pony pines residential€¦ · during the p.m. peak hour it is expected to generate 811 new two-way...

GHD | Pony Pines Development Inc. | 8811691 | Page i

Pony Pines Residential Traffic Impact Study Milton, Ontario April 12, 2020 Pony Pines Development Inc.

GHD | Pony Pines Development Inc. | 8811691 | Page ii

April 5, 2020

Executive Summary

GHD Limited (GHD) was retained to prepare a Traffic Impact Study (TIS) for the proposed Pony Pines Development located on the north side of Britannia Road between Tremaine Road and the CN Railway in the Town of Milton. This report establishes the existing road network and the subsequent traffic-related impacts on the adjacent future road network during the weekday a.m. and p.m. peak hours. These impacts are based on projected future background traffic for the 2024 and 2029 planning horizons.

The overall draft plan consists of 498 detached homes and 438 townhouses. The minor sub-node located in the southwest corner proposes an estimated 166 medium density residential units.

Access to the development from the surrounding existing and future road network is proposed as follows:

• Proposed full moves signalized intersections at the Street ‘A’ and Street ‘C’ intersections at Britannia Road; and

• Proposed interim right in/right-out unsignalized intersection at the Collector Road ‘A’ and Street ‘B’ at Tremaine Road intersection for horizon year 2024.

• Proposed full-moves signalized intersection at the Collector Road ‘A’ and Street ‘B’ at Tremaine Road intersection for horizon year 2029.

The proposed development is expected to generate a total of 630 two-way vehicle trips during the a.m. peak hour consisting of 154 inbound and 476 outbound trips. During the p.m. peak hour it is expected to generate 811 new two-way vehicle trips consisting of 510 inbound and 301 outbound trips.

The study area intersections are expected to operate acceptably during the weekday peak hours for 2024 and 2029 future conditions, under the planned traffic control and intersection configurations.

Respectfully submitted,

GHD William Maria, P. Eng. Senior Project Manager

GHD | Pony Pines Development Inc. | 8811691 | Page iii

Table of Contents

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

1.1 Retainer and Objective .............................................................................. 1

1.2 Study Team ............................................................................................... 1

1.3 Response to Comments ............................................................................ 1

1.4 Study Area Intersections ........................................................................... 1

2. Site Characteristics ............................................................................................ 2

2.1 Site Location .............................................................................................. 2

2.2 Draft Plan .................................................................................................. 4

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

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

3.2 Pedestrian and Cycling Routes ................................................................. 5

3.3 Transit Services ......................................................................................... 5

3.4 Existing Traffic Data .................................................................................. 5

4. Future Background Traffic ................................................................................. 8

4.1 Planned Road Improvements .................................................................... 8

4.2 Study Horizon Years ................................................................................. 8

4.3 Future Background Developments ............................................................ 8

4.4 Future Background Volumes ................................................................... 15

5. Site Generated Traffic ...................................................................................... 20

5.1 Transit Modal Split ................................................................................... 20

5.2 Site Trip Generation ................................................................................ 20

5.3 Site Trip Distribution and Assignment ..................................................... 24

6. Future Total Traffic ........................................................................................... 24

7. Intersection Capacity Analysis ......................................................................... 27

7.1 Britannia Road at Street A ....................................................................... 27

7.2 Britannia Road at Street C ....................................................................... 28

7.3 Tremaine Road at Street B ...................................................................... 29

7.4 Street A at Street B ................................................................................. 29

7.5 Street C at Street B ................................................................................. 30

7.6 Tremaine Road at Collector A ................................................................. 31

GHD | Pony Pines Development Inc. | 8811691 | Page iv

7.7 Street A at Collector A ............................................................................. 31

7.8 Street C at Collector A ............................................................................. 32

7.9 Tremaine Road at Louis Saint Laurent Avenue ....................................... 33

7.10 Tremaine Road at Britannia Road ........................................................... 34

8. All-Way Stop Control Warrants ........................................................................ 35

9. Draft Plan Review ............................................................................................ 36

10. Conclusion ....................................................................................................... 37

Figure Index

Figure 1 Site Location ................................................................................................ 3 Figure 2 Overall Draft Plan ......................................................................................... 4 Figure 3 Existing Traffic Volumes ............................................................................... 6 Figure 4 Existing Balanced Traffic Volumes ............................................................... 7 Figure 5 Full Boyne RNA Site Traffic Volumes ......................................................... 11 Figure 6 Reduced Boyne RNA Site Traffic Volumes (2024) ..................................... 12 Figure 7 Reduced Boyne RNA Site Traffic Volumes (2029) ..................................... 13 Figure 8 Existing & Reduced Boyne RNA Traffic Volumes ...................................... 14 Figure 9 2024 Corridor Growth Volumes .................................................................. 16 Figure 10 2029 Corridor Growth Volumes ................................................................ 17 Figure 11 2024 Future Background Volumes ........................................................... 18 Figure 12 2029 Future Background Volumes ........................................................... 19 Figure 13 Estimated Site Trips – 2024 ..................................................................... 22 Figure 14 Estimated Site Trips – 2029 ..................................................................... 23 Figure 15 2024 Future Total Volumes ...................................................................... 25 Figure 16 2029 Future Total Volumes ...................................................................... 26

GHD | Pony Pines Development Inc. | 8811691 | Page v

Table Index

Table 1 Site Trip Generation – Overall Draft Plan ................................................ 20 Table 4 Site Trip Distribution ................................................................................ 24 Table 5 Capacity Analysis for Britannia Road at Street A .................................... 27 Table 6 Capacity Analysis for Britannia Road at Street C .................................... 28 Table 7 Capacity Analysis for Tremaine Road at Street B ................................... 29 Table 8 Capacity Analysis for Street A at Street B ............................................... 29 Table 9 Capacity Analysis for Street C at Street B ............................................... 30 Table 10 Capacity Analysis for Tremaine Road at Collector A ............................... 31 Table 11 Capacity Analysis for Street A at Collector A .......................................... 31 Table 12 Capacity Analysis for Street C at Collector A .......................................... 32 Table 13 Capacity Analysis for Tremaine Road at Louis Saint Laurent Avenue .... 33 Table 14 Capacity Analysis for Tremaine Road at Britannia Road ........................ 34

