Page 15 of 26
219 and 231 Dundas Street East
April 2016
The future background intersection capacity analysis indicates residual capacity and acceptable levels of
service for all signalized movements. Of note, the westbound movements at the intersection of Jarvis and
Dundas are approaching capacity during the AM peak hour. However, the residual capacity over the other
movements at this intersection indicates signal optimization opportunities if required.
Relative to the existing conditions, the future background intersection capacity analysis indicates similar
conditions for the intersection of Sherbourne & Dundas and a general increase in demand for the
intersection of Jarvis & Dundas.
Unsignalized intersections in the study area were also assessed with regards to weekday AM/PM peak
hour levels of service under future background traffic conditions. Table 3-4 below tabulates the findings
Intersection Movement of
Interest
AM Peak Hour PM Peak Hour
Control Delay (s) 95th Queue (m) V/C LOS Control Delay (s) 95th Queue (m) V/C LOS
George Street & Dundas
Street East
NBL 67 9 0.29 F 348 24 0.93 F
NBTR 16 4 0.13 C 22 6 0.19 C
SBR 25 19 0.46 D 39 17 0.45 E
Site Driveway &
Dundas Street East
WBL 0 0 0.01 A 0 0 0.00 A
NBL 0 0 0.00 A 50 2 0.09 E
NBR 0 0 0.00 A 18 1 0.03 C
Pembroke Street &
Dundas Street East
WBL 1 0 0.02 A 1 1 0.03 A
SBL 33 2 0.08 D 37 5 0.18 E
SBTR 12 1 0.03 B 24 2 0.07 C
Table 3-4: Future Background Levels of Service – Weekday AM and PM Peak Hour (Unsignalized)
The future background unsignalized intersection capacity analysis indicates residual capacity and
acceptable levels of service for all movements with the exception of the northbound left movement at the
intersection of George and Dundas during the AM/PM peak hours. This movement is operating with
delay consistent with a level of service ‘F’. The PM peak hour northbound left is approaching capacity.
As the delays for this movement increase it is expected that drivers will become more aggressive and take
advantage of gaps which normally they would not or re-route.
3.3 Future Background Transit Conditions
For analysis of the future background transit conditions on transit systems, a five-year horizon to the year
2020 has been considered. The sections below outline our assumptions for the future background transit
conditions including transit service improvements and general ridership growth.
The city is in the process of rolling out a new stock of street cars, LFLRVs. These transit units are
articulated low floor street cars with a capacity of 130 riders, or 34 riders more compared to CLRVs,
streetcars currently operated on 505 Dundas. The TTC’s New Streetcar Implementation Plan, published
on June 24th of 2013, estimates that the new 505 Dundas streetcars will have headways of 6 m 45 s during
the AM peak hour and 6 m 40 s during the PM peak hour, equating to 9 vehicles per hour during both AM
and PM peak hours. The 505 Dundas Streetcar route is expected to receive new rolling stock sometime in
2016.
The following predictions on regards to Line 1’s improvements are taken from the TTC’s Downtown
Rapid Transit Expansion Study, September 2012. Line 1 is currently being upgraded with infrastructure
and system improvements that have and will increase the Line’s serviceability. The implementation of the
new ‘Toronto Rocket’ subway trains has increased capacity per transit unit by 10%, increasing the Line’s
capacity by 2,600. The TTC is also updating the current signaling system to an Automatic Train Control
(ATC) technology. Allowing trains to operate closer, increasing the Line capacity by approximately 30%.
The expected completion for ATC for the Y-U-S Line is 2020, falling within the horizon year. With these
Technical Transportation Report Page 16 of 26
219 and 231 Dundas Street East
April 2016
two upgrades, Line 1 subway route’s capacity is expected to increase from current 26,000 passengers per
hour to 38,000 passengers per hour.
To accommodate the ridership growth on bus and streetcar routes of the study area, growth rates of 2.2 %
for buses and 3.3 % for streetcars, compounded annually, were estimated. The growth rate is derived from
1985 – 2014 Analysis of Ridership published by the TTC on July 29th, 2015, estimated with the same
assumptions made in previous sections to keep the approach consistent.
Applying the growth rate and transit improvements to existing transit conditions analysis over five year
horizon to 2020 provides the future background transit operations analysis. Table 3-5 summarizes the
results.
Route Direction Location Capacity Departure
Demand
Departure %
Utilization
Arrival
Demand
Arrival %
Utilization
AM Peak Hour
75 Sherbourne NB Sherbourne & Dundas 702 348 50% 302 43%
75 Sherbourne SB Sherbourne & Dundas 702 525 75% 547 78%
505 Dundas EB Dundas & Jarvis 1170 197 17% 231 20%
505 Dundas WB Dundas & Jarvis 1170 656 56% 644 55%
PM Peak Hour
75 Sherbourne NB Sherbourne & Dundas 540 533 99% 492 91%
75 Sherbourne SB Sherbourne & Dundas 540 221 41% 244 45%
505 Dundas EB Dundas & Jarvis 1170 556 48% 550 47%
505 Dundas WB Dundas & Jarvis 1170 117 10% 114 10%
Table 3-5: Future Background Transit Operations Analysis
During PM peak hour, the northbound movement for 75 Sherbourne is nearing capacity. The 505 Dundas
shows significant improvements, especially the westbound movements during AM peak hour, with the
implementation of new LFLRV streetcars. All other movements are well within their own capacities for
the five-year horizon.
The analysis shows average of 6.8 % increase in utilization for 75 Sherbourne route. As previously
mentioned, the northbound movement during PM peak hour for said route is nearing capacity. 505
Dundas streetcar route shows average of 16 % decrease in utilization due to implementation of the new
streetcars.
As for the Y-U-S Line 1, the Downtown Rapid Transit Expansion Study takes the scope of its study to the
year 2031. The study indicates that in 2031, AM peak hour V/C equates to 0.94 for the southbound
movements, south of Bloor-Yonge transfer station. The V/C analysis includes the capacity increase from
the new Toronto Rocket Trains and the ATC signal upgrades. As the ridership analysis made by the study
was for year 2031, V/C for 2020 horizon year should be even lower. As a conservative approach, the
available 2031 estimated ridership will be used for section 4.4 Future Total Transit Capacity Analysis.
Table 3-6 illustrates the table from the Downtown Rapid Transit Expansion study.
Direction Capacity Inbound Demand V/C Inbound Deficiency
Yonge Subway Southbound (South of Bloor) 38,000 35,800 0.94 0
Source: Downtown Rapid Transit Expansion Study
Table 3-6: 2031 Inbound Rapid Transit Capacity
Future Total Transportation Conditions 4.0
4.1 Subject Site Vehicle Trip Generation
The proposed development consists of a 29 storey residential development (295 units), totalling 20,012
sq. m. (215,411 sq. ft.) of gross floor area. To estimate the trip generation for this proposed development,
Technical Transportation Report Page 17 of 26
219 and 231 Dundas Street East
April 2016
a proxy site was chosen which exhibits a similar urban environment, access to transit, and parking ratio as
the proposed development. A comparison of the subject site’s characteristics and the proxy site is
provided in Table 4-1.
15 Stafford Street (Proxy Site) 219 and 231 Dundas Street E (Subject Site)
Neighbourhood King West - Mid-rise residential and ground
floor retail along the King Corridor
Garden District – Low to mid-rise residential and
ground floor retail along the Dundas Corridor
Unit
Composition 142
(Studio: 0%, 1-Bed: 73%, 2-Bed: 25%, 3-Bed: 2%) 295
(Studio: 6%, 1-Bed: 66%, 2-Bed: 18%, 3-Bed: 10%)
Transit Access 504 King Streetcar (100 m) 505 Dundas Streetcar (150 m)
Table 4-1: Proxy Site and Subject Site Urban Comparisons
As indicated by the table above, the neighbourhoods, unit composition, and access to transit are similar
between the proxy site and the proposed subject site. Therefore, the proxy site’s trip generation rates are
applicable to the subject site.
A trip generation survey was conducted at this site from Friday, June 5th
2015 to Friday June 12th 2015.
The average weekday AM/PM peak hour vehicular trip generation rates are summarized and applied to
the proposed development in in Table 4-2. A more detailed account of the proxy site is provided in
Appendix E.
Direction AM Peak PM Peak
Inbound Outbound Two-Way Inbound Outbound Two-Way
Proxy Site Rate Per Unit
(15 Stafford Street) 0.054 0.114 0.168 0.115 0.061 0.176
Subject Site (295 Units) 16 34 50 35 18 53
Table 4-2: Vehicular Trip Generation- 219 and 231 Dundas Street
The proposed development is therefore expected to generate 50 two-way vehicle trips in the AM peak
hour and 53 two-way vehicle trips in the PM peak hour.
Of note, the nature of the ground floor 211 m2 GFA retail component caters to small-scale retail
establishments. It is thus assumed that these retail establishments will serve the local residents and the
pedestrian streetscape as opposed to the regional community. Therefore, the trip generation associated
with this use is expected to be minimal and will not be included in the future total analysis.
4.2 Vehicle Trip Distribution and Assignment
The trip distribution and assignment of the proposed development’s site trips were estimated using the
2011 Transportation Tomorrow Survey (TTS). A summary of the trip assignment is provided in Table
4-3 with additional details provided in Appendix F.
Corridor Direction
Distribution Assignment
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Inbound Outbound Inbound Outbound Inbound Outbound Inbound Outbound
Jarvis Northbound 34% 22% 34% 22% 5 7 12 4
Southbound 12% 35% 12% 35% 2 12 4 6
Dundas Westbound 28% 8% 28% 8% 5 3 10 1
Eastbound 12% 27% 12% 27% 2 9 4 5
Sherbourne Northbound 7% 6% 7% 6% 1 2 3 1
Southbound 6% 3% 6% 3% 1 1 2 1
Total 100% 100% 100% 100% 16 34 35 18
Table 4-3: Subject Site Vehicle Trip Distribution and Assignment
The proposed development will redevelop the existing parking. Therefore, the existing uses parking
generation was subtracted from the proposed developments vehicle trip generation for a net trip
generation which is summarized in Table 4-4.
Technical Transportation Report Page 18 of 26
219 and 231 Dundas Street East
April 2016
Direction AM Peak PM Peak
Inbound Outbound Two-Way Inbound Outbound Two-Way
Existing Development Trips 11 0 11 2 14 16
Proposed Development Trips 16 34 50 35 18 53
Net Vehicle Trip Generation 5 34 39 33 4 37
Table 4-4: Net Vehicle Trip Generation
The net vehicle trips generated by the subject site is therefore 39 two-way vehicle trips in the AM peak
hour and 37 two-way vehicle trips in the PM peak hour.
The vehicle trip assignment was applied to the road network and is illustrated in Figure 4-1 and Figure
4-2.
Figure 4-1: Net Subject Site Trips-Weekday AM Peak Hour
Figure 4-2: Subject Site Trips-Weekday PM Peak Hour
2 7 1 2
< 7
1 2 ! 3 13 ! 22 25 37 ! 2 49
1
3 9 > 12 22 22 22 22 > 2 2 2 2 2 8
-4 ; 3 3 3 3 : ; 12 12 12 12 2 = : 9
-4 " 5 3 " 3 ? 22 12 12 " 9 " 1
5 34 1 ?
12 5 1 1
In: 5 Out: 34
25
219 Dundas Street Mixed-Use Development
NET VEHICLE TRIP GENERATION LEGEND
Weekday AM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
4 4 2 1
< 4
1 4 ! -6 13 ! 5 25 37 ! 14 49
2 ! 9
-6 9 > 6 4 5 5 5 > 14 14 14 14 14 8 9
3 ; 19 19 19 19 : ; -1 -1 -1 1 = : -2
3 " 12 19 " 19 ? 5 -1 -1 " -2 " 3
33 4 1 ?
6 12 1 3
In: 33 Out: 4
25
219 Dundas Street Mixed-Use Development
NET VEHICLE TRIP GENERATION LEGEND
Weekday PM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
Technical Transportation Report Page 19 of 26
219 and 231 Dundas Street East
April 2016
4.3 Future Total Intersection Capacity Analysis
The future total volumes are illustrated in Figure 4-3 and Figure 4-4.
Figure 4-3: Future Total Traffic Volumes-Weekday AM Peak Hour
Figure 4-4: Future Total Traffic Volumes-Weekday PM Peak Hour
Table 4-5 below tabulates weekday AM and PM peak hour levels of service under future total traffic
conditions for signalized intersections in the study area. A more detailed future total Synchro report is
provided in Appendix H.
Intersection
AM Peak Hour PM Peak Hour
Movement
Overall Movements of Interest Overall Movements of Interest
V/C Delay (s) LOS V/C Delay (s) LOS Queue (m)
V/C Delay (s) LOS V/C Delay (s) LOS Queue (m)
95th 95th
Jarvis
Street &
Dundas
Street East
EBLTR
0.83 22 C
0.50 17 B 34
0.82 25 C
0.83 24 C 75
WBLTR 0.97 35 C 108 0.84 35 C 70
NBTR 0.57 17 B 56 0.73 23 C 72
SBTR 0.69 19 B 63 0.70 24 C 69
Sherbourne
Street &
Dundas
Street East
EBLTR
0.59 17 B
0.41 14 B 42
0.69 20 B
0.78 22 C 75
WBLTR 0.71 20 C 66 0.53 17 B 42
NBL 0.23 14 B 15 0.21 14 B 13
NBTR 0.43 16 B 44 0.61 20 B 67
SBL 0.13 13 B 10 0.20 14 B 12
SBTR 0.47 17 B 47 0.55 18 B 58
Table 4-5: Signalized Future Total Intersection Capacity Analysis
1184
896
133
23 306
336
< 148 < 80
1 94 1088 2 ! 615 13 119
14 ! 748 25 ! 726 37 13 1 9 ! 720 49 41 225
39 ! 628
709 8 $ 9 > 125 888 888 8 9 748 748 > 7 733 733 8 $ 9 > 16 736 736 8 $ 9 > 29 737
411 56 = # ; 351 351 : ; 411 411 402 " : ; 414 414 403 403 29 = : # ; 407
313 " 692
36 351 " 21 46 9 ? 22 12 394 " 348 " 67 227
20
42 ? 16 34 20 ? 26 ?
1255
728
67 37 280
314
In: 16 Out: 34
25
219 Dundas Street Mixed-Use Development
FUTURE TOTAL VOLUMES LEGEND
Weekday AM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
750
1373 78 36 368
423
< 99 < 74
1 61 685 4 ! 387 13 69 9 ! 481 25 ! 469 37
9 10 17 ! 475 49 42 278
48 ! 395
448 8 $ 9 > 88 574 574 8 9 481 481 > 15 484 484 8 $ 9 > 19 494 494 8 $ 9 > 37 506
887 127 = # ; 754 754 : ; 809 809 789 " : ; 795 795 800 800 45 = : # ; 809
686 "
1147 64 754 " 24 46 20 ? 12 6 783 " 704 " 56 304
57
74 ? 35 18 12 ? 51 ?
847
1211 70 41 366
417
In: 35 Out: 18
25
219 Dundas Street Mixed-Use Development
FUTURE TOTAL VOLUMES LEGEND
Weekday PM Peak Hour
NOT TO SCALE
Subject Site
SIGNALIZED INTERSECTION
E/W Street
Sherbourne StreetPembroke StreetGeorge StreetJarvis Street
Dundas Street
Technical Transportation Report Page 20 of 26
219 and 231 Dundas Street East
April 2016
The future total signalized intersection capacity analysis indicates residual capacity and acceptable levels
of service for all movements during the weekday AM/PM peak hours. Of note, the westbound movements
are approaching capacity similar to the future background conditions. Signal optimization opportunities
are available for this intersection and the westbound movement during the AM peak hour as a result of the
residual capacity of the other movements.
Unsignalized intersections in the study area were also assessed with regards to weekday AM and PM peak
hour levels of service under existing traffic conditions. Table 4-6 below tabulates the findings.
Intersection Movement
of Interest
AM Peak Hour PM Peak Hour
Control Delay (s) 95th Queue (m) V/C LOS Control Delay (s) 95th Queue (m) V/C LOS
George Street
& Dundas
Street East
NBL 72 9 0.31 F 382 25 0.99 F
NBTR 16 4 0.13 C 22 6 0.20 C
SBR 27 20 0.48 D 40 17 0.46 E
Site
Driveway &
Dundas Street East
WBL 0 0 0.01 A 1 1 0.03 A
NBL 28 4 0.14 D 59 5 0.17 F
NBR 15 1 0.04 C 18 1 0.02 C
Pembroke Street &
Dundas
Street East
WBL 1 0 0.02 A 1 1 0.03 A
SBL 34 2 0.08 D 38 5 0.18 E
SBTR 12 1 0.03 B 24 2 0.07 C
Table 4-6: Unsignalized Future Total Intersection Capacity Analysis
Similar to the future background conditions, the northbound left movement is expected to operate with a
level of service ‘F’ during the weekday AM/PM peak hours and is approaching capacity during the
weekday PM peak hour. The northbound left movement at the site driveway is also expected to operate
with a level of service ‘F’ during the PM peak hour. However, the minimal queuing and V/C ratio
indicates sufficient yet inconsistent gaps to accommodate all vehicles. Therefore further mitigation
measures are not required for this movement. All other unsignalized movements operate with residual
capacity and acceptable levels of service.
4.4 Subject Site Transit Trip Generation
To estimate the transit trip generation for this proposed development, the same proxy site was chosen as
the vehicle trip generation (15 Stafford). The average weekday AM/PM peak hour pedestrian trip
generation rates are summarized and applied to the proposed development in Table 4-7. A more detailed
account of the proxy site is provided in Appendix E.
Direction AM Peak PM Peak
Inbound Outbound Two-Way Inbound Outbound Two-Way
Proxy Site Rate Per Unit
(15 Stafford Street) 0.046 0.151 0.197 0.139 0.069 0.208
Subject Site (295 Units) 14 45 59 42 21 63
Table 4-7: Pedestrians Trip Generation- 219 and 231 Dundas Street East
The pedestrian trips generated by the residential units are expected to be 59 two-way trips during the A.M.
peak hour and 63 two-way trips during the P.M. peak hour. These pedestrian trips total the pedestrians
entering and leaving the premise on foot on which number of them will primarily head to nearest stops to
take the public transit. To determine the distributions of pedestrians taking the public transit, the 2011
Transportation Tomorrow Survey was utilized. The survey pulled the modal split of apartment trips
between pedestrians and transit riders as a primary mode of travel. The modal split of transit trips are as
listed in Table 4-8.
Technical Transportation Report Page 21 of 26
219 and 231 Dundas Street East
April 2016
Trip Mode Volume %
Walk 1,648 41 %
Transit 2,368 59 %
Total Pedestrians 4,016 100 %
Table 4-8: TTS 2011 Modal Split – Transit and Walking Trips
The modal split acquired by TTS analysis was then applied to the estimated subject site pedestrian trip
generation to find number of expected pedestrians that will ultimately use public transit. The results are as
summarized on Table 4-9.
AM Peak Hour PM Peak Hour
Inbound Outbound Total Inbound Outbound Total
Subject Site Pedestrian Trip Generation 14 45 59 42 21 63 Subject Site Walk Trip Generation
(41%) 6 18 24 17 9 26
Subject Site Transit Trip Generation
(59%) 8 27 35 25 12 37
Table 4-9: Subject Site Walk and Trip Generation
Thus, 295 residential units of the proposed development will produce 35 two-way transit trips in the A.M.
peak hour and 37 two-way trips in the P.M. peak hour.
4.5 Transit Trip distribution and Assignment
The transit trip distribution was based upon 2011 TTS Transit data base with individual analysis on the
A.M. peak hour and the P.M. peak hour outbound transit trips from the subject site. The data sets pulled
were filtered to include only the TTC home-based trips from apartment dwelling units. The distributions
were assigned to the transit routes within the study area based on logical judgement and fastest travel
times. It is assumed that P.M. peak hour inbound trips are mirrored opposites from the A.M. outbound
trips and A.M. peak hour inbound trips are mirrored opposites from the P.M. peak hour outbound trips, as
the TTS data pulled were home-based. The transit routes expected to be used by residents of proposed
development include 75 Sherbourne northbound and southbound bus routes, 505 Dundas eastbound and
westbound streetcar routes and the Yonge-University-Spadina subway line. Table 4-10 summarizes the
transit distribution of the proposed development’s transit trips by routes. Appendix G details the results
of the TTS data pulls.
Route Direction
AM Peak Hour PM Peak Hour
Inbound
Distribution
Outbound
Distribution
Inbound
Distribution
Outbound
Distribution
75 Sherbourne NB 2% 3% 9% 2%
SB 2% 9% 3% 2%
505 Dundas EB 5% 3% 23% 4%
WB 4% 23% 3% 5%
Y-U-S Subway NB 5% 48% 14% 82%
SB 82% 14% 48% 5%
Total 100% 100% 100% 100%
Table 4-10: Subject Site Transit Route Distribution
Applying the transit trip generation to the route distribution will determine the potential rider growth for
transit routes in question. Table 4-11 lists the generated trips assigned by transit routes within their
respectful direction.
Technical Transportation Report Page 22 of 26
219 and 231 Dundas Street East
April 2016
Route Direction
AM Peak Hour PM Peak Hour
Total Total Per
Route Inbound
Volume
Outbound
Volume
Inbound
Volume
Outbound
Volume
75 Sherbourne NB 0 1 2 0 3
6 SB 0 2 1 0 3
501 Queen EB 0 1 6 0 7
15 WB 0 6 1 1 8
Y-U-S
Subway
NB 1 13 3 10 27 51
SB 7 4 12 1 24
Total 8 27 25 12
72 35 37
Table 4-11: Subject Site Transit Route Ridership
4.6 Future Total Transit Capacity Analysis
The proposed developments transit ridership trip generation and distribution were applied to future
background transit analysis for the future total ridership. The following sections include future total
transit capacity of bus routes and streetcar routes only. The result of the future total transit ridership is as
summarized on Table 4-12.
Route Direction Location Capacity Departure
Demand
Departure %
Utilization
Arrival
Demand
Arrival %
Utilization
AM Peak Hour
75 Sherbourne NB Sherbourne & Dundas 702 349 50% 302 43%
75 Sherbourne SB Sherbourne & Dundas 702 527 75% 547 78%
505 Dundas EB Dundas & Jarvis 1170 198 17% 231 20%
505 Dundas WB Dundas & Jarvis 1170 662 57% 644 55%
PM Peak Hour
75 Sherbourne NB Sherbourne & Dundas 540 533 99% 494 91%
75 Sherbourne SB Sherbourne & Dundas 540 221 41% 245 45%
505 Dundas EB Dundas & Jarvis 1170 556 48% 556 48%
505 Dundas WB Dundas & Jarvis 1170 118 10% 115 10%
Table 4-12: Future Total Transit Ridership Analysis
The future total ridership analysis indicates similar operations when compared to the future background
ridership analysis.
The demands for 75 Sherbourne routes remain consistent with the future background analysis. It is
nearing capacity for the PM peak hour northbound movement, but there were no increases in utilization
created by the proposed development. The 505 Dundas Streetcar Routes were also consistent, with
maximum of 1% increases in utilizations. Essentially, the subject site causes minimal changes for the
nearby TTC bus and streetcar services.
As for Y-U-S Line 1 subway route, the subject site will generate 8 inbound and 17 outbound trips during
the AM peak hour. This will cause minimal changes to the capacity of the 2031 line capacity projections
summarized in Table 3-6 above.
Therefore, the proposed development is expected to cause minimal to no changes to the overall TTC route
capacity in the vicinity of the subject site.
Parking 5.0
5.1 Bicycle Minimum Parking Rates
The bicycle minimum parking standards are set out by the City of Toronto Zoning By-law 569-2013.
According to this document, proposed developments in Zone 1 are required to provide 0.9 long term
spaces and 0.1 short term spaces per residential unit. The resulting minimum bicycle standards for the
Technical Transportation Report Page 23 of 26
219 and 231 Dundas Street East
April 2016
proposed development are summarized in Table 5-1. Of note, the retail use is exempt from providing
bicycle spaces according to policy 230.5.10.1 (3) .
Use Proposed
Development
Rate (Per Unit Or Per 100
m2) Minimum Parking Standard
Provided
Spaces Residual
Long Term
Spaces
Short Term
Spaces
Long Term
Spaces
Short Term
Spaces
Total
Spaces
Residential Units
295 0.9 0.1 266 30 296 296 -
Table 5-1: Minimum Bicycle Parking – Green Standard (Tier 1)
The proposed development at 219 and 231 Dundas Street East requires 296 bicycle spaces and provides
296 bicycle spaces. Therefore, the proposed development is in conformance with the minimal bicycle
parking standards.
5.2 Vehicle Minimum Parking Rates
The proposed development at 219 and 231 Dundas Street is subject to the parking standards outlined in
the City of Toronto Zoning By-law 569-2013 and Policy Area 1 within the Zoning By-law.
The proposed development comprises of 295 residential units within four underground parking levels.
The underground parking levels will provide a total of 71 residential parking spaces, 4 residential car
share spaces, and 21 visitor/commercial spaces. Table 5-2 below summarizes the applied parking rates to
site statistics. As instructed by the city from By-law 569-2013, fraction spaces were rounded down.
Use Unit
Classif ication Units
Parking
Rate
Parking Occupancy Rates Parking Standards
AM PM Evening AM PM Evening
Residential
Studio Unit 19 0.3 100% 100% 100% 5 5 5
One-Bedroom 195 0.5 100% 100% 100% 97 97 97
Two-Bedroom 52 0.8 100% 100% 100% 41 41 41
Three-Bedroom 29 1.0 100% 100% 100% 29 29 29
Visi tor 295 0.1 10% 35% 100% 2 10 29
Total 174 182 201
Table 5-2: Minimum Vehicle Parking Standards - Zoning By-law 569-2013
The City of Toronto Zoning By-law 569-2013 specifies a minimum of 201 parking spaces to be supplied.
The site plan indicates the provision of 71 residential parking spaces, 4 residential car share spaces, and
21 visitor/commercial spaces. Table 5-3 summarizes the provided parking in comparison to the required
vehicle parking.
By- Law Parking Spaces
Standard
Parking Spaces
Provided With Car Share Difference
Residential 172 71
4 Spaces with each Car
Share:
4*4 = 16
-85
Residential-
Visitor/Commercial 29 21 0 -8
Total 201 92 16 -93
Table 5-3: Provided Vehicle Parking
As summarized, the proposed development is short by 93 parking spaces, when including the provision of
the 4 car share spaces, from the applicable by-law. According to the City of Toronto report titled:
‘Parking Standards Review: Examination of Potential Options and Impacts of Car Share Programs on
Parking Standards’ the provision of a car share space should reduce the minimum parking requirement by
Technical Transportation Report Page 24 of 26
219 and 231 Dundas Street East
April 2016
up to 4 parking spaces for each dedicated car share. The provision of 4 car share spaces therefore results
in an equivalent of 16 parking spaces in reduced auto ownership for the subject site.
It is in our opinion that the provided parking spaces for the residential use is within acceptable standards
considering the cycling, transit, and pedestrian infrastructure in the vicinity of the subject site. The subject
site is serviced by excellent transit service as it has the frequent east-west 505 Streetcar approximately
150 meters from the front door and the north-south rapid transit Line 1 subway approximately 650 meters
from the front door. Furthermore, the Sherbourne corridor within the vicinity of the subject site has
designated north-south cycling lanes. With the cycling infrastructure and the locations of the subject site,
cyclists can travel anywhere within the downtown core within 20 minutes. This infrastructure and service
enables residents of the proposed development to feasibly not own a vehicle thus reducing the demand for
parking spaces.
Furthermore, a review of several comparable developments in the area is summarized in Table 5-4. The
comparable developments include 21 Dundas Square, 2 Gloucester Street, and 1 Yorkville.
Developments Residential Units Residential
Parking
Spaces
Residential
Parking Rate
Walk Score
(Transit
Score) Studio 1-Bed 2-Bed 3-Bed Total
21 Dundas Square 12
(5%)
206
(57%)
144
(61%)
0
(0%) 362 8 0.19 100 (100)
2 Gloucester Street 112
(48%)
60
(26%)
31
(13%)
29
(13%) 232 66 0.28 99 (98)
1 Yorkville Avenue 3
(1%)
404
(70%)
102
(18%)
68
(12%) 577 162 0.28 100 (95)
219 and 231 Dundas
Street (Subject Site)
19
(6%)
195
(66%)
52
(18%)
29
(10%) 295 87* 0.29 99 (96)
*Including Car Share Parking Space Ratio
Table 5-4: Approved Developments with Reduced Parking
The provided residential parking spaces ratio, with the car share parking space equivalent, is comparable
to similar approved developments in the vicinity of the subject site. Therefore, considering the highly-
developed public transit, cycling, pedestrian networks, and easily accessible services and amenities
available to future residents of the proposed development, relief from the City of Toronto’s current zoning
by-law would be reasonable.
Loading Assessment 6.0
Table 6-1 below summarizes the requirements and provisions of loading spaces according to the
applicable zoning by-law. The retail component is exempt from providing a loading space according to
the City of Toronto Zoning By-Law 569-2013.
Subject Site Residential
Units
City of Toronto Zoning By-Law 569-2013 Loading
Requirement
Site Plan
Provisions
219 and 231 Dundas Street East
295 1-Type G 1-Type G
Table 6-1: Subject Site Loading Summary
The subject site complies with the City-wide Zoning By-Law 569-2013 Loading requirements with the
provision of 1-Type-G loading space. The truck turn diagram confirms sufficient turning radii to
accommodate a garbage truck within the subject site. Truck turning diagrams are provided in Appendix I.
Technical Transportation Report Page 25 of 26
219 and 231 Dundas Street East
April 2016
Vehicular Access 7.0
It is our opinion that the subject site access via Dundas Street East will not create any traffic or safety
issues. These figures indicate sufficient site lines for outgoing vehicles to see the pedestrians crossing the
driveway and the nearby crosswalk. Furthermore, the site configuration has the ramp at the far end of the
site which provides drivers space to become aware of their surroundings after they incline the ramp.
A review of the Transportation Association of Canada Stop Sight Distance and Sight Decision Distance
Guidelines in relation to the subject site driveway does not indicate safety issues. Outbound vehicles have
sufficient sight lines to make a safe judgement regarding the vehicle gaps along Dundas Street East and
the vehicles along Dundas Street East have sufficient sight lines to slow down to accommodate the
outbound vehicle if necessary.
The inbound traffic making a left turn into the subject site from Dundas Street (2 vehicles in the AM peak
hour and 14 vehicles in the PM peak hour) are sufficiently minimal as to limit the traffic delays associated
with this development. As summarized in Table 4-6, the westbound left movements control delay during
the weekday PM peak hour is 1.4 seconds. Therefore, the streetcars and vehicle traffic will be minimally
delayed.
This driveway and the ground floor plan also provide sufficient turning radii to allow loading vehicles to
completely turnaround within the subject site. The loading vehicles will therefore front into and out of the
subject site.
Technical Transportation Report Page 26 of 26
219 and 231 Dundas Street East
April 2016
Conclusions 8.0
The development proposal is for a mixed residential commercial development with 295 residential units
and 211 m2 of retail, with total parking supply of 96 spaces.
During Existing Conditions:
The existing signalized intersection capacity analysis indicates residual capacity and acceptable
levels of service for all signalized movements during the weekday AM/PM peak hours.
The existing unsignalized intersection capacity analysis indicates residual capacity and acceptable
levels of service for all movements with the exception of the northbound left movement at the
intersection of George & Dundas during the PM peak hour.
During Future Background Conditions:
Corridor growth rates were calculated from turning movement counts at the intersection of
Dundas and Jarvis conducted by the City of Toronto in 2011 and the turning movement counts
conducted for this study in 2015. The Growth Rates were applied to the eastbound and westbound
through movements along the Dundas Street corridor and the northbound and southbound
movements along the Jarvis and Sherbourne corridors.
Four background developments were identified as major trip generators in the vicinity of the
subject site. The vehicles generated by these proposed developments were applied to the road
network according to the developments respective Transportation Impact Studies.
The future background intersection capacity analysis indicates residual capacity and acceptable
levels of service for all signalized movements and residual capacity and acceptable levels of
service for all movements with the exception of the northbound left movement at the intersection
of George and Dundas during the AM/PM peak hours. As the delays for this movement increase
it is expected that drivers will become more aggressive and take advantage of gaps which
normally they would not.
During Future Total Conditions:
The net vehicle trips generated by the subject site is 39 two-way vehicle trips in the AM peak
hour and 37 two-way vehicle trips in the PM peak hour.
The future total intersection capacity analysis indicates residual capacity and acceptable levels of
service for all movements during the weekday AM/PM peak hours. Similar to the future
background conditions, the unsignalized northbound left movement at the intersection of George
and Dundas is expected to operate with a level of service ‘F’ during the weekday AM/PM peak
hours and is approaching capacity during the weekday PM peak hour. The northbound left
movement at the site driveway is also expected to operate with a level of service during the PM
peak hour. However, the minimal queuing and V/C ratio at this movement indicates sufficient yet
inconsistent gaps to accommodate all vehicles.
The loading provisions are in compliance with the applicable city wide zoning By-law 569-2013.
The parking provisions are short from the applicable city wide zoning By-law 569-2013 by 89
spaces. However, considering the highly-developed public transit, cycling, pedestrian networks,
and easily accessible services and amenities available to future residents of the proposed
development, relief from the City of Toronto’s current zoning by-law would be reasonable.
Transit Ridership Analysis:
The results of the transit ridership analysis indicate acceptable impacts the local TTC Routes.
APPENDIX A
Existing Traffic Counts and Signal Timing Plans
ISSUED TO: Lea Consulting Ltd. (Anatole V. Kung) OUR REF: 15222
DATE: STAFF: SQ/TZ
DISTRICT:
COMPUTER SYSTEM:
CONTROLLER/CABINET TYPE:
CONFLICT FLASH:
DESIGN WALK SPEED:
CHANNEL/DROP:
CONTROLLER FIRMWARE:
OFF AM PM Phase Mode
M-F M-F (Fixed/Demanded/Callable)
Pattern 1 Pattern 2 Pattern 3
(Split 1) (Split 2) (Split 3)
1 WLK NSWK = 7 sec. NSFD = 14 sec.
FDW EWWK = 7 sec. EWFD = 15 sec.
MIN
MAX1
AMB
ALR
SPLIT
2 WLK 7
FDW 14
MIN 21
MAX1 23
AMB 4
ALR 2
SPLIT 29 35 33
3 WLK
FDW
MIN
MAX1
AMB
ALR
SPLIT
4 WLK 7
FDW 15
MIN 22
MAX1 25
AMB 4
ALR 2
SPLIT 31 35 42
5 WLK
FDW
MIN
MAX1
AMB
ALR
SPLIT
6 WLK 7
FDW 14
MIN 21
MAX1 23
AMB 4
ALR 2
SPLIT 29 35 33
7 WLK
FDW Demanded.
MIN 6 (Shared left/through lane)
MAX1 6 (15:30 - 18:15, M-F.)