Appendix Index

Appendix A Traffic Data

Appendix B Background Developments Traffic Data

Appendix C Transportation Tomorrow Survey (TTS) Data and Internal Site Trips

Appendix D Capacity Analysis

Appendix E Site Plan

GHD | Pony Pines Development Inc. | 8811691 | Page 1

1. Introduction

1.1 Retainer and Objective

GHD Limited (GHD) is pleased to provide this Traffic Impact Study for the proposed Pony Pines Development located on the north side of Britannia Road between Tremaine Road and the CN Railway in the Town of Milton. The objective of the study is to:

• Establish baseline traffic conditions for the study area and update the existing traffic conditions to derive the future background operating conditions at a future 2024 and 2029 horizon;

• Apply the estimated traffic generation and distribution of the development to the adjacent road network, and determine the future impacts in the context of all local transportation modes; and

• Review the site plan in the context of operational/geometric issues, and provide recommendations on how to address any deficiencies (if any are revealed).

1.2 Study Team

• William Maria, P. Eng., Senior Project Manager

• Adam Mildenberger, B.A., C.E.T., Transportation Planner

• Ivan Drewnitski, Dipl.T., Junior Transportation Planner

• Dominic Cho, Transportation Planner

1.3 Response to Comments

An initial Traffic Impact Study report was submitted to the Town and Region, dated May, 2019. Town and Regional comments have been provided, dated January 13, 2020 and January 17, 2020, respectively. This submission of the report is based on revisions made in response to the received comments.

1.4 Study Area Intersections

The study area includes the following intersections, with their expected traffic signals for horizon year 2024:

• Louis Saint Laurent Avenue at Tremaine Road (existing roundabout);

• Collector Road A at Tremaine Road (future unsignalized right-in-right-out only – Varga site);

• Street B at Tremaine Road (future unsignalized & right-in-right-out only – Pony Pines site);


• Britannia Road at Tremaine Road (existing roundabout);

• Collector Road A at Street C (future unsignalized – Varga site);

• Collector Road A at Street A (future unsignalized – Varga site);

• Street B at Street C (future unsignalized – Pony Pines site);

• Street B at Street A (future unsignalized – Pony Pines site);

• Street C at Britannia Road (future unsignalized – Pony Pines site); and

• Street A at Britannia Road (future unsignalized – Pony Pines site). It has been requested by the Town that following intersections at Tremaine Road to be analyzed as full-moves signalized intersections under horizon year 2029:

• Collector Road A at Tremaine Road (future full-moves signalized intersection, 2029); and

• Street B at Tremaine Road (future full-moves signalized intersection, 2029).

2. Site Characteristics

2.1 Site Location

The location of the site within the local transportation network is shown in Figure 1. The site is situated north of Britannia Road between Tremaine Road to the west and the CN Railway to the east. The site is situated within the Boyne West Secondary Plan Area.


Figure 1 Site Location


2.2 Draft Plan

The April 2020 Draft Plan prepared by Glen Schnarr & Associates is a redline update to the approved Pony Pines Draft Plan of Subdivision in June 2019 (24T-14003M).The 2019 approval was based on Pony Pines’ available servicing allocation purchased through the 2012 Halton Region Allocation Program of 200 units of allocation, permitting approval of 500 SDE in residential units based on the Regions requirement of having a minimum of 40% of the required allocation for a Development proposal. In November 2019, Pony Pines Development Inc. submitted an Expression of Interest in the 2020 Halton Region Allocation Program, and has since executed an Allocation Agreement with Halton Region securing a total of 593 additional SDEs. Accordingly, a Redline revision application is being made to incorporate additional lands east of Savoline Boulevard, a holdout property municipally known as 6081 Tremaine Road, as well as various minor revisions to the draft approved lands.

The purpose of this report and analysis is to update our analysis based on the redline Draft Plan dated April 1, 2020 (see Figure 2 or Appendix E). The Draft Plan consists of 498 detached homes and 438 townhouses. The minor sub-node located in the south west corner proposes an estimated 166 medium density residential units.

Figure 2 Overall Draft Plan


3. Existing Road Network

3.1 Existing Road Network

Tremaine Road (Regional Road #22) is a north-south Regional major arterial road under the jurisdiction of Halton Region. The road has an existing six-lane urban cross-section and a posted speed limit of 70 km/h. Tremaine Road intersects with Britannia Road and Louis St. Laurent Avenue with a four lane cross-section roundabout.

Britannia Road (Regional Road #6) is an east-west major arterial road under jurisdiction of Halton Region. The road has an existing two-lane urban cross-section with a posted speed limit of 80 km/h, and is expected to be widened to a six-lane cross-section prior to the 2026 horizon year.

Louis Saint Laurent Ave is an east-west minor arterial road under the jurisdiction of the Town of Milton with an existing four-lane cross-section and a posted speed limit of 60 km/h.

3.2 Pedestrian and Cycling Routes

There is sidewalks and designated cycling routes on both sides of Louis St. Laurent Avenue and Tremaine Road within the study area. Britannia Road currently provides no sidewalks or bicycle facilities, although is expected to include sidewalks and cycling routes after the widening.

3.3 Transit Services

There are currently no transit services provided within the study area.

3.4 Existing Traffic Data

The Region has provided GHD with turning movement counts at the Town intersection of Tremaine Road at Louis Saint Laurent Avenue, dated May 2018, and GHD has historical turning movement count data at the Regional intersection of Tremaine Road at Britannia Road, dated February 2016. The intersection turning movement counts are provided in Appendix B.