AMB 3
ALR 1
SPLIT 11
8 WLK 7
FDW 15
MIN 22
MAX1 25
AMB 4
ALR 2
SPLIT 31 35 31
60 70 75
26 65 53
APS to be activated.
Pre-Pan AM timing were implemented on August 18, 2015
LOCATION: Jarvis St & Dundas St East Toronto & East York
MODE/COMMENT: FXT with 2-Wire Polara APS, RLC TransSuite
PX: 8 PEEK ATC-1000 / TS2 T1
PREPARED/CHECKED BY: KC / HL Red & Red
PREPARATION DATE: March 13, 2015 1.0 m/s (FDW based on full crossing at 1.2 m/s)
IMPLEMENTATION DATE: August 18, 2015 4024/6
3.014.2511
NEMA Phase Remarks
All Other
Times
06:45-09:30 15:30-18:15
Local Plan
System Plan
Pedestrian Minimums:
APS on during EWWK & NSWK when activated by
pushbutton.Extended APS Push Activation = 3secs.
Jarvis St
Fixed.
Dundas St East
Fixed.
Jarvis St
Fixed.
NOTES: Picked up on TransSuite on May 22, 2015
Dundas St East
Fixed.
CL
OF
December 16, 2015
CITY OF TORONTO – TRANSPORTATION SERVICES
ITS OPERATIONS – TRAFFIC SIGNALS
703 Don Mills Rd, Fifth Floor, Toronto ON M3C 3N3
Phone: 416-397-5770, Fax: 416-397-5777
CURRENT SIGNAL TIMING INFORMATION
NOT USED
NOT USED
NOT USED
PX0008.xls 22/12/2015
ISSUED TO: Lea Consulting Ltd. (Anatole V.Kung) OUR REF: 15222
DATE: STAFF: SQ/TZ
DISTRICT:
COMPUTER SYSTEM:
CONTROLLER/CABINET TYPE:
CONFLICT FLASH:
DESIGN WALK SPEED:
CHANNEL/DROP:
OFF AM PM Phase Mode
Local Plan Pattern 1 Pattern 2 Pattern 3Split Table Split 1 Split 2 Split 3
1 WLK EWWK = 7 sec. EWFD = 13 sec.
FDW NSWK = 7 sec. NSFD = 16 sec.
MIN
MAX1
AMB
ALR
SPLIT
Dundas St
2 WLK 7
FDW 13 Fixed
MIN 20 POZ activated by
MAX1 23 Request Loop
AMB 4
ALR 2
SPLIT 29 35 35
3 WLK
FDW
MIN
MAX1
AMB
ALR
SPLIT
Sherbourne St
4 WLK 7
FDW 16 Fixed
MIN 23 POZ activated by
MAX1 25 Request Loop
AMB 4
ALR 2
SPLIT 31 35 35
5 WLK
FDW
MIN
MAX1
AMB
ALR
SPLIT
Dundas St
6 WLK 7
FDW 13 Fixed
MIN 20 POZ activated by
MAX1 23 Request Loop
AMB 4
ALR 2
SPLIT 29 35 35
7 WLK
FDW
MIN
MAX1
AMB
ALR
SPLIT
Sherbourne St
8 WLK 7
FDW 16 Fixed
MIN 23 POZ activated by
MAX1 25 Request Loop
AMB 4
ALR 2
SPLIT 31 35 35
CL 60 70 70
OF 49 1 45
Notes:
LOCATION: Dundas St & Sherbourne St Toronto & East York
MODE/COMMENT: FXT with TSP TransSuite
PX: 258 PEEK ATC - 1000 / TS2 T1
PREPARED/CHECKED BY: IK / DS Red & Red
PREPARATION DATE: March 18, 2015 1.0 m/s (FDW based on full crossing @1.2m/s)
IMPLEMENTATION DATE: March 19, 2015 4076 / 21
NEMA Phase RemarksAll Other
Times
06:45-09:30
M-F
15:30-18:15
M-F(Fixed/Demanded or Callable)
Pedestrian Minimums:
See back for TSP instructions.
TSP enabled for EB, WB, NB and SB on September 11,
2015.
(max extension of 16 secs in
Green/Don't Walk)
(max extension of 16 secs in
Green/Don't Walk)
(max extension of 16 secs in
Green/Don't Walk)
(max extension of 16 secs in
Green/Don't Walk)
Picked up under TransSuite system control on Jan 24, 2014 at approximately 11:00.
December 16, 2015
CITY OF TORONTO – TRANSPORTATION SERVICES
ITS OPERATIONS – TRAFFIC SIGNALS
703 Don Mills Rd, Fifth Floor, Toronto ON M3C 3N3
Phone: 416-397-5770, Fax: 416-397-5777
CURRENT SIGNAL TIMING INFORMATION
NOT USED
N
NOT USED
NOT USED
NOT USED
PX0258.XLS 22/12/2015
File Name : 9782_Dundas_Jarvis_AM_281380_12-08-2015Site Code : Start Date : 08/12/2015Page No : 3
Jarvis StreetSouthbound
Dundas Street EastWestbound
Jarvis StreetNorthbound
Dundas Street EastEastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. TotalPeak Hour Analysis From 07:00 to 09:30 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 08:00
08:00 0 248 18 0 266 12 121 30 0 163 0 158 4 0 162 12 76 8 0 96 68708:15 3 271 25 0 299 19 137 23 0 179 0 158 5 0 163 17 60 7 0 84 72508:30 0 256 22 0 278 14 157 24 0 195 0 164 8 0 172 12 79 11 0 102 74708:45 0 234 29 0 263 12 150 23 0 185 1 169 5 0 175 10 62 9 0 81 704
Total Volume 3 1009 94 0 1106 57 565 100 0 722 1 649 22 0 672 51 277 35 0 363 2863% App. Total 0.3 91.2 8.5 0 7.9 78.3 13.9 0 0.1 96.6 3.3 0 14 76.3 9.6 0
PHF .250 .931 .810 .000 .925 .750 .900 .833 .000 .926 .250 .960 .688 .000 .960 .750 .877 .795 .000 .890 .958Lights 3 990 92 0 1085 53 541 93 0 687 1 634 21 0 656 47 254 34 0 335 2763
% Lights 100 98.1 97.9 0 98.1 93.0 95.8 93.0 0 95.2 100 97.7 95.5 0 97.6 92.2 91.7 97.1 0 92.3 96.5Buses 0 7 1 0 8 1 11 4 0 16 0 4 0 0 4 1 16 0 0 17 45
% Buses 0 0.7 1.1 0 0.7 1.8 1.9 4.0 0 2.2 0 0.6 0 0 0.6 2.0 5.8 0 0 4.7 1.6Trucks 0 12 1 0 13 3 13 3 0 19 0 11 1 0 12 3 7 1 0 11 55
% Trucks 0 1.2 1.1 0 1.2 5.3 2.3 3.0 0 2.6 0 1.7 4.5 0 1.8 5.9 2.5 2.9 0 3.0 1.9
LEA Consulting Ltd.625 Cochrane Drive, 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782_Dundas_Jarvis_AM_281380_12-08-2015Site Code : Start Date : 08/12/2015Page No : 4
Jarvis Street
Du
nd
as S
tre
et
Ea
st
Du
nd
as S
tree
t Ea
st
Jarvis Street
Right
92 1 1
94 Thru
990 7
12 1009
Left
3 0 0 3
Peds
0 0 0 0
InOut Total774 1085 1859
9 8 17 17 13 30
800 1906 1106
Rig
ht
93
4
3
1
00
T
hru
54
1
11
1
3
56
5
Le
ft 53
1
3
5
7
Pe
ds 0
0
0
0
Ou
tT
ota
lIn
27
8
68
7
96
5
16
1
6
32
8
1
9
27
3
02
1
02
4
72
2
Left1 0 0 1
Thru634
4 11
649
Right21 0 1
22
Peds0 0 0 0
Out TotalIn
1077 656 1733 8 4 12
16 12 28 1101 1773 672
Le
ft47
1
3
5
1
Th
ru25
4
16
7
2
77
R
igh
t
34
0
1
3
5
Pe
ds0
0
0
0
To
tal
Ou
tIn
63
4
33
5
96
9
12
1
7
29
1
4
11
2
5
66
0
10
23
3
63
Peak Hour Begins at 08:00 LightsBusesTrucks
Peak Hour Data
North
LEA Consulting Ltd.625 Cochrane Drive, 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782_Dundas_Jarvis_PM_281382_12-08-2015Site Code : Start Date : 08/12/2015Page No : 3
Jarvis StreetSouthbound
Dundas Street EastWestbound
Jarvis StreetNorthbound
Dundas Street EastEastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. TotalPeak Hour Analysis From 16:00 to 18:00 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00
17:00 1 163 14 0 178 16 89 15 0 120 1 263 16 0 280 19 154 17 0 190 76817:15 0 159 15 0 174 7 94 19 0 120 1 259 8 0 268 29 178 7 0 214 77617:30 1 164 15 0 180 11 72 17 0 100 0 250 11 0 261 27 168 19 0 214 75517:45 0 180 17 0 197 15 87 17 0 119 1 224 11 0 236 24 143 18 0 185 737
Total Volume 2 666 61 0 729 49 342 68 0 459 3 996 46 0 1045 99 643 61 0 803 3036% App. Total 0.3 91.4 8.4 0 10.7 74.5 14.8 0 0.3 95.3 4.4 0 12.3 80.1 7.6 0
PHF .500 .925 .897 .000 .925 .766 .910 .895 .000 .956 .750 .947 .719 .000 .933 .853 .903 .803 .000 .938 .978Lights 1 655 61 0 717 49 324 67 0 440 3 992 45 0 1040 99 630 61 0 790 2987
% Lights 50.0 98.3 100 0 98.4 100 94.7 98.5 0 95.9 100 99.6 97.8 0 99.5 100 98.0 100 0 98.4 98.4Buses 0 3 0 0 3 0 12 1 0 13 0 3 0 0 3 0 11 0 0 11 30
% Buses 0 0.5 0 0 0.4 0 3.5 1.5 0 2.8 0 0.3 0 0 0.3 0 1.7 0 0 1.4 1.0Trucks 1 8 0 0 9 0 6 0 0 6 0 1 1 0 2 0 2 0 0 2 19
% Trucks 50.0 1.2 0 0 1.2 0 1.8 0 0 1.3 0 0.1 2.2 0 0.2 0 0.3 0 0 0.2 0.6
LEA Consulting Ltd.625 Cochrane Drive, 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782_Dundas_Jarvis_PM_281382_12-08-2015Site Code : Start Date : 08/12/2015Page No : 4
Jarvis Street
Du
nd
as S
tre
et
Ea
st
Du
nd
as S
tree
t Ea
st
Jarvis Street
Right
61 0 0
61 Thru
655 3 8
666 Left
1 0 1 2
Peds
0 0 0 0
InOut Total1158 717 1875
4 3 7 1 9 10
1163 1892 729
Rig
ht
67
1
0
6
8
Th
ru
32
4
12
6
3
42
L
eft 49
0
0
4
9
Pe
ds 0
0
0
0
Ou
tT
ota
lIn
67
6
44
0
11
16
1
1
13
2
4
4
6
10
6
91
1
15
0
45
9
Left3 0 0 3
Thru992
3 1
996
Right45 0 1
46
Peds0 0 0 0
Out TotalIn
765 1040 1805 3 3 6 8 2 10
776 1821 1045
Le
ft99
0
0
9
9
Th
ru63
0
11
2
6
43
R
igh
t
61
0
0
6
1
Pe
ds0
0
0
0
To
tal
Ou
tIn
38
8
79
0
11
78
1
2
11
2
3
6
2
8
40
6
12
09
8
03
Peak Hour Begins at 17:00 LightsBusesTrucks
Peak Hour Data
North
LEA Consulting Ltd.625 Cochrane Drive, 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782-DundasSt&GeorgeSt-AMSite Code : 97820020Start Date : 08/12/2015Page No : 3
Project#: 9782Location: Dundas St E & George StWeather: ClearSurveyor: Michael Loo
George StreetFrom North
Dundas Street EastFrom East
George StreetFrom South
Dundas Street EastFrom West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 08:00 to 08:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 08:00
08:00 3 0 3 40 46 0 0 1 22 23 4 0 10 22 36 2 0 0 13 15 12008:15 1 0 8 33 42 0 0 6 31 37 7 1 15 18 41 1 0 0 17 18 13808:30 0 0 2 44 46 0 0 4 20 24 4 1 7 23 35 1 0 0 17 18 12308:45 0 0 3 54 57 0 0 5 38 43 1 0 8 35 44 0 0 0 31 31 175
Total Volume 4 0 16 171 191 0 0 16 111 127 16 2 40 98 156 4 0 0 78 82 556% App. Total 2.1 0 8.4 89.5 0 0 12.6 87.4 10.3 1.3 25.6 62.8 4.9 0 0 95.1
PHF .333 .000 .500 .792 .838 .000 .000 .667 .730 .738 .571 .500 .667 .700 .886 .500 .000 .000 .629 .661 .794Cars 4 0 14 168 186 0 0 15 7 22 15 2 40 95 152 4 0 0 52 56 416
% Cars 100 0 87.5 98.2 97.4 0 0 93.8 6.3 17.3 93.8 100 100 96.9 97.4 100 0 0 66.7 68.3 74.8Trucks 0 0 2 3 5 0 0 1 104 105 1 0 0 3 4 0 0 0 26 26 140
% Trucks 0 0 12.5 1.8 2.6 0 0 6.3 93.7 82.7 6.3 0 0 3.1 2.6 0 0 0 33.3 31.7 25.2Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
George Street
Dundas S
treet E
ast
Dundas S
treet E
ast
George Street
Right
14 2 0
16 Thru
0 0 0 0
Left
4 0 0 4
Peds
168 3 0
171
InOut Total21 186 207 1 5 6 0 0 0
22 213 191
Rig
ht
15
1
0
16
Thru 0
0
0
0
Left 0
0
0
0
Peds 7
104
0
111
Out
Tota
lIn
44
22
66
0
105
105
0
0
0
44
171
127
Left15 1 0
16
Thru2 0 0 2
Right40 0 0
40
Peds95 3 0
98
Out TotalIn
0 152 152 0 4 4 0 0 0 0 156 156
Left
4
0
0
4
Thru
0
0
0
0
Rig
ht0
0
0
0
Peds52
26
0
78
Tota
lO
ut
In29
56
85
3
26
29
0
0
0
32
114
82
Peak Hour Begins at 08:00 CarsTrucksBuses
Peak Hour Data
North
LEA CONSULTING LTD625 Cochrane Drive 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782-DundasSt&GeorgeSt-PMSite Code : 97820020Start Date : 08/12/2015Page No : 2
Project#: 9782Location: Dundas St E & George StWeather: ClearSurveyor: Michael Loo
George StreetFrom North
Dundas Street EastFrom East
George StreetFrom South
Dundas Street EastFrom West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00
17:00 2 0 12 59 73 0 0 2 10 12 4 2 12 43 61 0 0 0 23 23 16917:15 1 0 4 66 71 0 0 2 11 13 4 3 10 45 62 0 0 0 25 25 17117:30 1 0 7 82 90 0 0 2 16 18 1 0 10 37 48 1 0 0 31 32 18817:45 1 0 9 59 69 0 0 3 9 12 8 0 9 52 69 0 0 0 37 37 187
Total Volume 5 0 32 266 303 0 0 9 46 55 17 5 41 177 240 1 0 0 116 117 715% App. Total 1.7 0 10.6 87.8 0 0 16.4 83.6 7.1 2.1 17.1 73.8 0.9 0 0 99.1
PHF .625 .000 .667 .811 .842 .000 .000 .750 .719 .764 .531 .417 .854 .851 .870 .250 .000 .000 .784 .791 .951Cars 5 0 31 264 300 0 0 9 16 25 16 5 39 175 235 1 0 0 29 30 590
% Cars 100 0 96.9 99.2 99.0 0 0 100 34.8 45.5 94.1 100 95.1 98.9 97.9 100 0 0 25.0 25.6 82.5Trucks 0 0 1 2 3 0 0 0 30 30 1 0 2 2 5 0 0 0 87 87 125
% Trucks 0 0 3.1 0.8 1.0 0 0 0 65.2 54.5 5.9 0 4.9 1.1 2.1 0 0 0 75.0 74.4 17.5Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
George Street
Dundas S
treet E
ast
Dundas S
treet E
ast
George Street
Right
31 1 0
32 Thru
0 0 0 0
Left
5 0 0 5
Peds
264 2 0
266
InOut Total15 300 315 0 3 3 0 0 0
15 318 303
Rig
ht 9
0
0
9
Thru 0
0
0
0
Left 0
0
0
0
Peds 16
30
0
46
Out
Tota
lIn
44
25
69
2
30
32
0
0
0
46
101
55
Left16 1 0
17
Thru5 0 0 5
Right39 2 0
41
Peds175
2 0
177
Out TotalIn
0 235 235 0 5 5 0 0 0 0 240 240
Left
1
0
0
1
Thru
0
0
0
0
Rig
ht0
0
0
0
Peds29
87
0
116
Tota
lO
ut
In47
30
77
2
87
89
0
0
0
49
166
117
Peak Hour Begins at 17:00 CarsTrucksBuses
Peak Hour Data
North
LEA CONSULTING LTD625 Cochrane Drive 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782-DundasSt&PembrokeSt-AMSite Code : 97820022Start Date : 08/12/2015Page No : 3
Project#: 9782Location: Dundas St E & Pembroke StWeather: ClearSurveyor: Mile Mothibe
Pembroke StreetFrom North
Dundas Street EastFrom East
Pembroke StreetFrom South
Dundas Street EastFrom West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 08:00 to 08:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 08:00
08:00 3 0 6 34 43 9 0 0 18 27 0 0 0 25 25 0 0 4 2 6 10108:15 4 0 3 29 36 2 0 0 16 18 0 0 0 32 32 0 0 3 0 3 8908:30 1 1 3 26 31 2 0 0 22 24 0 0 0 32 32 0 0 3 0 3 9008:45 1 0 1 71 73 3 0 0 7 10 0 0 0 54 54 0 0 10 2 12 149
Total Volume 9 1 13 160 183 16 0 0 63 79 0 0 0 143 143 0 0 20 4 24 429% App. Total 4.9 0.5 7.1 87.4 20.3 0 0 79.7 0 0 0 100 0 0 83.3 16.7
PHF .563 .250 .542 .563 .627 .444 .000 .000 .716 .731 .000 .000 .000 .662 .662 .000 .000 .500 .500 .500 .720Cars 9 1 12 115 137 14 0 0 60 74 0 0 0 120 120 0 0 19 2 21 352
% Cars 100 100 92.3 71.9 74.9 87.5 0 0 95.2 93.7 0 0 0 83.9 83.9 0 0 95.0 50.0 87.5 82.1Trucks 0 0 1 45 46 2 0 0 3 5 0 0 0 23 23 0 0 1 2 3 77
% Trucks 0 0 7.7 28.1 25.1 12.5 0 0 4.8 6.3 0 0 0 16.1 16.1 0 0 5.0 50.0 12.5 17.9Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pembroke Street
Dundas S
treet E
ast
Dundas S
treet E
ast
Pembroke Street
Right
12 1 0
13 Thru
1 0 0 1
Left
9 0 0 9
Peds
115 45 0
160
InOut Total0 137 137 0 46 46 0 0 0 0 183 183
Rig
ht 0
0
0
0
Thru 0
0
0
0
Left 1
4
2
0
16
Peds 60
3
0
63
Out
Tota
lIn
9
74
83
0
5
5
0
0
0
9
88
79
Left0 0 0 0
Thru0 0 0 0
Right0 0 0 0
Peds120 23 0
143
Out TotalIn
34 120 154 3 23 26 0 0 0
37 180 143
Left
0
0
0
0
Thru
0
0
0
0
Rig
ht
19
1
0
20
Peds2
2
0
4
Tota
lO
ut
In12
21
33
1
3
4
0
0
0
13
37
24
Peak Hour Begins at 08:00 CarsTrucksBuses
Peak Hour Data
North
LEA CONSULTING LTD625 Cochrane Drive 9th FloorMarkham, Ontario, L3R 9R9
File Name : 9782-DundasSt&PembrokeSt-PMSite Code : 97820022Start Date : 08/12/2015Page No : 2
Project#: 9782Location: Dundas St E & Pembroke StWeather: ClearSurveyor: Mile Mothibe
Pembroke StreetFrom North
Dundast Street EastFrom East
Pembroke StreetFrom South
Dundast Street EastFrom West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00
17:00 4 3 3 50 60 2 0 0 20 22 0 0 0 43 43 0 0 0 1 1 12617:15 6 2 2 49 59 5 0 0 18 23 0 0 0 60 60 0 0 5 3 8 15017:30 5 3 2 57 67 7 0 0 9 16 0 0 0 40 40 0 0 6 1 7 13017:45 2 2 2 51 57 5 0 0 25 30 0 0 0 63 63 0 0 1 1 2 152
Total Volume 17 10 9 207 243 19 0 0 72 91 0 0 0 206 206 0 0 12 6 18 558% App. Total 7 4.1 3.7 85.2 20.9 0 0 79.1 0 0 0 100 0 0 66.7 33.3
PHF .708 .833 .750 .908 .907 .679 .000 .000 .720 .758 .000 .000 .000 .817 .817 .000 .000 .500 .500 .563 .918Cars 17 10 9 169 205 19 0 0 70 89 0 0 0 155 155 0 0 12 6 18 467
% Cars 100 100 100 81.6 84.4 100 0 0 97.2 97.8 0 0 0 75.2 75.2 0 0 100 100 100 83.7Trucks 0 0 0 38 38 0 0 0 2 2 0 0 0 51 51 0 0 0 0 0 91
% Trucks 0 0 0 18.4 15.6 0 0 0 2.8 2.2 0 0 0 24.8 24.8 0 0 0 0 0 16.3Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pembroke Street
Dundast S
treet E
ast
Dundast S