The adopted existing traffic volumes for the weekday a.m. and p.m. peak hours are shown in Figure 3.


Figure 3 Existing Traffic Volumes

(12)

(243

)

(38) 75 (85)

11 544

97 4 (8)

170 (81)

(13) 5

(10) 7 0 279

178

(7) 3

(0)

(444

)

(136

)

(231

)71

7

457

(441

)

(231

)71

7

457

(441

)

(44)

(175

)

(12) 12 (48)

47 404

33 75 (169)

37 (43) 124 (260) 124 (260)

(47) 48 (120) 256 (120) 256

(81) 170 4 238

53

(8) 15

(11)

(346

)

(27)

Britannia Road

Tremaine Road

Britannia Road

Tremaine Road

Louis Saint Laurent Ave


AM Peak Hour VolumesPM Peak Hour Volumes

LEGENDXX

(XX)

NOT TO SCALE


The existing volumes were balanced based on the highest volumes along the Tremaine Road. The balanced existing traffic volumes are shown in Figure 4.

Figure 4 Existing Balanced Traffic Volumes

(12)

(243

)

(38) 75 (85)

11 544

97 4 (8)

170 (81)

(13) 5

(10) 7 0 279

178

(7) 3

(0)

(444

)

(136

)

(331

)71

7

457

(580

)

(331

)71

7

457

(580

)

(63)

(251

)

(17) 18 (63)

70 598

49 75 (75)

37 (37) 130 (175) 130 ####

(62) 74 (240) 272 (240) 272

(170) 170 4 365

53

(15) 15

(4)

(455

)

(53)

Britannia Road

Tremaine Road



Britannia Road

Tremaine Road


LEGENDXX

(XX)

NOT TO SCALE


4. Future Background Traffic

4.1 Planned Road Improvements

The planned Town of Milton and the Region of Halton road network improvements were reviewed and included the following studies:

• Halton Region Transportation Master Plan (2012-2021);

• Halton Region Capital Projects (2021-2031);

• Town of Milton Construction Projects Forecast (2012-2017);

• Tremaine Road Transportation Corridor Improvements Class EA Study (2009); and

• Britannia Road West Transportation Corridor Improvements Class EA Study (2012).

The site’s planned Street A and Street C intersections at Britannia Road are planned for signalization under both Interim (two lane cross-section on Britannia Road) and Ultimate (six lane cross-section on Britannia Road) conditions. As a conservative measure, the intersections have been modelled without auxiliary turning lanes.

The site’s planned Street B intersection at Tremaine Road is planned for unsignalized right-in/right-out configuration, with stop control for the Street B approach.

4.2 Study Horizon Years

As per consultation with Town and Regional staff, the following future horizon years and/or analysis scenarios have been included for analysis:

• Existing Conditions;

• “Existing plus Boyne West” (existing traffic volumes plus 100% Boyne West traffic);

• 2024 horizon year (five years post current year); and

• 2029 horizon year (ten years post current year).

4.3 Future Background Developments

The future background conditions represent future road network conditions prior to build-out of the subject development, with the assumption that the remaining Boyne area (development and road network) has been fully developed. To avoid double counting, estimated trips generated from the subject site and Varga site adopted in the Boyne RNA study were removed from the Boyne site trips. The trip


generation assumptions adopted in the Boyne RNA for the subject site, and the Varga site, are described as follows:

The Boyne RNA assumed the following for the subject site:

• Zone 7A: 248 single-family detached residential units for the subject site, resulting in 143 two-way vehicle trips during the a.m. peak hour consisting of 43 inbound and 100 outbound trips. During the p.m. peak hour it was expected to generate 190 new two-way vehicle trips consisting of 112 inbound and 78 outbound trips.

• Zone 7B: 125 residential condominium/townhouse units for the subject site, resulting in 52 two-way vehicle trips during the a.m. peak hour consisting of 8 inbound and 44 outbound trips. During the p.m. peak hour it was expected to generate 63 new two-way vehicle trips consisting of 43 inbound and 20 outbound trips.

• Zone 7C: 16.824 GLA (1,000 sq ft) shopping centre for the subject site, resulting in 49 two-way vehicle trips during the a.m. peak hour consisting of 30 inbound and 19 outbound trips. During the p.m. peak hour it was expected to generate 90 new two-way vehicle trips consisting of 44 inbound and 46 outbound trips.

• Zone 8: 154 single-family detached residential units for the subject site, resulting in 89 two-way vehicle trips during the a.m. peak hour consisting of 26 inbound and 63 outbound trips. During the p.m. peak hour it was expected to generate 118 new two-way vehicle trips consisting of 70 inbound and 48 outbound trips.



With respect to the commercial component of the Varga site (Zone 4, 5 and 6 in the Boyne RNA), the Boyne RNA assumed the following for the subject site:



• Zone 5A: 630 student’s elementary school the subject site, resulting in 70 two-way vehicle trips during the a.m. peak hour consisting of 49 inbound and 21 outbound trips. During the p.m. peak hour it was expected to generate 23 new two-way vehicle trips consisting of 11 inbound and 12 outbound trips.

• Zone 5B: 630 student’s elementary school the subject site, resulting in 70 two-way vehicle trips during the a.m. peak hour consisting of 49 inbound and 21 outbound trips. During the p.m. peak hour it was expected to generate 23 new two-way vehicle trips consisting of 11 inbound and 12 outbound trips.

• Zone 5C: 26 single-family detached residential units for the subject site, resulting in 15 two-way vehicle trips during the a.m. peak hour consisting of 5 inbound and 10 outbound trips. During the p.m. peak hour it was expected to generate 20 new two-way vehicle trips consisting of 11 inbound and 9 outbound trips.


Supporting pages and calculation sheets extracted from the Boyne RNA that justify this approach are provided in Appendix C. The Boyne RNA traffic as outline in the Boyne RNA in Appendix C are shown in Figure 5. The reduced Boyne volumes with the development zones volumes removed are shown in Figure 6 and Figure 7. Please note that the Figure 7 is the full Boyne volumes used for horizon year 2029, while Figure 6 outlines the volumes with some traffic at Tremaine Road intersections diverted with respect to right-in-right-out only lane configurations, prepared for horizon year 2024.

The Town and the Region requested that the existing volumes and the reduced Boyne volumes to be added together and analyzed as interim condition. Figure 8 shows the balanced existing traffic volumes and the horizon year 2024 (Figure 6) reduced Boyne volumes, added together.


Figure 5 Full Boyne RNA Site Traffic Volumes

(0)

(614

)

(875

)

730 (556)

0 230

316

0 (0)

87 (76)

(0) 0

(0) 0 0 573

50

(0) 0

(0)

(462

)

(80)

(493

)

(25)

(45)

(29) 10 (17) (86)

(212

)

(21) 17 (19)

244

32 30 18 121 (103) 42 109 8 21 (20)

208 (188) 28 (43) 16 (13)

(24) 16 (69) 42

403 9 (123) 47 83 62 34 (26) 10 90 168 8

(386

)

(25) (82) 35

(75)

(50)

(18) (89) 48

(70)

(177

)

(18)

(365

)

(8)

(78)

(11) 13 (8)

(154

)

(0)

205

13 80 17 62 (45) 135 0

129 (111) 11 (24)

(13) 8 (50) 36

283

16 (61) 27 78 64 20 (47) 30 47 96

(300

)

(22) (92) 41

(73)

(100

)

(14)

(37)

(201

)

(47)

(41)

(276

)

230 (204) (23)

(94)

(29)

(148

)

55 50 134

298 (219) 27 123

51 (131) 38 181

77 (205)

157 (120) 659 (520) 672 (623)

(62) 23 (33) 11 (41) 19

(333) 127 0 27 56 (753) 306 (806) 410

(0) 0

(0)

(59)

(176

)

Britannia Road Britannia Road

Tremaine Road

Street B

Tremaine Road



Street C Street A

Collector A


LEGENDXX

(XX)

NOT TO SCALE


Figure 6 Reduced Boyne RNA Site Traffic Volumes (2024)

(0)

(0)

(787

)

677 (512)

0 0 282

0 (0)

76 (56)

(0) 0

(0) 0 0 291

40

(0) 0

(0)

(228

)

(71)

(166

)

(25)

(14)

(26) 7 (15) (49)

(56)

(14) 10 (14)

125

32 13 11 46 (47) 21 41 5 1 (12)

68 (76) 1 (0) 7 (10)

(24) 16 (58) 25

251

85 (43) 16 10 19 0 (14) 0 13 33 4

(254

)

(218

)

(18) 23 (1

7)

(28)

(3) (12) 13

(15)

(70)

(15)

(319

)

(0)

(31) (4)

3 (4) (10)

(65) (0)

0 (0)

178 0 44 2 0 (0) 5 61 0 0 (0)

4 (3) 3 (2) 0 (0)

(3) 0 (10) 7

332

59 (0) 0 1 15 1 (0) 0 3 39 0

(469

)

(149

)

(2) 33

(3)

(41)

(2) (7) 11

(9)

(88)

(0)

(38)

(36)

(247

)

212 (170) (0)

(27) (5)

(63)

32 34 84 283 (200) 23 61 13 (34) 6 75 32 (84)

153 (109) 624 (479) 631 (508)

(49) 19 (2) 0 (7) 3

(303) 116 0 160

50 (707) 250 (727) 308

(0) 0

(0)

(399

)

(159

)


Tremaine Road

Street B

Tremaine Road



Street C Street A

Collector A


LEGENDXX

(XX)

NOT TO SCALE


Figure 7 Reduced Boyne RNA Site Traffic Volumes (2029)

(0)

(314

)

(787

)

677 (512)

0 126

282

0 (0)

76 (56)

(0) 0

(0) 0 0 291

40

(0) 0

(0)

(228

)

(71)

(312

)

(25)

(14)

(26) 7 (15) (49)

(56)

(14) 10 (14)

183

32 13 11 46 (47) 21 41 5 1 (12)

68 (76) 1 (0) 7 (10)

(24) 16 (58) 25

251 7 (43) 16 10 19 0 (14) 0 13 33 4

(254

)

(17) (18) 4

(17)

(28)

(3) (12) 13

(15)

(70)

(15)

(319

)

(0)

(31) (4)

3 (4) (65) (0)

197 0 25 2 0 (0) 61 0

4 (3) 3 (2)

(3) 0 (10) 7

254 1 (0) 0 1 15 1 (7) 11 3 39

(268

)

(3) (2) 5

(3)

(41)

(2)

(9)

(88)

(38)

(36)

(247

)

212 (170) (0)

(27) (5)

(63)

43 44 110

272 (200) 2 35 13 (34) 6 75 32 (84)

143 (109) 624 (479) 631 (508)

(49) 19 (2) 0 (7) 3

(303) 116 0 24 50 (707) 276 (727) 308

(0) 0

(0)

(52)

(159

)


Tremaine Road

Street B

Tremaine Road



Street C Street A

Collector A


LEGENDXX

(XX)

NOT TO SCALE


Figure 8 Existing & Reduced Boyne RNA Traffic Volumes

(12)

(510

)

(913

)

805 (641)

11 638

413

4 (8)

257 (157)

(13) 5

(10) 7 0 852

228

(7) 3

(0)

(906

)

(216

)

(678

)

(25)

(45)

(29) 10 (17) (86)

(212

)

(21) 17 (19)

903

32 30 18 121 (103) 42 109 8 21 (20)

208 (188) 28 (43) 16 (13)

(24) 16 (69) 42

860

87 (123) 47 83 62 34 (26) 10 90 168 8

(966

)

(226

)

(82) 54 (7

5)

(50)

(18) (89) 48

(70)