treet E
ast
Pembroke Street
Right
9 0 0 9
Thru
10 0 0
10 Left
17 0 0
17 Peds
169 38 0
207
InOut Total0 205 205 0 38 38 0 0 0 0 243 243
Rig
ht 0
0
0
0
Thru 0
0
0
0
Left 1
9
0
0
19
Peds 70
2
0
72
Out
Tota
lIn
17
89
106
0
2
2
0
0
0
17
108
91
Left0 0 0 0
Thru0 0 0 0
Right0 0 0 0
Peds155 51 0
206
Out TotalIn
41 155 196 0 51 51 0 0 0
41 247 206
Left
0
0
0
0
Thru
0
0
0
0
Rig
ht
12
0
0
12
Peds6
0
0
6
Tota
lO
ut
In9
18
27
0
0
0
0
0
0
9
27
18
Peak Hour Begins at 17:00 CarsTrucksBuses
Peak Hour Data
North
LEA CONSULTING LTD625 Cochrane Drive 9th FloorMarkham, Ontario, L3R 9R9
File Name : MERGED-9782-DundasSt&SherbourneSt-AMSite Code : 97820015Start Date : 08/12/2015Page No : 3
Project#: 9782Location: Dundas St E & Sherbourne StWeather: ClearSurveyor: Ashok / Ujwal Panda
Sherbourne StreetFrom North
Dundas Street EastFrom East
Sherbourne StreetFrom South
Dundast Street EastFrom West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 08:00 to 08:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 08:00
08:00 10 56 17 60 143 8 153 15 70 246 10 49 6 37 102 3 73 2 18 96 58708:15 8 43 9 93 153 11 133 16 75 235 15 69 3 44 131 8 67 6 28 109 62808:30 12 49 5 117 183 7 181 27 86 301 20 56 2 44 122 8 67 6 31 112 71808:45 9 62 8 106 185 3 124 22 91 240 21 53 9 48 131 5 45 7 58 115 671
Total Volume 39 210 39 376 664 29 591 80 322 1022 66 227 20 173 486 24 252 21 135 432 2604% App. Total 5.9 31.6 5.9 56.6 2.8 57.8 7.8 31.5 13.6 46.7 4.1 35.6 5.6 58.3 4.9 31.2
PHF .813 .847 .574 .803 .897 .659 .816 .741 .885 .849 .786 .822 .556 .901 .927 .750 .863 .750 .582 .939 .907Cars 38 194 35 180 447 24 567 78 161 830 64 205 20 130 419 24 239 19 108 390 2086
% Cars 97.4 92.4 89.7 47.9 67.3 82.8 95.9 97.5 50.0 81.2 97.0 90.3 100 75.1 86.2 100 94.8 90.5 80.0 90.3 80.1Trucks 1 6 4 196 207 4 11 2 161 178 2 11 0 43 56 0 4 2 27 33 474
% Trucks 2.6 2.9 10.3 52.1 31.2 13.8 1.9 2.5 50.0 17.4 3.0 4.8 0 24.9 11.5 0 1.6 9.5 20.0 7.6 18.2Buses 0 10 0 0 10 1 13 0 0 14 0 11 0 0 11 0 9 0 0 9 44
% Buses 0 4.8 0 0 1.5 3.4 2.2 0 0 1.4 0 4.8 0 0 2.3 0 3.6 0 0 2.1 1.7
Sherbourne Street
Dundast S
treet E
ast
Dundas S
treet E
ast
Sherbourne Street
Right
35 4 0
39 Thru
194 6
10 210
Left
38 1 0
39 Peds
180 196
0 376
InOut Total307 447 754 13 207 220 11 10 21
331 995 664
Rig
ht
78
2
0
80
Thru
567
11
13
591
Left 2
4
4
1
29
Peds
161
161
0
322
Out
Tota
lIn
297
830
1127
5
178
183
9
14
23
311
1333
1022
Left64 2 0
66
Thru205 11 11
227
Right20 0 0
20
Peds130 43 0
173
Out TotalIn
237 419 656 12 56 68 11 11 22
260 746 486
Left24
0
0
24
Thru239
4
9
252
Rig
ht
19
2
0
21
Peds
108
27
0
135
Tota
lO
ut
In666
390
1056
17
33
50
13
9
22
696
1128
432
Peak Hour Begins at 08:00 CarsTrucksBuses
Peak Hour Data
North
LEA CONSULTING LTD625 Cochrane Drive 9th FloorMarkham, Ontario, L3R 9R9
File Name : MERGED-9782-DundasSt&SherbourneSt-PMSite Code : 97820015Start Date : 08/12/2015Page No : 2
Project#: 9782Location: Dundas St E & Sherbourne StWeather: ClearSurveyor: Ashok / Ujwal Panda
Sherbourne StreetFrom North
Dundast Street EastFrom East
Sherbourne StreetFrom South
Dundas Street EastFrom West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1Peak Hour for Entire Intersection Begins at 17:00
17:00 12 73 9 63 157 8 73 16 47 144 16 75 8 74 173 10 160 7 36 213 68717:15 10 60 6 71 147 10 107 14 54 185 15 62 7 88 172 15 209 13 58 295 79917:30 14 71 13 87 185 5 74 14 46 139 10 60 1 63 134 16 189 14 56 275 73317:45 12 74 14 71 171 14 92 30 46 182 11 63 7 84 165 7 148 19 74 248 766
Total Volume 48 278 42 292 660 37 346 74 193 650 52 260 23 309 644 48 706 53 224 1031 2985% App. Total 7.3 42.1 6.4 44.2 5.7 53.2 11.4 29.7 8.1 40.4 3.6 48 4.7 68.5 5.1 21.7
PHF .857 .939 .750 .839 .892 .661 .808 .617 .894 .878 .813 .867 .719 .878 .931 .750 .844 .697 .757 .874 .934Cars 48 258 40 218 564 37 330 73 153 593 52 250 23 169 494 48 692 50 125 915 2566
% Cars 100 92.8 95.2 74.7 85.5 100 95.4 98.6 79.3 91.2 100 96.2 100 54.7 76.7 100 98.0 94.3 55.8 88.7 86.0Trucks 0 11 2 74 87 0 6 1 40 47 0 1 0 137 138 0 3 2 99 104 376
% Trucks 0 4.0 4.8 25.3 13.2 0 1.7 1.4 20.7 7.2 0 0.4 0 44.3 21.4 0 0.4 3.8 44.2 10.1 12.6Buses 0 9 0 0 9 0 10 0 0 10 0 9 0 3 12 0 11 1 0 12 43
% Buses 0 3.2 0 0 1.4 0 2.9 0 0 1.5 0 3.5 0 1.0 1.9 0 1.6 1.9 0 1.2 1.4
Sherbourne Street
Dundas S
treet E
ast
Dundast S
treet E
ast
Sherbourne Street
Right
40 2 0
42 Thru
258 11 9
278 Left
48 0 0
48 Peds
218 74 0
292
InOut Total371 564 935
2 87 89 9 9 18
382 1042 660
Rig
ht
73
1
0
74
Thru
330
6
10
346
Left 3
7
0
0
37
Peds
153
40
0
193
Out
Tota
lIn
763
593
1356
3
47
50
11
10
21
777
1427
650
Left52 0 0
52
Thru250
1 9
260
Right23 0 0
23
Peds169 137
3 309
Out TotalIn
345 494 839 13 138 151 10 12 22
368 1012 644
Left48
0
0
48
Thru692
3
11
706
Rig
ht
50
2
1
53
Peds
125
99
0
224
Tota
lO
ut
In422
915
1337
8
104
112
10
12
22
440
1471
1031
Peak Hour Begins at 17:00 CarsTrucksBuses
Peak Hour Data
North
LEA CONSULTING LTD625 Cochrane Drive 9th FloorMarkham, Ontario, L3R 9R9
APPENDIX B
Levels of Service, Existing Traffic Conditions
Weekday A.M. Peak Hour
Queues Existing Traffic Conditions1: Jarvis Street & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 1
Lane Group EBL EBT WBL WBT NBT SBTLane ConfigurationsVolume (vph) 51 277 57 565 649 1009Lane Group Flow (vph) 0 378 0 752 699 1149Turn Type Perm NA Perm NA NA NAProtected Phases 4 8 2 6Permitted Phases 4 8Minimum Split (s) 28.0 28.0 28.0 28.0 27.0 27.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.40 0.70 0.52 0.61Control Delay 15.3 12.9 16.3 16.8Queue Delay 0.0 0.0 0.0 0.0Total Delay 15.3 12.9 16.3 16.8Queue Length 50th (m) 17.9 44.6 35.4 42.0Queue Length 95th (m) 28.6 56.2 50.7 55.5Internal Link Dist (m) 54.7 71.6 93.9 212.7Turn Bay Length (m)Base Capacity (vph) 942 1081 1339 1878Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.40 0.70 0.52 0.61
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 65 (93%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 1: Jarvis Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Existing Traffic Conditions1: Jarvis Street & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 51 277 35 57 565 100 0 649 22 0 1009 94Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 0.95 0.91Frpb, ped/bikes 0.97 0.96 1.00 0.97Flpb, ped/bikes 0.99 0.99 1.00 1.00Frt 0.99 0.98 1.00 0.99Flt Protected 0.99 1.00 1.00 1.00Satd. Flow (prot) 2759 2782 3118 4348Flt Permitted 0.79 0.89 1.00 1.00Satd. Flow (perm) 2191 2480 3118 4348Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 53 289 36 59 589 104 0 676 23 0 1051 98RTOR Reduction (vph) 0 2 0 0 18 0 0 3 0 0 15 0Lane Group Flow (vph) 0 376 0 0 734 0 0 696 0 0 1134 0Confl. Peds. (#/hr) 257 287 287 257 332 124 124 332Confl. Bikes (#/hr) 25 115 13Heavy Vehicles (%) 8% 8% 3% 7% 4% 7% 0% 2% 5% 0% 2% 2%Bus Blockages (#/hr) 0 10 0 0 10 0 0 0 0 0 0 0Turn Type Perm NA Perm NA NA NAProtected Phases 4 8 2 6Permitted Phases 4 8Actuated Green, G (s) 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 939 1062 1336 1863v/s Ratio Prot 0.22 c0.26v/s Ratio Perm 0.17 c0.30v/c Ratio 0.40 0.69 0.52 0.61Uniform Delay, d1 13.8 16.2 14.7 15.5Progression Factor 1.00 0.61 1.00 1.00Incremental Delay, d2 1.3 3.0 1.5 1.5Delay (s) 15.1 13.0 16.2 16.9Level of Service B B B BApproach Delay (s) 15.1 13.0 16.2 16.9Approach LOS B B B B
Intersection SummaryHCM 2000 Control Delay 15.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 79.5% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Conditions2: George Street & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 299 0 0 690 0 16 0 40 4 0 16Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 332 0 0 767 0 18 0 44 4 0 18Pedestrians 168 168 168 95Lane Width (m) 3.5 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 14 14 14 7Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 96 241pX, platoon unblocked 0.92 1.00 0.92 0.92 1.00 0.92 0.92 0.92vC, conflicting volume 862 500 1069 1362 502 1240 1362 646vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 666 500 892 1211 502 1079 1211 431tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 87 100 89 95 100 96cM capacity (veh/h) 798 928 134 136 388 98 136 423
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 111 221 511 256 18 44 22Volume Left 0 0 0 0 18 0 4Volume Right 0 0 0 0 0 44 18cSH 798 1700 1700 1700 134 388 254Volume to Capacity 0.00 0.13 0.30 0.15 0.13 0.11 0.09Queue Length 95th (m) 0.0 0.0 0.0 0.0 3.6 3.1 2.3Control Delay (s) 0.0 0.0 0.0 0.0 36.0 15.5 20.5Lane LOS E C CApproach Delay (s) 0.0 0.0 21.3 20.5Approach LOS C C
Intersection SummaryAverage Delay 1.5Intersection Capacity Utilization Err% ICU Level of Service HAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Conditions3: Site Driveway & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 4
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 337 6 5 690 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 374 7 6 767 0 0Pedestrians 168 168 168Lane Width (m) 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 14 14 12Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 158 178pX, platoon unblocked 0.88vC, conflicting volume 549 1108 527vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 549 851 527tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 100 100cM capacity (veh/h) 910 202 383
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 250 131 261 511 0 0Volume Left 0 0 6 0 0 0Volume Right 0 7 0 0 0 0cSH 1700 1700 910 1700 1700 1700Volume to Capacity 0.15 0.08 0.01 0.30 0.00 0.00Queue Length 95th (m) 0.0 0.0 0.1 0.0 0.0 0.0Control Delay (s) 0.0 0.0 0.3 0.0 0.0 0.0Lane LOS A A AApproach Delay (s) 0.0 0.1 0.0Approach LOS A
Intersection SummaryAverage Delay 0.1Intersection Capacity Utilization 45.0% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Conditions4: Pembroke Street & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 317 20 16 682 0 0 0 0 9 1 13Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 352 22 18 758 0 0 0 0 10 1 14Pedestrians 120 120 115 120Lane Width (m) 3.5 3.5 0.0 3.5Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 10 10 0 10Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 223 114pX, platoon unblocked 0.84 0.84 0.84 0.84 0.84 0.84vC, conflicting volume 878 489 1028 1392 422 1209 1403 619vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 485 489 663 1094 422 878 1107 178tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 98 100 100 100 94 99 98cM capacity (veh/h) 829 1084 237 162 529 154 159 578
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2Volume Total 235 140 270 505 11 15Volume Left 0 0 18 0 10 0Volume Right 0 22 0 0 0 14cSH 1700 1700 1084 1700 155 527Volume to Capacity 0.14 0.08 0.02 0.30 0.07 0.03Queue Length 95th (m) 0.0 0.0 0.4 0.0 1.7 0.7Control Delay (s) 0.0 0.0 0.7 0.0 30.0 12.0Lane LOS A D BApproach Delay (s) 0.0 0.2 19.4Approach LOS C
Intersection SummaryAverage Delay 0.6Intersection Capacity Utilization 53.5% ICU Level of Service AAnalysis Period (min) 15
Queues Existing Traffic Conditions5: Sherbourne Street & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 6
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 26 277 29 593 66 227 39 210Lane Group Flow (vph) 0 358 0 772 73 271 43 274Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.33 0.68 0.22 0.43 0.13 0.45Control Delay 13.3 19.3 14.9 16.3 13.4 16.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.3 19.3 14.9 16.3 13.4 16.1Queue Length 50th (m) 21.2 41.8 6.1 24.3 3.5 23.9Queue Length 95th (m) 34.5 61.5 14.9 43.5 9.5 43.4Internal Link Dist (m) 90.0 117.8 162.5 109.2Turn Bay Length (m) 28.0 29.0Base Capacity (vph) 1075 1135 329 627 342 613Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.33 0.68 0.22 0.43 0.13 0.45
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 1 (1%), Referenced to phase 4:EBTL and 8:WBTL, Start of GreenNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 5: Sherbourne Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Existing Traffic Conditions5: Sherbourne Street & Dundas Street East Existing AM Peak Hour
13/01/2016 Synchro 8 ReportAM Existing.syn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 26 277 23 29 593 80 66 227 20 39 210 39Ideal 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 3.0 3.5 3.5 3.0 3.5 3.5Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.98 0.96 1.00 0.99 1.00 0.96Flpb, ped/bikes 0.99 0.99 0.90 1.00 0.94 1.00Frt 0.99 0.98 1.00 0.99 1.00 0.98Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 2872 2817 1331 1453 1377 1410Flt Permitted 0.86 0.93 0.55 1.00 0.55 1.00Satd. Flow (perm) 2490 2615 768 1453 799 1410Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Adj. Flow (vph) 29 304 25 32 652 88 73 249 22 43 231 43RTOR Reduction (vph) 0 8 0 0 14 0 0 5 0 0 10 0Lane Group Flow (vph) 0 350 0 0 758 0 73 266 0 43 264 0Confl. Peds. (#/hr) 130 180 180 130 161 108 108 161Confl. Bikes (#/hr) 27 161 43 196Heavy Vehicles (%) 0% 5% 9% 17% 4% 3% 3% 10% 0% 3% 8% 10%Bus Blockages (#/hr) 0 10 0 0 10 0 0 10 0 0 10 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 29.0 29.0 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1067 1120 329 622 342 604v/s Ratio Prot 0.18 c0.19v/s Ratio Perm 0.14 c0.29 0.10 0.05v/c Ratio 0.33 0.68 0.22 0.43 0.13 0.44Uniform Delay, d1 13.3 16.1 12.6 14.0 12.1 14.1Progression Factor 0.96 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 3.3 1.6 2.2 0.8 2.3Delay (s) 13.6 19.4 14.2 16.1 12.8 16.4Level of Service B B B B B BApproach Delay (s) 13.6 19.4 15.7 15.9Approach LOS B B B B
Intersection SummaryHCM 2000 Control Delay 16.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.56Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 94.4% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group
Weekday P.M. Peak Hour
Queues Existing Traffic Conditions1: Jarvis Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 1
Lane Group EBL EBT WBL WBT NBT SBTLane ConfigurationsVolume (vph) 99 643 49 342 996 666Lane Group Flow (vph) 0 819 0 468 1063 742Turn Type pm+pt NA Perm NA NA NAProtected Phases 7 4 8 2 6Permitted Phases 4 8Minimum Split (s) 10.0 28.0 28.0 28.0 27.0 27.0Total Split (s) 11.0 42.0 31.0 31.0 33.0 33.0Total Split (%) 14.7% 56.0% 41.3% 41.3% 44.0% 44.0%Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yesv/c Ratio 0.68 0.59 0.62 0.65Control Delay 17.2 22.5 21.0 22.3Queue Delay 0.0 0.0 0.0 0.0Total Delay 17.2 22.5 21.0 22.3Queue Length 50th (m) 41.6 27.6 45.8 46.1Queue Length 95th (m) 58.2 43.2 59.7 64.8Internal Link Dist (m) 54.7 71.6 93.9 212.7Turn Bay Length (m)Base Capacity (vph) 1203 794 1702 1142Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.68 0.59 0.62 0.65
Intersection SummaryCycle Length: 75Actuated Cycle Length: 75Offset: 53 (71%), Referenced to phase 2:NBT and 6:SBTL, Start of GreenNatural Cycle: 65Control Type: Pretimed
Splits and Phases: 1: Jarvis Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Existing Traffic Conditions1: Jarvis Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 99 643 61 49 342 68 0 996 46 0 666 61Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 0.91 0.95Frpb, ped/bikes 0.97 0.96 0.99 0.98Flpb, ped/bikes 0.99 0.99 1.00 1.00Frt 0.99 0.98 0.99 0.99Flt Protected 0.99 0.99 1.00 1.00Satd. Flow (prot) 2933 2791 4543 3040Flt Permitted 0.79 0.80 1.00 1.00Satd. Flow (perm) 2327 2238 4543 3040Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 101 656 62 50 349 69 0 1016 47 0 680 62RTOR Reduction (vph) 0 6 0 0 19 0 0 7 0 0 9 0Lane Group Flow (vph) 0 813 0 0 449 0 0 1056 0 0 733 0Confl. Peds. (#/hr) 268 365 365 268 265 170 170 265Confl. Bikes (#/hr) 54 32 3 2Heavy Vehicles (%) 0% 2% 0% 0% 5% 1% 0% 0% 2% 0% 2% 0%Bus Blockages (#/hr) 0 10 0 0 10 0 0 0 0 0 0 0Turn Type pm+pt NA Perm NA NA NAProtected Phases 7 4 8 2 6Permitted Phases 4 8 6Actuated Green, G (s) 36.0 25.0 27.0 27.0Effective Green, g (s) 37.0 26.0 28.0 28.0Actuated g/C Ratio 0.49 0.35 0.37 0.37Clearance Time (s) 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1212 775 1696 1134v/s Ratio Prot c0.07 0.23 c0.24v/s Ratio Perm c0.26 0.20v/c Ratio 0.67 0.58 0.62 0.65Uniform Delay, d1 14.4 20.0 19.2 19.4Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 3.0 3.1 1.7 2.9Delay (s) 17.4 23.2 20.9 22.3Level of Service B C C CApproach Delay (s) 17.4 23.2 20.9 22.3Approach LOS B C C C
Intersection SummaryHCM 2000 Control Delay 20.6 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.69Actuated Cycle Length (s) 75.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 79.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Conditions2: George Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 689 0 0 410 0 17 0 41 5 0 32Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 0 757 0 0 451 0 19 0 45 5 0 35Pedestrians 264 264 264 175Lane Width (m) 3.5 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 21 21 21 12Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 96 241pX, platoon unblocked 0.85 0.85 0.85 0.85 0.85 0.85vC, conflicting volume 626 1021 1546 1647 907 1313 1647 664vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 626 685 1299 1417 551 1027 1417 664tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 56 100 82 92 100 87cM capacity (veh/h) 848 617 42 82 255 71 82 278
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 252 505 300 150 19 45 41Volume Left 0 0 0 0 19 0 5Volume Right 0 0 0 0 0 45 35cSH 848 1700 1700 1700 42 255 199Volume to Capacity 0.00 0.30 0.18 0.09 0.44 0.18 0.20Queue Length 95th (m) 0.0 0.0 0.0 0.0 12.4 5.0 5.9Control Delay (s) 0.0 0.0 0.0 0.0 144.4 22.1 27.6Lane LOS F C DApproach Delay (s) 0.0 0.0 58.0 27.6Approach LOS F D
Intersection SummaryAverage Delay 3.7Intersection Capacity Utilization Err% ICU Level of Service HAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Conditions3: Site Driveway & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 4
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 734 1 1 403 7 7Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 807 1 1 443 8 8Pedestrians 175 175 268Lane Width (m) 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 14 14 19Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 158 178pX, platoon unblocked 0.88 0.88 0.88vC, conflicting volume 1076 1474 847vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 815 1267 555tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 92 97cM capacity (veh/h) 589 100 295
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 538 270 149 295 8 8Volume Left 0 0 1 0 8 0Volume Right 0 1 0 0 0 8cSH 1700 1700 589 1700 100 295Volume to Capacity 0.32 0.16 0.00 0.17 0.08 0.03Queue Length 95th (m) 0.0 0.0 0.0 0.0 2.0 0.6Control Delay (s) 0.0 0.0 0.1 0.0 43.8 17.5Lane LOS A E CApproach Delay (s) 0.0 0.0 30.7Approach LOS D
Intersection SummaryAverage Delay 0.4Intersection Capacity Utilization 42.6% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Conditions4: Pembroke Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 729 12 19 395 0 0 0 0 17 10 9Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 0 801 13 21 434 0 0 0 0 19 11 10Pedestrians 155 155 169 155Lane Width (m) 3.5 3.5 0.0 3.5Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 13 13 0 13Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 223 114pX, platoon unblocked 0.91 0.91 0.91 0.91 0.91 0.91vC, conflicting volume 589 983 1406 1608 731 1186 1614 527vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 589 784 1248 1470 507 1007 1477 527tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 97 100 100 100 85 89 97cM capacity (veh/h) 871 767 83 100 411 122 99 383
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2Volume Total 534 280 166 289 24 15Volume Left 0 0 21 0 19 0Volume Right 0 13 0 0 0 10cSH 1700 1700 767 1700 116 189Volume to Capacity 0.31 0.16 0.03 0.17 0.21 0.08Queue Length 95th (m) 0.0 0.0 0.7 0.0 6.0 2.1Control Delay (s) 0.0 0.0 1.5 0.0 44.2 25.8Lane LOS A E DApproach Delay (s) 0.0 0.5 37.0Approach LOS E
Intersection SummaryAverage Delay 1.3Intersection Capacity Utilization 47.7% ICU Level of Service AAnalysis Period (min) 15
Queues Existing Traffic Conditions5: Sherbourne Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 6
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 44 653 37 323 51 272 48 278Lane Group Flow (vph) 0 820 0 477 56 362 53 348Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.72 0.47 0.19 0.56 0.18 0.55Control Delay 20.7 14.8 14.6 18.3 14.5 18.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 20.7 14.8 14.6 18.3 14.5 18.4Queue Length 50th (m) 46.4 21.4 4.6 34.0 4.3 33.1Queue Length 95th (m) 67.5 34.0 12.1 59.2 11.6 57.7Internal Link Dist (m) 90.0 117.8 162.5 109.2Turn Bay Length (m) 28.0 29.0Base Capacity (vph) 1136 1015 295 646 291 632Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.72 0.47 0.19 0.56 0.18 0.55
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 45 (64%), Referenced to phase 4:EBTL and 8:WBTL, Start of GreenNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 5: Sherbourne Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Existing Traffic Conditions5: Sherbourne Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Existing.syn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 44 653 49 37 323 74 51 272 57 48 278 39Ideal 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 3.0 3.5 3.5 3.0 3.5 3.5Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.97 0.94 1.00 0.97 1.00 0.98Flpb, ped/bikes 0.99 0.99 0.92 1.00 0.94 1.00Frt 0.99 0.97 1.00 0.97 1.00 0.98Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 2928 2750 1399 1482 1423 1460Flt Permitted 0.90 0.84 0.47 1.00 0.45 1.00Satd. Flow (perm) 2635 2312 689 1482 679 1460Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Adj. Flow (vph) 48 718 54 41 355 81 56 299 63 53 305 43RTOR Reduction (vph) 0 7 0 0 25 0 0 11 0 0 7 0Lane Group Flow (vph) 0 813 0 0 452 0 56 351 0 53 341 0Confl. Peds. (#/hr) 169 218 218 169 153 125 125 153Confl. Bikes (#/hr) 99 40 137 74Heavy Vehicles (%) 0% 2% 6% 0% 5% 1% 0% 4% 0% 0% 7% 5%Bus Blockages (#/hr) 0 10 0 0 10 0 0 10 0 0 10 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 29.0 29.0 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1129 990 295 635 291 625v/s Ratio Prot c0.24 0.23v/s Ratio Perm c0.31 0.20 0.08 0.08v/c Ratio 0.72 0.46 0.19 0.55 0.18 0.54Uniform Delay, d1 16.5 14.2 12.4 15.0 12.4 14.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 4.0 1.5 1.4 3.4 1.4 3.4Delay (s) 20.5 15.7 13.9 18.4 13.8 18.3Level of Service C B B B B BApproach Delay (s) 20.5 15.7 17.8 17.7Approach LOS C B B B
Intersection SummaryHCM 2000 Control Delay 18.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.64Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 97.1% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group
APPENDIX C
Corridor Growth TMC Surveys
City of Toronto - Traffic Safety Unit
Turning Movement Count Summary Report
Routine Hours
Survey Date:
Survey Type:
NORTHBOUND
Left Thru RightExits
Vehicle
Type
Time
Period
EASTBOUND
Left Thru Right
SOUTHBOUND
Left Thru Right
WESTBOUND
Left Thru RightTotal Exits Total Exits Total Exits Total Peds Bike Other
DUNDAS ST AT JARVIS ST (PX 8)2011-May-18 (Wednesday)
S
E
W
NCAR
TRK
BUS
08:00-09:00
AM PEAK
259
152
143
75
36
33
40
23
0
0
0
0
0
1
0 4
0
0 6
27
990
1
37
830
1
31
706
6
22
890
0
1
26 72
3
0
732
33
1 6
25
966
12
17
259 568
18
12 0
2
45
0
1
48
12
16
229 496
14
12 0
4
52 79
4
0 12
22
326
12
19
623
TOTAL: 1 868 4 1,023 766 27 738 997 75 918 47 288 49 598 360 56 257 654 83 522
S
E
W
NCAR
TRK
BUS
16:45-17:45
PM PEAK
499
307
161
125
35
19
33
51
0
0
0
0
0
0
1 3
0
0 4
13
793
5
12
992
5
5
877
4
12
702
0
2
23 72
0
0
901
7
5 4
12
777
15
12
608 377
2
10 0
6
58
0
1
47
15
10
582 304
2
10 0
0
44 57
1
0 15
16
684
10
4
408
TOTAL: 1 1,009 3 810 913 25 887 793 72 718 64 635 48 389 715 44 607 422 58 316
S
E
W
NCAR
TRK
BUS
OFF HRAVG
289
178
104
87
33
22
43
28
0
0
0
0
0
0
2 5
0
0 4
30
787
3
23
756
2
18
644
2
24
679
0
1
32 65
1
0
678
19
2 2
25
749
13
21
386 319
9
11 1
3
47
1
2
36
13
20
349 252
8
11 1
4
72 65
2
0 15
27
468
12
12
353
TOTAL: 2 782 5 821 699 33 664 776 66 705 51 420 39 339 510 77 382 377 67 271
S
E
W
NCAR
TRK
BUS
07:30-09:30
2 HR AM
459
264
233
134
73
62
75
53
0
0
0
0
0
1
1 10
0
0 11
55
1,969
9
63
1,575
7
52
1,359
10
45
1,789
0
5
43 152
5
0
1,403
58
7 10
50
1,951
27
44
504 996
33
26 1
4
77
1
2
83
27
39
451 843
27
26 0
8
97 139
7
1 28
51
625
28
36
1,065
TOTAL: 2 1,647 10 2,035 1,468 48 1,418 2,011 157 1,844 82 575 86 1,055 704 105 517 1,129 147 896
S
E
W
NCAR
TRK
BUS
16:00-18:00
2 HR PM
877
545
309
201
66
50
75
98
0
0
0
0
0
0
1 11
0
0 7
29
1,502
10
16
1,848
9
9
1,611
5
26
1,324
0
4
39 134
0
0
1,651
13
9 5
26
1,469
25
21
1,195 691
6
21 1
6
125
0
2
82
25
17
1,145 556
6
21 2
1
96 112
1
0 28
24
1,366
21
9
750
TOTAL: 1 1,874 11 1,538 1,673 43 1,629 1,500 134 1,355 132 1,241 84 718 1,418 99 1,187 780 113 583
S
E
W
NCAR
TRK
BUS
07:30-18:00
8 HR SUM
2,492
1,519
959
681
269
201
321
261
0
0
0
0
0
1
10 39
0
0 33
200
6,617
31
171
6,446
25
133
5,546
24
167
5,827
0
14
211 545
7
0
5,767
148
25 24
174
6,411
103
148
3,241 2,961
73
92 4
23
389
3
10
309
103
134
2,991 2,406
65
92 6
23
481 511
15
2 113
180
3,861
97
90
3,226
TOTAL: 11 6,648 39 6,850 5,940 225 5,704 6,609 552 6,018 416 3,492 322 3,126 4,154 510 3,228 3,413 528 2,563
Total 8 Hour Vehicle Volume: 20,116 Total 8 Hour Intersection Volume: 21,168Total 8 Hour Bicycle Volume: 1,052
Comment:
Page 1 of 1 Printed On: 24 Jul, 2014 1:35:19PM
Future Background Corridor Growth-Dundas & Jarvis
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR2011 Sum 738 918 257 5222015 Sum 634 990 277 541
Years 5 -104 72 20 19-2.6% 1.4% 1.4% 0.7%
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR2011 Sum 887 718 607 3162015 Sum 996 666 643 342
109 -52 36 262.2% -1.3% 1.1% 1.5%
DirectionAM Peak
HourPM Peak
Hour
Northbound Through -3% 2%
Southbound Through 1% -1%
Eastbound Through 1% 1%
Westbound Through 1% 1%
Annual Growth Rate
AM Corridor Growth 8:00-9:00a
PM Corridor Growth 5-6p
APPENDIX D
Levels of Service, Future Background Traffic Conditions
Weekday A.M. Peak Hour
Queues Future Background Traffic Conditions1: Jarvis Street & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 1
Lane Group EBL EBT WBL WBT NBT SBTLane ConfigurationsVolume (vph) 56 317 113 612 692 1088Lane Group Flow (vph) 0 432 0 903 753 1231Turn Type Perm NA Perm NA NA NAProtected Phases 4 8 2 6Permitted Phases 4 8Minimum Split (s) 28.0 28.0 28.0 28.0 27.0 27.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.50 0.92 0.56 0.65Control Delay 16.9 28.5 16.9 17.6Queue Delay 0.0 0.0 0.0 0.0Total Delay 16.9 28.5 16.9 17.6Queue Length 50th (m) 21.6 65.3 39.0 46.4Queue Length 95th (m) 34.3 #102.4 55.4 60.8Internal Link Dist (m) 54.7 71.6 93.9 212.7Turn Bay Length (m)Base Capacity (vph) 871 977 1337 1882Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.50 0.92 0.56 0.65
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 65 (93%), Referenced to phase 2:NBT and 6:SBT, Start of GreenNatural Cycle: 60Control Type: Pretimed# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 1: Jarvis Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Background Traffic Conditions1: Jarvis Street & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 56 317 42 113 612 141 0 692 31 0 1088 94Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 0.95 0.91Frpb, ped/bikes 0.97 0.95 0.99 0.97Flpb, ped/bikes 0.99 0.98 1.00 1.00Frt 0.98 0.98 0.99 0.99Flt Protected 0.99 0.99 1.00 1.00Satd. Flow (prot) 2761 2720 3108 4360Flt Permitted 0.73 0.81 1.00 1.00Satd. Flow (perm) 2029 2226 3108 4360Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 58 330 44 118 638 147 0 721 32 0 1133 98RTOR Reduction (vph) 0 2 0 0 23 0 0 5 0 0 14 0Lane Group Flow (vph) 0 430 0 0 880 0 0 748 0 0 1217 0Confl. Peds. (#/hr) 257 287 287 257 332 124 124 332Confl. Bikes (#/hr) 25 115 13Heavy Vehicles (%) 8% 8% 3% 7% 4% 7% 0% 2% 5% 0% 2% 2%Bus Blockages (#/hr) 0 10 0 0 10 0 0 0 0 0 0 0Turn Type Perm NA Perm NA NA NAProtected Phases 4 8 2 6Permitted Phases 4 8Actuated Green, G (s) 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 869 954 1332 1868v/s Ratio Prot 0.24 c0.28v/s Ratio Perm 0.21 c0.40v/c Ratio 0.50 0.92 0.56 0.65Uniform Delay, d1 14.5 18.9 15.1 15.9Progression Factor 1.00 0.69 1.00 1.00Incremental Delay, d2 2.0 13.8 1.7 1.8Delay (s) 16.5 26.8 16.8 17.6Level of Service B C B BApproach Delay (s) 16.5 26.8 16.8 17.6Approach LOS B C B B