(177

)

(18)

(696

)

(8)

(78)

(11) 13 (8)

(154

)

(0)

903

13 99 17 62 (45) 135 0

129 (111) 11 (24)

(13) 8 (50) 36

818

74 (61) 27 78 64 20 (47) 30 47 96

(108

1)

(168

)

(92) 69

(73)

(100

)

(14)

(37)

(201

)

(110

)

(292

)

(293

)

248 (267) (23)

(94)

(29)

(148

)

114

638

157

384 (294) 48 149

51 (131) 38 181

77 (205)

204 (157) 789 (695) 802 (798)

(124) 97 (33) 11 (41) 19

(503) 297 4 528

109 (993) 552 (1046) 682

(15) 15

(4)

(861

)

(229

)

Britannia Road

Tremaine Road

Britannia Road

Street B

Tremaine Road



Street C Street A

Collector A


LEGENDXX

(XX)

NOT TO SCALE


4.4 Future Background Volumes

Corridor growth on the arterial corridors adopted the Region’s 3% compound annual growth rate to 5-year (2024) and 10-year (2029) planning horizon years.

The projected future corridor volumes with just the growth (no background developments) during each of the horizon years are shown in Figure 9 and Figure 10, respectively.

Future background volumes were calculated by adding the Boyne site trips from the Boyne RNA, and the adjacent Varga development site trips, to the forecasted 2024 and 2029 corridor growth volumes. As previously noted, to avoid double counting, estimated trips generated from the subject site and Varga site adopted in the Boyne RNA study were removed from the Boyne site trips. The detailed site trips figures for Boyne RNA and Varga development are shown in Appendix C.

Please note that the town has requested that two intersections along Tremaine Road to be analyzed and right-in-right-out (RIRO), unsignalized for 2024 horizon year and full-moves, signalized for 2029 horizon year. As such, the background development trips were reassigned to reflect traffic controls and lane configurations at Tremaine Road intersections at Collector A (Varga) and Street B (Pony Pines) during each horizon years, respectively.

The projected future background traffic conditions during each of the horizon years are shown in Figure 11 and Figure 12, respectively.


Figure 9 2024 Corridor Growth Volumes

(12)

(290

)

(38) 75 (85)

11 650

97 5 (10)

170 (81)

(13) 5

(12) 8 0 333

178

(7) 3

(0)

(530

)

(136

)

(378

)82

3

511

(666

)

(378

)82

3

511

(666

)

(63)

(298

)

(17) 18 (63)

70 704

49 90 (90)

37 (37) 145 (190) 145 (190)

(62) 74 (273) 305 (273) 305

(203) 203 4 419

53

(15) 15

(4)

(541

)

(53)

Britannia Road

Tremaine Road



Britannia Road

Tremaine Road


LEGENDXX

(XX)

NOT TO SCALE


Figure 10 2029 Corridor Growth Volumes

(12)

(336

)

(38) 75 (85)

11 753

97 6 (11)

170 (81)

(13) 5

(14) 10 0 386

178

(7) 3

(0)

(615

)

(136

)

(424

)92

6

564

(751

)

(424

)92

6

564

(751

)

(63)

(344

)

(17) 18 (63)

70 807

49 104 (104)

37 (37) 159 (204) 159 (204)

(62) 74 (305) 337 (305) 337

(235) 235 4 472

53

(15) 15

(4)

(626

)

(53)

Britannia Road

Tremaine Road



Britannia Road

Tremaine Road


LEGENDXX

(XX)

NOT TO SCALE


Figure 11 2024 Future Background Volumes

(12)

(426

)

(825

)

752 (597)

11 802

379

5 (10)

358 (236)

(13) 5

(12) 8 0 804

352

(7) 3

(0)

(861

)

(284

)

(779

)

(51)

(37)

(26) 7 (15)

(216

)

(74)

(14) 10 (14)

1212 47 43 11 243 (224) 232

46 5 1 (12)

268 (171) 127 (75) 7 (10)

(49) 41 (104) 113

875

390 (199) 231 71 50 35 (14) 0 146

82 4

(100

6)

(477

)

(138) 185 (5

8)

(42)

(30) (143) 208

(124

)

(90)

(15)

(932

)

(13)

(163

)

(13) 3 (4)

(185

)

(0)

1265 43 239

34 0 (1) 264 0

47 (16) 3 (2)

(3) 0 (19) 39

1163 59 (0) 0 1 63 1 (7) 11 3 158

(118

4)

(149

)

(2) 33

(3)

(87)

(2)

(9)

(198

)

(101

)

(569

)

(264

)

230 (233) (72)

(88) (5)

(182

)

102

1002

133

464 (342) 113

166

43 (61) 7 277

151 (193)

190 (146) 770 (669) 806 (725)

(160) 149 (21) 18 (8) 3

(526) 337 4 843

103 (981) 555 (1061) 718

(15) 15

(4)

(117

5)

(212

)

Britannia Road

Tremaine Road



Street C

Tremaine Road

Street A

Collector A

Britannia Road

Street B


LEGENDXX

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Figure 12 2029 Future Background Volumes

(12)

(786

)

(825

)

752 (597)

11 1031

379

6 (11)

358 (236)

(13) 5

(14) 10 0 857

352

(7) 3

(0)

(946

)

(284

)

(736

)

(297

)

(51)

(37)

(26) 7 (15)

(216

)

(74)

(14) 10 (14)

1109

288

268 (171) 47 43 11 268 (235) 232

46 5 1 (12)

74 (51) 102 (64) 7 (10)

(49) 41 (104) 113

928

48 (199) 231 79 50 35 (14) 0 146

82 4

(109

1)

(41) (114) 141

(61)

(42)

(30) (143) 208

(124

)

(90)

(15)

(782

)

(4)

(13)

(105

)

(13) 3 (4)

(185

)

(0)

1181 2 47 (16) 43 162

34 0 (0) 264 0

1 (1) 3 (2)

(3) 0 (19) 39

874 1 (0) 0 1 63 1 (7) 11 3 158

(106

8)

(3) (2) 5

(3)

(87)

(2)

(9)

(198

)

(140

)

(380

)

(264

)

230 (233) (14)

(88) (5)

(182

)

171

851

159

409 (318) 34 140

43 (61) 7 277

151 (193)

180 (146) 784 (683) 820 (739)

(160) 149 (21) 18 (8) 3

(558) 369 4 496

103 (1013) 613 (1093) 750

(15) 15

(4)

(678

)

(212

)

Britannia Road

Tremaine Road



Street C

Tremaine Road

Street A

Collector A

Britannia Road

Street B


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5. Site Generated Traffic

5.1 Transit Modal Split

As a conservative measure, no transit modal split reduction was applied to the trip generation calculations, based on the assumption that transit modal split reductions are already captured in the trip generation rates provided by the Institute of Transportation Engineers (ITE).

5.2 Site Trip Generation

Trip generation during the weekday peak hours for the proposed Pony Pines development was estimated using ITE 10th Edition LUC #210 for single family dwellings, LUC #220 for multifamily housing (low-rise), and LUC #221 for multifamily housing (mid-rise).

The Overall Draft Plan proposes 497 detached homes and 438 townhouses. The minor sub-node located in the southwest corner proposes an estimated 166 medium density residential.

Table 1 Site Trip Generation – Overall Draft Plan

Land Use Code

Units/ GFA (ft2)

Parameters

Peak Hour Trip Generation

Weekday AM Weekday PM

In Out Total In Out Total

Single-Family

Detached (LUC 210)

498 Units

Trip Rate 0.186 0.555 0.741 0.624 0.366 0.990

Trip Ratio 25% 75% - 63% 37% - Total New

Trips 92 277 369 311 182 493

Multifamily Housing

(Low-Rise) (LUC 220)

438 Units

Trip Rate 0.105 0.354 0.459 0.352 0.207 0.559


Trips 46 155 201 154 91 245

Multifamily Housing

(Mid-Rise) (LUC 221)

166 Units

Trip Rate 0.096 0.265 0.361 0.269 0.171 0.440


Trips 16 44 60 45 28 73

Overall Total Site Trips 154 476 630 510 301 811


The proposed development is expected to generate a total of 630 two-way vehicle trips during the a.m. peak hour consisting of 154 inbound and 476 outbound trips. During the p.m. peak hour it is expected to generate 811 new two-way vehicle trips consisting of 510 inbound and 301 outbound trips. The weekday AM and PM trip generation is summarized in Table 1.

Figure 13 and Figure 14 shows the total estimated site trips for horizon year 2024 and 2029, respectively.

The Town has requested that two intersections along Tremaine Road be analyzed as right-in-right-out (RIRO) for the interim condition in the 2024 horizon year and signalized full-moves intersection for the 2029 horizon year. As such, the estimated site trips were reassigned to reflect traffic controls and lane configurations at Tremaine Road intersections at Collector A and Street B during each horizon years, respectively.


Figure 13 Estimated Site Trips – 2024

(0)

(153

)

(0)

0 (0)

0 46 0 0 (0)

0 (0)

(0) 0

(0) 0 0 143 0

(0) 0

(0)

(90)

(0)

(153

)

(0)

(0)

(0)

0 (0) (0)

(0)

(0)

0 (0)

46 0 0 0 0 (0) 0 0 0 0 (0)

0 (0) 0 (0) 0 (0)

(0) 0 (0) 0

143 0 (0) 0 0 0 0 (0) 0 0 0 0

(90)

(0) (0) 0

(0)

(0)

(0) (0) 0

(0)

(0)

(0)

(77) (0)

(18) (0)

0 (0) (55)

(55) 0 (0)

23 0 28 0 96 (52) 87 87 14 (9)

143 (90) 0 (0) 19 (12)

(0) 0 (0) 0

0 9 (6) 10 75 0 0 (0) 0 49 31 5

(0)

(31) (18) 28

(111

)

(0)

(0) (6) 10

(26)

(111

)

(12)

(18) (0)

(77) 0 (0) (18)

(52)

(18)

(104

)

9 0 23 57 (36) 29 83 27 (88) 29 165

53 (177)

0 (0) 29 (18) 27 (88)

(31) 9 (69) 21 (69) 21

(61) 18 0 0 0 (69) 21 (52) 83

(0) 0

(0)

(0)

(0)

Britannia Road

Tremaine Road



Street C

Tremaine Road

Street A

Collector A

Britannia Road

Street B


LEGENDXX

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Figure 14 Estimated Site Trips – 2029

(0)

(153

)

(0)

0 (0)

0 46 0 0 (0)

0 (0)

(0) 0

(0) 0 0 143 0

(0) 0 (0)

(90)

(0)

(153

)

(0)

(0)

(0)

(0)

0 (0) (0)

(0)

(0)

0 (0)

46 0 0 (0) 0 0 0 0 (0) 0 0 0 0 (0)

0 (0) 0 (0) 0 (0)

(0) 0 (0) 0

143 0 (0) 0 0 0 0 (0) 0 0 0 0

(90)

(0) (0) 0 (0)

(0)

(0) (0) 0 (0)

(0)

(0)

(77)

(77) (0)

(18) (0)

0 (0) (26)

(55) (0)

0 (0)

23 23 143 (90) 0 28 0 96 (52) 41 87 0 14 (9)

9 (18) 0 (0) 19 (12)

(0) 0 (0) 0

0 9 (6) 10 75 0 0 (0) 0 49 31 5

(0)

(31) (18) 28

(111

)

(0)

(0) (6) 10

(26)

(111

)

(12)

(18) (0)

(77) 0 (0) (18)

(52)

(18)

(104

)

9 0 23 57 (36) 29 83 27 (88) 29 165

53 (177)

0 (0) 29 (18) 27 (88)

(31) 9 (69) 21 (69) 21

(61) 18 0 0 0 (69) 21 (52) 83

(0) 0 (0)

(0)

(0)

Tremaine Road


Street B

Tremaine Road



Street C Street A

Collector A


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5.3 Site Trip Distribution and Assignment

The site trips were assigned at the site access roads (expected to be initially stop controlled) at Street B and Tremaine Road and at Streets C and A on Britannia Road. The adopted directional distributions was extracted from the 2016 Transportation Tomorrow Survey (TTS) which contains origin-destination statistics for the Greater Toronto Area. The distribution extracted from the survey is representative of a.m. and p.m. peak hour conditions in the study area and is consistent with the distributions from the RNA study.