Intersection SummaryHCM 2000 Control Delay 19.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.79Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 86.0% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Future Background Traffic Conditions2: George Street & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 348 0 0 726 0 21 0 46 14 0 119Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 387 0 0 807 0 23 0 51 16 0 132Pedestrians 168 168 168 95Lane Width (m) 3.5 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 14 14 14 7Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 96 241pX, platoon unblocked 0.89 0.99 0.90 0.90 0.99 0.90 0.90 0.89vC, conflicting volume 902 555 1258 1456 529 1314 1456 666vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 654 518 996 1215 493 1057 1215 391tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 71 100 87 84 100 70cM capacity (veh/h) 787 901 81 133 388 98 133 439
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 129 258 538 269 23 51 148Volume Left 0 0 0 0 23 0 16Volume Right 0 0 0 0 0 51 132cSH 787 1700 1700 1700 81 388 321Volume to Capacity 0.00 0.15 0.32 0.16 0.29 0.13 0.46Queue Length 95th (m) 0.0 0.0 0.0 0.0 8.5 3.6 18.5Control Delay (s) 0.0 0.0 0.0 0.0 66.7 15.7 25.4Lane LOS F C DApproach Delay (s) 0.0 0.0 31.7 25.4Approach LOS D D
Intersection SummaryAverage Delay 4.3Intersection Capacity Utilization Err% ICU Level of Service HAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Background Traffic Conditions3: Site Driveway & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 4
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 402 6 5 726 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 447 7 6 807 0 0Pedestrians 168 168 168Lane Width (m) 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 14 14 12Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 158 178pX, platoon unblocked 0.86vC, conflicting volume 621 1200 563vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 621 910 563tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 100 100cM capacity (veh/h) 856 181 362
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 298 156 274 538 0 0Volume Left 0 0 6 0 0 0Volume Right 0 7 0 0 0 0cSH 1700 1700 856 1700 1700 1700Volume to Capacity 0.18 0.09 0.01 0.32 0.00 0.00Queue Length 95th (m) 0.0 0.0 0.2 0.0 0.0 0.0Control Delay (s) 0.0 0.0 0.3 0.0 0.0 0.0Lane LOS A A AApproach Delay (s) 0.0 0.1 0.0Approach LOS A
Intersection SummaryAverage Delay 0.1Intersection Capacity Utilization 46.1% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Background Traffic Conditions4: Pembroke Street & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 382 20 16 718 0 0 0 0 9 1 13Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 424 22 18 798 0 0 0 0 10 1 14Pedestrians 120 120 115 120Lane Width (m) 3.5 3.5 0.0 3.5Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 10 10 0 10Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 223 114pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83vC, conflicting volume 918 562 1120 1504 458 1286 1515 639vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 482 562 727 1191 458 927 1204 145tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 98 100 100 100 93 99 98cM capacity (veh/h) 814 1020 209 139 501 139 136 595
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2Volume Total 283 164 284 532 11 15Volume Left 0 0 18 0 10 0Volume Right 0 22 0 0 0 14cSH 1700 1700 1020 1700 139 529Volume to Capacity 0.17 0.10 0.02 0.31 0.08 0.03Queue Length 95th (m) 0.0 0.0 0.4 0.0 1.9 0.7Control Delay (s) 0.0 0.0 0.7 0.0 33.0 12.0Lane LOS A D BApproach Delay (s) 0.0 0.2 20.7Approach LOS C
Intersection SummaryAverage Delay 0.6Intersection Capacity Utilization 54.6% ICU Level of Service AAnalysis Period (min) 15
Queues Future Background Traffic Conditions5: Sherbourne Street & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 6
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 27 339 29 628 66 227 39 225Lane Group Flow (vph) 0 430 0 810 73 271 43 291Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.40 0.71 0.23 0.43 0.13 0.47Control Delay 13.9 20.3 15.1 16.3 13.4 16.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 13.9 20.3 15.1 16.3 13.4 16.7Queue Length 50th (m) 26.2 45.0 6.1 24.3 3.5 26.0Queue Length 95th (m) 41.3 65.8 15.0 43.5 9.5 46.8Internal Link Dist (m) 90.0 117.8 162.5 109.2Turn Bay Length (m) 28.0 29.0Base Capacity (vph) 1084 1136 318 627 342 614Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.40 0.71 0.23 0.43 0.13 0.47
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 1 (1%), Referenced to phase 4:EBTL and 8:WBTL, Start of GreenNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 5: Sherbourne Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Background Traffic Conditions5: Sherbourne Street & Dundas Street East AM Peak Hour
13/01/2016 Synchro 8 ReportAM Future Background.syn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 27 339 25 29 628 80 66 227 20 39 225 40Ideal 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 3.0 3.5 3.5 3.0 3.5 3.5Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.98 0.96 1.00 0.99 1.00 0.96Flpb, ped/bikes 1.00 0.99 0.91 1.00 0.94 1.00Frt 0.99 0.98 1.00 0.99 1.00 0.98Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 2887 2829 1336 1453 1377 1413Flt Permitted 0.87 0.92 0.53 1.00 0.55 1.00Satd. Flow (perm) 2513 2618 744 1453 799 1413Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Adj. Flow (vph) 30 373 27 32 690 88 73 249 22 43 247 44RTOR Reduction (vph) 0 7 0 0 13 0 0 5 0 0 9 0Lane Group Flow (vph) 0 423 0 0 797 0 73 266 0 43 282 0Confl. Peds. (#/hr) 130 180 180 130 161 108 108 161Confl. Bikes (#/hr) 27 161 43 196Heavy Vehicles (%) 0% 5% 9% 17% 4% 3% 3% 10% 0% 3% 8% 10%Bus Blockages (#/hr) 0 10 0 0 10 0 0 10 0 0 10 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 29.0 29.0 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1077 1122 318 622 342 605v/s Ratio Prot 0.18 c0.20v/s Ratio Perm 0.17 c0.30 0.10 0.05v/c Ratio 0.39 0.71 0.23 0.43 0.13 0.47Uniform Delay, d1 13.7 16.4 12.7 14.0 12.1 14.3Progression Factor 0.94 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 3.8 1.7 2.2 0.8 2.6Delay (s) 14.0 20.2 14.4 16.1 12.8 16.8Level of Service B C B B B BApproach Delay (s) 14.0 20.2 15.8 16.3Approach LOS B C B B
Intersection SummaryHCM 2000 Control Delay 17.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 95.5% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group
Weekday P.M. Peak Hour
Queues Future Background Traffic Conditions1: Jarvis Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 1
Lane Group EBL EBT WBL WBT NBT SBTLane ConfigurationsVolume (vph) 127 683 82 392 1147 685Lane Group Flow (vph) 0 903 0 581 1223 761Turn Type pm+pt NA Perm NA NA NAProtected Phases 7 4 8 2 6Permitted Phases 4 8Minimum Split (s) 10.0 28.0 28.0 28.0 27.0 27.0Total Split (s) 11.0 42.0 31.0 31.0 33.0 33.0Total Split (%) 14.7% 56.0% 41.3% 41.3% 44.0% 44.0%Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yesv/c Ratio 0.85 0.82 0.72 0.67Control Delay 24.9 33.0 22.9 22.7Queue Delay 0.0 0.0 0.0 0.0Total Delay 24.9 33.0 22.9 22.7Queue Length 50th (m) 48.0 38.6 55.3 47.6Queue Length 95th (m) #74.7 #67.7 71.3 67.0Internal Link Dist (m) 54.7 71.6 93.9 212.7Turn Bay Length (m)Base Capacity (vph) 1065 705 1701 1144Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.85 0.82 0.72 0.67
Intersection SummaryCycle Length: 75Actuated Cycle Length: 75Offset: 53 (71%), Referenced to phase 2:NBT and 6:SBTL, Start of GreenNatural Cycle: 65Control Type: Pretimed# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 1: Jarvis Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Background Traffic Conditions1: Jarvis Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 127 683 74 82 392 95 0 1147 52 0 685 61Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 0.91 0.95Frpb, ped/bikes 0.97 0.95 0.99 0.98Flpb, ped/bikes 0.99 0.99 1.00 1.00Frt 0.99 0.97 0.99 0.99Flt Protected 0.99 0.99 1.00 1.00Satd. Flow (prot) 2927 2762 4544 3043Flt Permitted 0.68 0.71 1.00 1.00Satd. Flow (perm) 2010 1969 4544 3043Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 130 697 76 84 400 97 0 1170 53 0 699 62RTOR Reduction (vph) 0 6 0 0 22 0 0 6 0 0 9 0Lane Group Flow (vph) 0 897 0 0 559 0 0 1217 0 0 752 0Confl. Peds. (#/hr) 268 365 365 268 265 170 170 265Confl. Bikes (#/hr) 54 32 3 2Heavy Vehicles (%) 0% 2% 0% 0% 5% 1% 0% 0% 2% 0% 2% 0%Bus Blockages (#/hr) 0 10 0 0 10 0 0 0 0 0 0 0Turn Type pm+pt NA Perm NA NA NAProtected Phases 7 4 8 2 6Permitted Phases 4 8 6Actuated Green, G (s) 36.0 25.0 27.0 27.0Effective Green, g (s) 37.0 26.0 28.0 28.0Actuated g/C Ratio 0.49 0.35 0.37 0.37Clearance Time (s) 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1089 682 1696 1136v/s Ratio Prot c0.09 c0.27 0.25v/s Ratio Perm c0.32 0.28v/c Ratio 0.82 0.82 0.72 0.66Uniform Delay, d1 16.2 22.4 20.1 19.6Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 7.1 10.6 2.6 3.0Delay (s) 23.3 32.9 22.8 22.6Level of Service C C C CApproach Delay (s) 23.3 32.9 22.8 22.6Approach LOS C C C C
Intersection SummaryHCM 2000 Control Delay 24.6 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.81Actuated Cycle Length (s) 75.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 86.6% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Future Background Traffic Conditions2: George Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 730 0 0 476 0 24 0 46 9 0 69Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 0 802 0 0 523 0 26 0 51 10 0 76Pedestrians 264 264 264 175Lane Width (m) 3.5 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 21 21 21 12Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 96 241pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83vC, conflicting volume 698 1066 1668 1764 929 1414 1764 701vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 698 681 1402 1518 517 1098 1518 701tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 7 100 81 84 100 71cM capacity (veh/h) 797 604 28 69 262 60 69 263
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 267 535 349 174 26 51 86Volume Left 0 0 0 0 26 0 10Volume Right 0 0 0 0 0 51 76cSH 797 1700 1700 1700 28 262 189Volume to Capacity 0.00 0.31 0.21 0.10 0.93 0.19 0.45Queue Length 95th (m) 0.0 0.0 0.0 0.0 24.2 5.6 17.0Control Delay (s) 0.0 0.0 0.0 0.0 348.1 22.0 38.8Lane LOS F C EApproach Delay (s) 0.0 0.0 133.8 38.8Approach LOS F E
Intersection SummaryAverage Delay 9.2Intersection Capacity Utilization Err% ICU Level of Service HAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Background Traffic Conditions3: Site Driveway & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 4
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 784 1 1 469 7 7Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 862 1 1 515 8 8Pedestrians 175 175 268Lane Width (m) 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 14 14 19Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 158 178pX, platoon unblocked 0.86 0.86 0.86vC, conflicting volume 1131 1565 874vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 838 1340 541tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 91 97cM capacity (veh/h) 567 88 296
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 574 288 173 344 8 8Volume Left 0 0 1 0 8 0Volume Right 0 1 0 0 0 8cSH 1700 1700 567 1700 88 296Volume to Capacity 0.34 0.17 0.00 0.20 0.09 0.03Queue Length 95th (m) 0.0 0.0 0.0 0.0 2.2 0.6Control Delay (s) 0.0 0.0 0.1 0.0 49.7 17.5Lane LOS A E CApproach Delay (s) 0.0 0.0 33.6Approach LOS D
Intersection SummaryAverage Delay 0.4Intersection Capacity Utilization 44.1% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Background Traffic Conditions4: Pembroke Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 779 12 19 461 0 0 0 0 17 10 9Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 0 856 13 21 507 0 0 0 0 19 11 10Pedestrians 155 155 169 155Lane Width (m) 3.5 3.5 0.0 3.5Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 13 13 0 13Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 223 114pX, platoon unblocked 0.95 0.90 0.92 0.92 0.90 0.92 0.92 0.95vC, conflicting volume 662 1038 1497 1735 759 1286 1742 563vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 544 816 1136 1394 504 908 1401 441tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 97 100 100 100 87 90 98cM capacity (veh/h) 862 737 103 112 407 146 111 415
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2Volume Total 571 299 190 338 24 15Volume Left 0 0 21 0 19 0Volume Right 0 13 0 0 0 10cSH 1700 1700 737 1700 136 209Volume to Capacity 0.34 0.18 0.03 0.20 0.18 0.07Queue Length 95th (m) 0.0 0.0 0.7 0.0 5.0 1.9Control Delay (s) 0.0 0.0 1.4 0.0 37.1 23.5Lane LOS A E CApproach Delay (s) 0.0 0.5 31.8Approach LOS D
Intersection SummaryAverage Delay 1.1Intersection Capacity Utilization 49.6% ICU Level of Service AAnalysis Period (min) 15
Queues Future Background Traffic Conditions5: Sherbourne Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 6
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 44 702 37 386 53 304 48 278Lane Group Flow (vph) 0 874 0 546 58 397 53 349Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.77 0.53 0.20 0.61 0.20 0.55Control Delay 22.5 16.1 14.8 19.8 14.9 18.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 22.5 16.1 14.8 19.8 14.9 18.5Queue Length 50th (m) 51.2 26.1 4.8 39.0 4.4 33.2Queue Length 95th (m) 74.3 40.6 12.5 67.2 11.8 57.8Internal Link Dist (m) 90.0 117.8 162.5 109.2Turn Bay Length (m) 28.0 29.0Base Capacity (vph) 1134 1025 294 647 269 632Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.77 0.53 0.20 0.61 0.20 0.55
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 45 (64%), Referenced to phase 4:EBTL and 8:WBTL, Start of GreenNatural Cycle: 60Control Type: Pretimed
Splits and Phases: 5: Sherbourne Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Background Traffic Conditions5: Sherbourne Street & Dundas Street East Weekday PM Peak Hour