Table 2 summarizes the proportion of residential site trips distributed to the study area limits under the 2024 and 2029 road network. The raw TTS data outputs are provided in Appendix D.

It has been noted by the region that the proposed development is a green field development, where caution must be taken using TTS data due to lack of data. Therefore, as shown in Appendix D, the 2016 TTS data was taken under planning district settings to capture trips distributions for larger Milton area.

Table 2 Site Trip Distribution

Trip Orientation AM Peak Hour PM Peak Hour In Out In Out

North – Tremaine Road 30% 30% 30% 30% East – Britannia Road 52% 52% 52% 52% West – Britannia Road 18% 18% 18% 18%

It was noted by the region and the town that development as large as the subject site requires trips to be distributed in separate sections, grouped by their location. Therefore, the estimated site trips in Figure 11 were divided into four sections, then distributed using the TTS results shown in Table 4. The detailed sectional internal trips within the subject site are shown in Appendix D.

6. Future Total Traffic

The future total traffic conditions for the 2024 and 2029 planning horizons were derived by combining the projected future background traffic with the corresponding estimate of the total site generated traffic. Peak hour future total traffic volumes for the 2024 and 2029 horizon years are presented in Figure 15 and Figure 16, respectively.


Figure 15 2024 Future Total Volumes

(12)

(579

)

(825

)

752 (597)

11 848

379

5 (10)

358 (236)

(13) 5

(12) 8 0 947

352

(7) 3 (0

)

(951

)

(284

)

(932

)

(51)

(37)

(26) 7 (15)

(216

)

(74)

(14) 10 (14)

1258 47 43 11 243 (224) 232

46 5 1 (12)

268 (171) 127 (75) 7 (10)

(49) 41 (104) 113

1018

390 (199) 231 71 50 35 (14) 0 146

82 4

(109

6)

(477

)

(157) 185

(58)

(42)

(30) (143) 208

(124

)

(90)

(15)

(108

5)

(13)

(202

)

(13) 3 (4) (32)

(244

)

(0)

0 (0)

1311 43 270

34 80 (44) 39 358 0 11 (7)

190 (106) 3 (2) 21 (13)

(3) 0 (19) 39

1163 68 (7) 10 73 63 1 (0) 0 46 195 7

(118

4)

(180

)

(40) 64

(128

)

(87)

(2) (14) 21

(31)

(326

)

(14)

(99)

(567

)

(404

)

230 (233)

(110

)

(165

)

(32)

(286

)

102

1002

179

549 (396) 156

249

70 (149) 50 442

204 (370)

190 (157) 812 (696) 832 (813)

(191) 158 (128) 50 (115) 35

(587) 355 4 843

103 (1075) 587 (1113) 800

(15) 15

(4)

(117

5)

(212

)

Britannia Road

Tremaine Road



Street C

Tremaine Road

Street A

Collector A

Britannia Road

Street B


LEGENDXX

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Figure 16 2029 Future Total Volumes

(12)

(939

)

(825

)

752 (597)

11 1077

379

6 (11)

358 (236)

(13) 5

(14) 10 0

1000

352

(7) 3 (0

)

(103

6)

(284

)

(889

)

(297

)

(51)

(37)

(26) 7 (15)

(216

)

(74)

(14) 10 (14)

1155

288

268 (171) 47 43 11 268 (235) 232

46 5 1 (12)

74 (51) 102 (64) 7 (10)

(49) 41 (104) 113

1071 48 (199) 231 79 50 35 (14) 0 146

82 4

(118

1)

(41) (114) 141

(61)

(42)

(30) (143) 208

(124

)

(90)

(15)

(859

)

(81)

(13)

(123

)

(13) 3 (4) (36)

(240

)

(0)

0 (0)

1204 25 190 (106) 43 190

34 96 (52) 46 351 0 14 (9)

10 (19) 3 (2) 19 (12)

(3) 0 (19) 39

874

10 (6) 10 76 63 1 (0) 0 52 189 5

(106

8)

(34) (20) 33

(114

)

(87)

(2) (13) 21

(35)

(309

)

(12)

(158

)

(380

)

(341

)

230 (233) (32)

(140

)

(23)

(286

)

180

851

182

466 (354) 63 223

70 (149) 36 442

204 (370)

180 (146) 812 (701) 847 (827)

(191) 158 (90) 39 (77) 24

(620) 388 4 496

103 (1082) 634 (1145) 833

(15) 15

(4)

(678

)

(212

)

Britannia Road

Tremaine Road



Street C

Tremaine Road

Street A

Collector A

Britannia Road

Street B


LEGENDXX

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7. Intersection Capacity Analysis

The capacity analysis identifies how well the intersections and driveways are operating. The analysis contained within this report utilized the Highway Capacity Manual (HCM) 2000 techniques within the Synchro Version 10 Software package. The reported intersection volume-to-capacity ratios (v/c) are a measure of the saturation volume for each turning movement, while the levels-of-service (LOS) are a measure of the average delay for each turning movement. Queuing characteristics are reported as the predicted 95th percentile queue for each turning movement.