13/01/2016 Synchro 8 ReportPM Future Background.syn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 44 702 50 37 386 74 53 304 57 48 278 40Ideal 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 3.0 3.5 3.5 3.0 3.5 3.5Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.97 0.95 1.00 0.97 1.00 0.98Flpb, ped/bikes 0.99 0.99 0.92 1.00 0.94 1.00Frt 0.99 0.98 1.00 0.98 1.00 0.98Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 2938 2783 1399 1489 1430 1458Flt Permitted 0.89 0.84 0.47 1.00 0.42 1.00Satd. Flow (perm) 2632 2348 687 1489 627 1458Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Adj. Flow (vph) 48 771 55 41 424 81 58 334 63 53 305 44RTOR Reduction (vph) 0 7 0 0 20 0 0 10 0 0 7 0Lane Group Flow (vph) 0 867 0 0 526 0 58 387 0 53 342 0Confl. Peds. (#/hr) 169 218 218 169 153 125 125 153Confl. Bikes (#/hr) 99 40 137 74Heavy Vehicles (%) 0% 2% 6% 0% 5% 1% 0% 4% 0% 0% 7% 5%Bus Blockages (#/hr) 0 10 0 0 10 0 0 10 0 0 10 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 29.0 29.0 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1128 1006 294 638 268 624v/s Ratio Prot c0.26 0.23v/s Ratio Perm c0.33 0.22 0.08 0.08v/c Ratio 0.77 0.52 0.20 0.61 0.20 0.55Uniform Delay, d1 17.0 14.7 12.5 15.4 12.5 14.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.1 1.9 1.5 4.3 1.6 3.4Delay (s) 22.1 16.7 14.0 19.7 14.1 18.4Level of Service C B B B B BApproach Delay (s) 22.1 16.7 19.0 17.8Approach LOS C B B B
Intersection SummaryHCM 2000 Control Delay 19.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.69Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 100.5% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group
APPENDIX E
Proxy Survey Rates-15 Stafford
15 Stafford Street Proxy Trip Generation Survey Summary
Average Tr
Peds Auto Bicycle Taxi Car Share Peds Auto Bicycle Taxi Car SharePeds Auto Bicycle Taxi Car Share Peds Auto Bicycle Taxi Car Share 6.6 7.6 0.2 0.2 0 21.4 16.2 4 0.2 0
June 5th 3 9 0 0 0 9 12 5 0 0 WeekdayJune 6th 6 4 0 0 0 6 13 1 0 0 WeekendJune 7th 2 0 0 0 0 9 4 0 0 0 N/A Peds Auto Bicycle Taxi Car Share Peds Auto Bicycle Taxi Car ShareJune 8th 0 0 0 0 0 0 0 0 0 0 19.8 16.4 1.2 0.4 0 9.8 8.6 0.2 0.4 0June 9th 8 1 0 0 0 29 18 5 0 0June 10th 11 5 1 0 0 21 17 4 0 0 Trip Gen Rate (per unit) 142June 11th 4 6 0 1 0 30 16 4 1 0June 12th 7 17 0 0 0 18 18 2 0 0
Peds Auto Bicycle Taxi Car Share Peds Auto Bicycle Taxi Car ShareDate Inbound Outbound 0.05 0.05 0.00 0.00 0.00 0.15 0.11 0.03 0.00 0.00
Peds Auto Bicycle Taxi Car Share Peds Auto Bicycle Taxi Car ShareJune 5th 19 18 1 1 0 9 8 0 1 0June 6th 16 16 0 0 0 17 8 2 0 0 Peds Auto Bicycle Taxi Car Share Peds Auto Bicycle Taxi Car ShareJune 7th 10 13 0 0 0 9 9 1 0 0 0.14 0.12 0.01 0.00 0.00 0.07 0.06 0.00 0.00 0.00June 8th 11 25 2 1 0 10 5 0 1 0June 9th 32 18 2 0 0 14 14 1 0 0June 10th 34 19 2 0 0 8 9 0 0 0June 11th 7 16 1 1 0 12 8 0 1 0June 12th 7 11 0 0 0 6 4 0 0 0
PM Peak Hour (5:00 ‐ 6:00p)Inbound Outbound
PM Peak Hour (5:00 ‐ 6:00p)Inbound Outbound
Date
AM Peak Hour (8:00 ‐ 9:00a)15 Stafford Street Trip Generation
Inbound Outbound
PM Peak Hour (5:00 ‐ 6:00p)Inbound Outbound
AM Peak Hour (8:00 ‐ 9:00a)
AM Peak Hour (8:00 ‐ 9:00a)Inbound Outbound
APPENDIX F
TTS Distribution Pull
TTS PULL - RESIDENTIAL INBOUNDUSER : Michael McConnell - University of WaterlooDATE : Jan 7 2016 (15:05:54)DATA : 2011 TTS V1.0 TripsFILTER 1 : gta06_dest => 23 24 37 38FILTER 2 : dwell_type => ApartmentFILTER 3 : trip_purp => Home-Based Work Home-based School Home-based DiscretionaryFILTER 4 : mode_prime => Auto driver Motorcycle Taxi passengerFILTER 5 : start_time => 1500-1800ROW : pd_origCOLUMN : gta06_dest Group 1 : 23 24 37 38
Destination Trips NB Jarvis SB Jarvis WB DundasEB Dundas NB SherbourneB SherbournNB Jarvis SB Jarvis WB DundasEB DundasB SherbourB SherbournePD 1 of Toronto 601 17% 13% 18% 21% 16% 14% 101.22 80.66 109.52 128.11 97.66 83.82 PD 2 of Toronto 53 50% 50% 26.5 0 0 26.5 0 0PD 4 of Toronto 74 100% 0 74 0 0 0 0PD 5 of Toronto 41 100% 0 0 41 0 0 0PD 6 of Toronto 115 100% 0 0 115 0 0 0PD 8 of Toronto 65 100% 65 0 0 0 0 0PD 9 of Toronto 17 100% 17 0 0 0 0 0PD 10 of Toronto 10 100% 10 0 0 0 0 0PD 11 of Toronto 48 100% 48 0 0 0 0PD 12 of Toronto 37 100% 0 0 37 0 0 0PD 13 of Toronto 10 100% 0 0 10 0 0 0PD 15 of Toronto 18 100% 0 0 18 0 0 0Markham 23 100% 0 0 23 0 0 0Vaughan 7 100% 7 0 0 0 0 0Brampton 27 25% 75% 6.75 0 20.25 0 0 0Mississauga 84 100% 84 0 0 0 0 0Oakville 62 100% 62 0 0 0 0 0Lincoln 10 100% 10 0 0 0 0 0Essa 7 100% 7 0 0 0 0 0Haldimand-Norfolk 10 100% 10 0 0 0 0 0
1319 454.47 154.66 373.77 154.61 97.66 83.82 1,319.00 34% 12% 28% 12% 7% 6%
TTS PULL-RESIDENTIAL OUTBOUNDUSER : Michael McConnell - University of WaterlooDATE : Jan 7 2016 (15:05:54)DATA : 2011 TTS V1.0 TripsFILTER 1 : gta06_orig => 23 24FILTER 2 : dwell_type => ApartmentFILTER 3 : trip_purp => Home-Based Work Home-based SchoolFILTER 4 : mode_prime => Auto driver MotorcycleFILTER 5 : start_time => 600-900ROW : pd_destCOLUMN : gta06_orig Group 1 : 23 24
Destination Trips NB Jarvis SB Jarvis WB DundasEB Dundas NB Sherbourne SB Sherbourne NB Jarvis SB Jarvis WB Dundas EB Dundas NB Sherbourne SB SherbournePD 1 of Toronto 394 20% 39% 18% 0% 15% 7% 79.80 155.23 71.69 - 59.85 27.43 PD 2 of Toronto 10 50% 50% - 5.00 5.00 - - - PD 3 of Toronto 10 50% 50% - 5.00 5.00 - - - PD 4 of Toronto 112 100% 112.00 - - - - - PD 5 of Toronto 44 100% - - - 44.00 - - PD 6 of Toronto 124 100% - - - 124.00 - - PD 8 of Toronto 10 100% - 10.00 - - - - PD 9 of Toronto 10 100% - 10.00 - - - - PD 11 of Toronto 34 100% 34.00 - - - - - PD 12 of Toronto 27 100% - - - 27.00 - - PD 13 of Toronto 22 100% - - - 22.00 - - Aurora 10 100% - - - 10.00 - - Markham 27 100% - - - 27.00 - - King 10 100% - - - 10.00 - - Vaughan 7 100% - - - 7.00 - - Brampton 17 25% 75% - 4.25 - 12.75 - - Mississauga 103 100% - 103.00 - - - - Oakville 62 100% - 62.00 - - - - Essa 7 100% - 7.00 - - - - Hastings 7 100% - 7.00 - - - -
1047 225.80 368.48 81.69 283.75 59.85 27.43 1,047.00 22% 35% 8% 27% 6% 3%
APPENDIX G
TTS Transit Distribution Pull
TTS TRANSIT DISTRIBUTION‐AM PEAK HOUR OUTBOUND
USER : Do-Hyun 'Dominic' Cho - LEA Consulting Ltd.DATE : Jan 8 2016 (12:58:34)DATA : 2011 TTS V1.0 TripsFILTER 1 : dwell_type => ApartmentFILTER 2 : start_time => 600-900FILTER 3 : mode_prime => Auto driv Motorcycl Taxi passengerFILTER 4 : purp_dest => Daycare Facilitate a Market/Sh Other School WorkFILTER 5 : gta06_orig => 24 36 25 37ROW : gta06_destCOLUMN : gta06_orig Group 1 : 24 36 25 37
Zones Trips
Group 1QUEEN EAST
RICHMOND WEST
CHURCH SOUTH
CHURCH NORTH
QUEEN EAST
RICHMOND WEST
CHURCH SOUTH
CHURCH NORTH
17 10 0.5 0.5 1 5 0 0 521 17 0.5 0.5 1 8.5 0 0 8.523 32 0.5 0.5 1 16 0 0 1625 22 1 1 0 0 22 032 19 0.5 0.5 1 0 9.5 9.5 033 10 0.5 0.5 1 0 5 5 034 17 0.5 0.5 1 0 8.5 8.5 036 21 0.5 0.5 1 0 10.5 10.5 037 13 0.5 0.5 1 0 6.5 0 6.538 9 0 1 1 0 0 0 945 29 0.5 0.5 1 0 14.5 0 14.547 12 0.5 0.5 1 0 6 0 654 21 0.5 0.5 1 0 10.5 0 10.556 29 0.5 0.5 1 0 14.5 14.5 068 17 0.5 0.5 1 0 8.5 0 8.570 21 0.5 0.5 1 0 10.5 0 10.575 7 1 1 0 7 0 078 13 0.75 0.25 1 0 9.75 3.25 089 10 0.5 0.5 1 0 5 5 0
PD 2 of Toronto 10 0.5 0.5 1 0 5 5 0PD 5 of Toronto 67 0.25 0 0.75 1 16.75 0 50.25 0PD 6 of Toronto 68 0 1 1 0 0 68 0PD 8 of Toronto 82 1 1 0 0 82 0
PD 11 of Toronto 32 0.5 0.5 1 0 0 16 16PD 13 of Toronto 47 0.5 0.5 1 0 0 23.5 23.5PD 16 of Toronto 14 1 1 0 0 14 0
Pickering 21 1 1 0 0 21 0Aurora 10 1 1 0 0 10 0
Richmond Hill 34 1 1 0 0 34 0Markham 22 1 1 0 0 22 0Vaughan 25 1 1 0 0 25 0
Mississauga 207 1 1 0 0 207 0Oakville 17 1 1 0 0 17 0
New Tecumseth 60 1 1 0 0 60 0Essa 7 1 1 0 0 7 0
1052 46.25 131.25 740 134.54.4% 12.5% 70.3% 12.8%1052 100%
TTS TRANSIT DISTRIBUTION‐PM PEAK HOUR INBOUNDUSER : Do-Hyun 'Dominic' Cho - LEA Consulting Ltd.DATE : Jan 8 2016 (12:58:34)DATA : 2011 TTS V1.0 TripsFILTER 1 : dwell_type => ApartmentFILTER 2 : start_time => 1600-1800FILTER 3 : mode_prime => Auto driv Motorcycl Taxi passengerFILTER 4 : gta06_dest => 24 25 36 37FILTER 5 : purp_dest => HomeROW : gta06_origCOLUMN : gta06_dest Group 1 : 24 36 25 37
Group 1
QUEEN EAST (FROM WEST)
RICHMOND/EAST (FROM EAST)
JARVIS/NORTH (FROM SOUTH)
JARVIS/SOUTH
(FROM NORTH)
QUEEN/WEST
(FROM WEST)
RICHMOND/EAST (FROM EAST)
JARVIS/NORTH (FROM SOUTH)
JARVIS/SOUTH
(FROM NORTH)
23 17 0.5 0.5 1 0 8.5 0 8.525 22 0.5 0.5 1 0 11 11 031 56 1 1 0 0 56 033 10 1 1 0 0 10 045 9 0.5 0 0.5 1 4.5 0 0 4.547 12 0.5 0.5 1 6 0 0 651 20 0.5 0 0.5 1 10 0 0 1056 22 1 1 0 0 22 057 17 1 1 0 0 17 067 17 0.5 0 0.5 1 8.5 0 0 8.570 21 0.5 0 0.5 1 10.5 0 0 10.575 7 0.5 0 0.5 1 3.5 0 0 3.577 13 0.25 0.75 1 3.25 0 9.75 078 13 1 1 0 0 13 0
PD 4 of Toronto 10 0.5 0.5 1 5 0 0 5PD 5 of Toronto 29 1 0 1 0 29 0 0PD 6 of Toronto 121 1 0 1 0 121 0 0PD 8 of Toronto 22 0 1 1 0 0 22 0
PD 11 of Toronto 10 1 1 0 10 0 0PD 12 of Toronto 9 1 0 1 0 9 0 0PD 13 of Toronto 47 1 0 1 0 47 0 0
Pickering 21 1 0 1 0 21 0 0Richmond Hill 34 1 0 1 0 34 0 0
Vaughan 13 1 0 1 0 13 0 0Brampton 9 1 1 0 0 9 0
Mississauga 188 1 1 0 0 188 0Oakville 17 1 1 0 0 17 0
Essa 7 0.5 0.5 1 0 3.5 3.5 0793 51.25 307 378.25 56.5
6% 39% 48% 7%793
100%
APPENDIX H
Levels of Service - Future Total Traffic Conditions
Weekday A.M. Peak Hour
Queues Future Total Traffic Conditions1: Jarvis Street & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 1
Lane Group EBL EBT WBL WBT NBT SBL SBTLane ConfigurationsVolume (vph) 56 313 125 615 692 2 1088Lane Group Flow (vph) 0 428 0 925 759 0 1233Turn Type Perm NA Perm NA NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 6Minimum Split (s) 28.0 28.0 28.0 28.0 27.0 27.0 27.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.50 0.97 0.57 0.70Control Delay 16.9 36.8 17.0 18.5Queue Delay 0.0 0.0 0.0 0.0Total Delay 16.9 36.8 17.0 18.5Queue Length 50th (m) 21.4 68.6 39.4 47.7Queue Length 95th (m) 34.2 #107.9 56.1 63.0Internal Link Dist (m) 54.7 71.6 93.9 212.7Turn Bay Length (m)Base Capacity (vph) 861 954 1333 1768Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.50 0.97 0.57 0.70
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 65 (93%), Referenced to phase 2:NBT and 6:SBTL, Start of GreenNatural Cycle: 60Control Type: Pretimed# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 1: Jarvis Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Total Traffic Conditions1: Jarvis Street & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 56 313 42 125 615 148 0 692 36 2 1088 94Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 0.95 0.91Frpb, ped/bikes 0.97 0.95 0.99 0.97Flpb, ped/bikes 0.99 0.98 1.00 1.00Frt 0.98 0.98 0.99 0.99Flt Protected 0.99 0.99 1.00 1.00Satd. Flow (prot) 2760 2709 3101 4359Flt Permitted 0.72 0.80 1.00 0.94Satd. Flow (perm) 2006 2170 3101 4094Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 58 326 44 130 641 154 0 721 38 2 1133 98RTOR Reduction (vph) 0 2 0 0 24 0 0 5 0 0 14 0Lane Group Flow (vph) 0 426 0 0 901 0 0 754 0 0 1219 0Confl. Peds. (#/hr) 257 287 287 257 332 124 124 332Confl. Bikes (#/hr) 25 115 13Heavy Vehicles (%) 8% 8% 3% 7% 4% 7% 0% 2% 5% 0% 2% 2%Bus Blockages (#/hr) 0 10 0 0 10 0 0 0 0 0 0 0Turn Type Perm NA Perm NA NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 6Actuated Green, G (s) 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 859 930 1329 1754v/s Ratio Prot 0.24v/s Ratio Perm 0.21 c0.42 c0.30v/c Ratio 0.50 0.97 0.57 0.69Uniform Delay, d1 14.5 19.5 15.1 16.3Progression Factor 1.00 0.71 1.00 1.00Incremental Delay, d2 2.0 20.9 1.8 2.3Delay (s) 16.6 34.7 16.9 18.6Level of Service B C B BApproach Delay (s) 16.6 34.7 16.9 18.6Approach LOS B C B B
Intersection SummaryHCM 2000 Control Delay 22.4 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.83Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 88.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Future Total Traffic Conditions2: George Street & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 351 0 0 748 0 21 0 46 14 0 119Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 390 0 0 831 0 23 0 51 16 0 132Pedestrians 168 168 168 95Lane Width (m) 3.5 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 14 14 14 7Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 96 241pX, platoon unblocked 0.90 0.99 0.90 0.90 0.99 0.90 0.90 0.90vC, conflicting volume 926 558 1274 1484 531 1340 1484 679vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 685 529 1027 1260 502 1100 1260 408tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 69 100 87 83 100 69cM capacity (veh/h) 768 895 76 125 384 91 125 428
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 130 260 554 277 23 51 148Volume Left 0 0 0 0 23 0 16Volume Right 0 0 0 0 0 51 132cSH 768 1700 1700 1700 76 384 308Volume to Capacity 0.00 0.15 0.33 0.16 0.31 0.13 0.48Queue Length 95th (m) 0.0 0.0 0.0 0.0 9.1 3.6 19.7Control Delay (s) 0.0 0.0 0.0 0.0 72.3 15.8 27.0Lane LOS F C DApproach Delay (s) 0.0 0.0 33.5 27.0Approach LOS D D
Intersection SummaryAverage Delay 4.5Intersection Capacity Utilization Err% ICU Level of Service HAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Total Traffic Conditions3: Site Driveway & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 4
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 402 9 7 726 22 12Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 447 10 8 807 24 13Pedestrians 168 168 168Lane Width (m) 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 14 14 12Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 158 178pX, platoon unblocked 0.86vC, conflicting volume 625 1207 564vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 625 917 564tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 86 96cM capacity (veh/h) 854 179 362
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 298 159 277 538 24 13Volume Left 0 0 8 0 24 0Volume Right 0 10 0 0 0 13cSH 1700 1700 854 1700 179 362Volume to Capacity 0.18 0.09 0.01 0.32 0.14 0.04Queue Length 95th (m) 0.0 0.0 0.2 0.0 3.7 0.9Control Delay (s) 0.0 0.0 0.4 0.0 28.3 15.3Lane LOS A D CApproach Delay (s) 0.0 0.1 23.7Approach LOS C
Intersection SummaryAverage Delay 0.8Intersection Capacity Utilization 47.7% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Total Traffic Conditions4: Pembroke Street & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 394 20 16 720 0 0 0 0 9 1 13Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 438 22 18 800 0 0 0 0 10 1 14Pedestrians 120 120 115 120Lane Width (m) 3.5 3.5 0.0 3.5Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 10 10 0 10Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 223 114pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83vC, conflicting volume 920 575 1134 1519 465 1294 1531 640vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 485 575 744 1210 465 938 1223 147tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 98 100 100 100 93 99 98cM capacity (veh/h) 813 1008 203 135 496 137 133 593
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2Volume Total 292 168 284 533 11 15Volume Left 0 0 18 0 10 0Volume Right 0 22 0 0 0 14cSH 1700 1700 1008 1700 137 526Volume to Capacity 0.17 0.10 0.02 0.31 0.08 0.03Queue Length 95th (m) 0.0 0.0 0.4 0.0 2.0 0.7Control Delay (s) 0.0 0.0 0.7 0.0 33.6 12.0Lane LOS A D BApproach Delay (s) 0.0 0.2 20.9Approach LOS C
Intersection SummaryAverage Delay 0.6Intersection Capacity Utilization 54.7% ICU Level of Service AAnalysis Period (min) 15
Queues Future Total Traffic Conditions5: Sherbourne Street & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 6
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 29 348 29 628 67 227 39 225Lane Group Flow (vph) 0 443 0 810 74 271 43 292Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.41 0.71 0.23 0.43 0.13 0.48Control Delay 14.1 20.3 15.2 16.3 13.4 16.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 14.1 20.3 15.2 16.3 13.4 16.7Queue Length 50th (m) 26.7 45.1 6.2 24.3 3.5 26.0Queue Length 95th (m) 42.0 65.8 15.2 43.5 9.5 47.1Internal Link Dist (m) 90.0 117.8 162.5 109.2Turn Bay Length (m) 28.0 29.0Base Capacity (vph) 1077 1134 318 627 342 614Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.41 0.71 0.23 0.43 0.13 0.48
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 1 (1%), Referenced to phase 4:EBTL and 8:WBTL, Start of GreenNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 5: Sherbourne Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Total Traffic Conditions5: Sherbourne Street & Dundas Street East AM Peak Hour
21/01/2016 Synchro 8 ReportAM Future Total.syn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 29 348 26 29 628 80 67 227 20 39 225 41Ideal 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 3.0 3.5 3.5 3.0 3.5 3.5Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.98 0.96 1.00 0.99 1.00 0.96Flpb, ped/bikes 1.00 0.99 0.91 1.00 0.94 1.00Frt 0.99 0.98 1.00 0.99 1.00 0.98Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 2882 2829 1336 1453 1377 1412Flt Permitted 0.86 0.92 0.53 1.00 0.55 1.00Satd. Flow (perm) 2495 2616 743 1453 799 1412Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Adj. Flow (vph) 32 382 29 32 690 88 74 249 22 43 247 45RTOR Reduction (vph) 0 7 0 0 13 0 0 5 0 0 9 0Lane Group Flow (vph) 0 436 0 0 797 0 74 266 0 43 283 0Confl. Peds. (#/hr) 130 180 180 130 161 108 108 161Confl. Bikes (#/hr) 27 161 43 196Heavy Vehicles (%) 0% 5% 9% 17% 4% 3% 3% 10% 0% 3% 8% 10%Bus Blockages (#/hr) 0 10 0 0 10 0 0 10 0 0 10 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 29.0 29.0 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1069 1121 318 622 342 605v/s Ratio Prot 0.18 c0.20v/s Ratio Perm 0.17 c0.30 0.10 0.05v/c Ratio 0.41 0.71 0.23 0.43 0.13 0.47Uniform Delay, d1 13.8 16.4 12.7 14.0 12.1 14.3Progression Factor 0.95 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.1 3.8 1.7 2.2 0.8 2.6Delay (s) 14.2 20.3 14.4 16.1 12.8 16.9Level of Service B C B B B BApproach Delay (s) 14.2 20.3 15.8 16.4Approach LOS B C B B
Intersection SummaryHCM 2000 Control Delay 17.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 95.5% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group
Weekday P.M. Peak Hour
Queues Future Total Traffic Conditions1: Jarvis Street & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 1
Lane Group EBL EBT WBL WBT NBT SBL SBTLane ConfigurationsVolume (vph) 127 686 88 386 1147 4 685Lane Group Flow (vph) 0 906 0 585 1235 0 765Turn Type pm+pt NA Perm NA NA Perm NAProtected Phases 7 4 8 2 6Permitted Phases 4 8 6Minimum Split (s) 10.0 28.0 28.0 28.0 27.0 27.0 27.0Total Split (s) 11.0 42.0 31.0 31.0 33.0 33.0 33.0Total Split (%) 14.7% 56.0% 41.3% 41.3% 44.0% 44.0% 44.0%Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yesv/c Ratio 0.85 0.85 0.73 0.71Control Delay 25.0 35.2 23.0 23.9Queue Delay 0.0 0.0 0.0 0.0Total Delay 25.0 35.2 23.0 23.9Queue Length 50th (m) 48.3 39.3 56.0 48.9Queue Length 95th (m) #75.1 #69.7 72.0 69.2Internal Link Dist (m) 54.7 71.6 93.9 212.7Turn Bay Length (m)Base Capacity (vph) 1067 689 1698 1084Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.85 0.85 0.73 0.71
Intersection SummaryCycle Length: 75Actuated Cycle Length: 75Offset: 53 (71%), Referenced to phase 2:NBT and 6:SBTL, Start of GreenNatural Cycle: 65Control Type: Pretimed# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
Splits and Phases: 1: Jarvis Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Total Traffic Conditions1: Jarvis Street & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 127 686 74 88 386 99 0 1147 64 4 685 61Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 0.91 0.95Frpb, ped/bikes 0.97 0.95 0.99 0.98Flpb, ped/bikes 0.99 0.99 1.00 1.00Frt 0.99 0.97 0.99 0.99Flt Protected 0.99 0.99 1.00 1.00Satd. Flow (prot) 2927 2753 4529 3042Flt Permitted 0.68 0.69 1.00 0.95Satd. Flow (perm) 2007 1924 4529 2882Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Adj. Flow (vph) 130 700 76 90 394 101 0 1170 65 4 699 62RTOR Reduction (vph) 0 6 0 0 24 0 0 8 0 0 9 0Lane Group Flow (vph) 0 900 0 0 561 0 0 1227 0 0 756 0Confl. Peds. (#/hr) 268 365 365 268 265 170 170 265Confl. Bikes (#/hr) 54 32 3 2Heavy Vehicles (%) 0% 2% 0% 0% 5% 1% 0% 0% 2% 0% 2% 0%Bus Blockages (#/hr) 0 10 0 0 10 0 0 0 0 0 0 0Turn Type pm+pt NA Perm NA NA Perm NAProtected Phases 7 4 8 2 6Permitted Phases 4 8 6Actuated Green, G (s) 36.0 25.0 27.0 27.0Effective Green, g (s) 37.0 26.0 28.0 28.0Actuated g/C Ratio 0.49 0.35 0.37 0.37Clearance Time (s) 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1088 666 1690 1075v/s Ratio Prot c0.09 c0.27v/s Ratio Perm c0.32 0.29 0.26v/c Ratio 0.83 0.84 0.73 0.70Uniform Delay, d1 16.3 22.6 20.2 20.0Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 7.3 12.4 2.8 3.9Delay (s) 23.5 35.0 23.0 23.8Level of Service C C C CApproach Delay (s) 23.5 35.0 23.0 23.8Approach LOS C C C C
Intersection SummaryHCM 2000 Control Delay 25.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.82Actuated Cycle Length (s) 75.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 87.7% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Future Total Traffic Conditions2: George Street & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 754 0 0 481 0 24 0 46 9 0 69Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 0 829 0 0 529 0 26 0 51 10 0 76Pedestrians 264 264 264 175Lane Width (m) 3.5 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 21 21 21 12Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 96 241pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83vC, conflicting volume 704 1093 1697 1796 942 1432 1796 703vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 704 709 1435 1554 529 1118 1554 703tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 1 100 80 83 100 71cM capacity (veh/h) 794 588 27 66 257 58 66 262
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1Volume Total 276 552 352 176 26 51 86Volume Left 0 0 0 0 26 0 10Volume Right 0 0 0 0 0 51 76cSH 794 1700 1700 1700 27 257 186Volume to Capacity 0.00 0.32 0.21 0.10 0.99 0.20 0.46Queue Length 95th (m) 0.0 0.0 0.0 0.0 25.0 5.7 17.4Control Delay (s) 0.0 0.0 0.0 0.0 381.8 22.4 39.8Lane LOS F C EApproach Delay (s) 0.0 0.0 145.6 39.8Approach LOS F E
Intersection SummaryAverage Delay 9.6Intersection Capacity Utilization Err% ICU Level of Service HAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Total Traffic Conditions3: Site Driveway & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 4
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 789 20 15 469 12 6Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 867 22 16 515 13 7Pedestrians 175 175 268Lane Width (m) 3.5 3.5 3.0Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 14 14 19Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 158 178pX, platoon unblocked 0.86 0.86 0.86vC, conflicting volume 1157 1612 888vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 865 1392 553tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 97 83 98cM capacity (veh/h) 553 79 290
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 578 311 188 344 13 7Volume Left 0 0 16 0 13 0Volume Right 0 22 0 0 0 7cSH 1700 1700 553 1700 79 290Volume to Capacity 0.34 0.18 0.03 0.20 0.17 0.02Queue Length 95th (m) 0.0 0.0 0.7 0.0 4.5 0.6Control Delay (s) 0.0 0.0 1.4 0.0 59.3 17.7Lane LOS A F CApproach Delay (s) 0.0 0.5 45.4Approach LOS E
Intersection SummaryAverage Delay 0.8Intersection Capacity Utilization 46.4% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Future Total Traffic Conditions4: Pembroke Street & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 783 12 19 475 0 0 0 0 17 10 9Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Hourly flow rate (vph) 0 860 13 21 522 0 0 0 0 19 11 10Pedestrians 155 155 169 155Lane Width (m) 3.5 3.5 0.0 3.5Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 13 13 0 13Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 223 114pX, platoon unblocked 0.95 0.91 0.94 0.94 0.91 0.94 0.94 0.95vC, conflicting volume 677 1043 1509 1755 761 1304 1761 571vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 545 852 1153 1415 543 934 1422 433tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 97 100 100 100 87 90 98cM capacity (veh/h) 856 725 101 111 390 142 109 417
Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2Volume Total 574 300 195 348 24 15Volume Left 0 0 21 0 19 0Volume Right 0 13 0 0 0 10cSH 1700 1700 725 1700 133 208Volume to Capacity 0.34 0.18 0.03 0.20 0.18 0.07Queue Length 95th (m) 0.0 0.0 0.7 0.0 5.1 1.9Control Delay (s) 0.0 0.0 1.4 0.0 38.0 23.7Lane LOS A E CApproach Delay (s) 0.0 0.5 32.4Approach LOS D
Intersection SummaryAverage Delay 1.1Intersection Capacity Utilization 50.0% ICU Level of Service AAnalysis Period (min) 15
Queues Future Total Traffic Conditions5: Sherbourne Street & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 6
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 45 705 37 395 56 304 48 278Lane Group Flow (vph) 0 880 0 556 62 397 53 351Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0Total Split (s) 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lead/LagLead-Lag Optimize?v/c Ratio 0.78 0.54 0.21 0.61 0.20 0.56Control Delay 22.9 16.3 15.0 19.8 14.9 18.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 22.9 16.3 15.0 19.8 14.9 18.5Queue Length 50th (m) 51.8 26.9 5.2 39.0 4.4 33.3Queue Length 95th (m) 75.2 41.5 13.3 67.2 11.8 58.2Internal Link Dist (m) 90.0 117.8 162.5 109.2Turn Bay Length (m) 28.0 29.0Base Capacity (vph) 1131 1026 293 647 269 632Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.78 0.54 0.21 0.61 0.20 0.56
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 45 (64%), Referenced to phase 4:EBTL and 8:WBTL, Start of GreenNatural Cycle: 60Control Type: Pretimed
Splits and Phases: 5: Sherbourne Street & Dundas Street East
HCM Signalized Intersection Capacity Analysis Future Total Traffic Conditions5: Sherbourne Street & Dundas Street East Weekday PM Peak Hour
21/01/2016 Synchro 8 ReportPM Future Total.syn Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 45 705 51 37 395 74 56 304 57 48 278 42Ideal 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 3.0 3.5 3.5 3.0 3.5 3.5Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frpb, ped/bikes 0.97 0.95 1.00 0.97 1.00 0.98Flpb, ped/bikes 0.99 0.99 0.92 1.00 0.94 1.00Frt 0.99 0.98 1.00 0.98 1.00 0.98Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 2937 2787 1399 1489 1430 1456Flt Permitted 0.89 0.84 0.46 1.00 0.42 1.00Satd. Flow (perm) 2624 2349 684 1489 627 1456Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Adj. Flow (vph) 49 775 56 41 434 81 62 334 63 53 305 46RTOR Reduction (vph) 0 7 0 0 19 0 0 10 0 0 8 0Lane Group Flow (vph) 0 873 0 0 537 0 62 387 0 53 343 0Confl. Peds. (#/hr) 169 218 218 169 153 125 125 153Confl. Bikes (#/hr) 99 40 137 74Heavy Vehicles (%) 0% 2% 6% 0% 5% 1% 0% 4% 0% 0% 7% 5%Bus Blockages (#/hr) 0 10 0 0 10 0 0 10 0 0 10 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 29.0 29.0 29.0 29.0 29.0 29.0Effective Green, g (s) 30.0 30.0 30.0 30.0 30.0 30.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 1124 1006 293 638 268 624v/s Ratio Prot c0.26 0.24v/s Ratio Perm c0.33 0.23 0.09 0.08v/c Ratio 0.78 0.53 0.21 0.61 0.20 0.55Uniform Delay, d1 17.1 14.8 12.6 15.4 12.5 15.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.3 2.0 1.6 4.3 1.6 3.5Delay (s) 22.4 16.8 14.2 19.7 14.1 18.4Level of Service C B B B B BApproach Delay (s) 22.4 16.8 19.0 17.9Approach LOS C B B B
Intersection SummaryHCM 2000 Control Delay 19.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.69Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0Intersection Capacity Utilization 100.9% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group
APPENDIX I
Truck Swept Path
PEMBROKE
STREET
-2.700
4M @7.5%
LOBBY
MOV.
TYPE
'G' L
OAD
ING
4mx
13m
x6.
1m
44 STACKEDBIKE SPACES
DU
ND
AS
STR
EET
EAS
T
PEMBROKE
STREET
2273.23 SF211.19 m²RETAIL
000.00
-000.295
-2.475
-1.896
-0.971
SHAFT
RA
MP
UP
FR
OM
UG
115
% S
LOPE
CACF
RETAILLOADING
CONCIERGE
MAILROOM
SHAFT
COMMERCIALLOBBY
F.F.E. = 89.00M
4.9m
FRO
NTA
GE
15.5
mR
ETAI
LFR
ONTA
GE
(47%
)
28.0
mFR
ONT
AGE
(32.
9mTO
TAL)
Consulting Engineersand Planners
PEMBROKE
STREET
-2.700
4M @7.5%
LOBBY
MOV.
TYPE
'G' L
OAD
ING
4mx
13m
x6.
1m
44 STACKEDBIKE SPACES
DU
ND
AS
STR
EET
EAS
T
PEMBROKE
STREET
2273.23 SF211.19 m²RETAIL
000.00
-000.295
-2.475
-1.896
-0.971
SHAFT
RA
MP
UP
FR
OM
UG
115
% S
LOPE
CACF
RETAILLOADING
CONCIERGE
MAILROOM
SHAFT
COMMERCIALLOBBY
F.F.E. = 89.00M
4.9m
FRO
NTA
GE
15.5
mR
ETAI
LFR
ONTA
GE
(47%
)
28.0
mFR
ONT
AGE
(32.
9mTO
TAL)
Consulting Engineersand Planners