In accordance with the Town of Milton’s and Halton Region Transportation Impact Study Guidelines, the analysis includes identification for all v/c ratios, LOS indicators and 95th percentile queue lengths for all movements at all study intersections. Critical intersections and movements shall be highlighted (in bold). ‘Critical’ intersections and movements include:

• v/c ratios for overall intersections, through movements, or shared through/turning movements increases to 0.85 or above.

• v/c ratios for exclusive turning movements increases to 0.95 or above.

• Queues for an individual movement are projected to exceed available turning lane storage.

The detailed Synchro reports are provided in Appendix E.

The following tables summarize the Synchro/HCM capacity results for the study intersections during the weekday peak hours under existing and future conditions.

7.1 Britannia Road at Street A Signalized capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 3 from the appended detailed Synchro reports.

Table 3 Capacity Analysis for Britannia Road at Street A

Traffic Condition Movement v/c (LOS) 95th Percentile Queue AM Peak Hour PM Peak Hour

Existing + Boyne Secondary Plan

Overall: v/c 0.75 (B) EBTL = 0.66 (A) 70 m WBTR = 0.80 (B) 170 m SBLR = 0.59 (C) 35 m

Overall: v/c 1.22 (F) EBTL = 1.42 (F) 235 m WBTR = 0.81 (B) 195 m SBLR = 0.78 (C) 35 m

Future Background 2024

Overall: v/c 0.43 (B) EBTL = 0.37 (A) 20 m WBTR = 0.45 (B) 35 m SBLR = 0.42 (B) 40 m

Overall: v/c 0.42 (A) EBTL = 0.37 (A) 20 m WBTR = 0.29 (A) 25 m SBLR = 0.56 (C) 35 m

Future Total 2024 Overall: v/c 0.60 (B) Overall: v/c 0.65 (A)


Traffic Condition Movement v/c (LOS) 95th Percentile Queue AM Peak Hour PM Peak Hour EBTL = 0.42 (A) 25 m WBTR = 0.43 (B) 40 m SBLR = 0.83 (C) 80 m

EBTL = 0.62 (A) 40 m WBTR = 0.41 (A) 30 m SBLR = 0.72 (C) 55 m

Future Total 2029 Overall: v/c 0.59 (B) EBTL = 0.41 (A) 25 m WBTR = 0.41 (B) 40 m SBLR = 0.82 (C) 75 m


Under all scenarios the intersection is expected to be operating acceptably, with reserve capacity, acceptable levels of delay, and no critical queueing. Any current capacity constraints on Britannia Road are expected to be mitigated by the future planned widening.

7.2 Britannia Road at Street C

Signalized capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 4 from the appended detailed Synchro reports.

Table 4 Capacity Analysis for Britannia Road at Street C



Overall: v/c 0.70 (B) EBTL = 0.50 (A) 65 m WBTR = 0.74 (A) 135 m SBLR = 0.55 (C) 35 m

Overall: v/c 0.80 (B) EBTL = 0.88 (B) 195 m WBTR = 0.69 (A) 65 m SBLR = 0.41 (C) 25 m




Future Total 2024 Overall: v/c 0.49 (B) EBTL = 0.30 (A) 25 m WBTR = 0.34 (A) 25 m SBLR = 0.74 (C) 50 m


Future Total 2029 Overall: v/c 0.41 (B) EBTL = 0.28 (A) 25 m WBTR = 0.31 (A) 25 m SBLR = 0.65 (C) 40 m


Under all scenarios the intersection is expected to be operating acceptably, with reserve capacity, acceptable levels of delay, and no critical queueing.


7.3 Tremaine Road at Street B

Capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 5 from the appended detailed Synchro reports. As requested by the town, this intersection was analyzed as a RIRO unsignalized intersection for existing + Boyne, future background 2024 and future total 2024, but as a full-moves signalized intersection for future total 2029.

Note this intersection was analyzed with an exclusive right-turn lane for the northbound (south leg) approach for this revision of the report, at the request from the Region of Halton (January 17, 2020).

Table 5 Capacity Analysis for Tremaine Road at Street B


Existing + Boyne Secondary Plan WBR = 0.20 (B) <1 veh WBR = 0.20 (B) <1 veh

Future Background 2024 WBR = 0.09 (B) <1 veh WBR = 0.03 (B) <1 veh

Future Total 2024 WBR = 0.35 (B) 15 m WBR = 0.20 (B) <1 veh

Future Total 2029

Overall: 0.44 (A) WBLR = 0.28 (B) 25 m NBT = 0.35 (A) 30 m

NBR = 0.01 (A) <1 veh SBTL = 0.55 (A) 15 m

Overall: 0.37 (A) WBLR = 0.18 (B) 20 m NBT = 0.43 (A) 35 m

NBR = 0.02 (A) <1 veh SBTL = 0.49 (A) 15 m

Under all scenarios the intersection is expected to be operating acceptably, with reserve capacity, acceptable levels of delay, and no critical queueing. As shown in Table 10, the northbound right-turn lane will experience maximum 95th percentile queue of less than a car length (7 m).

7.4 Street A at Street B

Unsignalized capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 6 from the appended detailed Synchro reports.

Table 6 Capacity Analysis for Street A at Street B



EBTLR = 0.11 (B) <1 veh WBTLR = 0.00 (A) <1 veh NBTLR = 0.04 (A) <1 veh

EBTLR = 0.17 (B) <1 veh WBTLR = 0.00 (A) <1 veh NBTLR = 0.03 (A) <1 veh




EBTLR = 0.10 (A) <1 veh WBTLR = 0.00 (A) <1 veh NBTLR = 0.00 (A) <1 veh

EBTLR = 0.01 (A) <1 veh WBTLR = 0.01 (A) <1 veh NBTLR = 0.01 (A) <1 veh

Future Total 2024 EBTLR = 0.17 (C) <1 veh WBTLR = 0.11 (C) <1 veh NBTLR = 0.04 (A) <1 veh

EBTLR = 0.08 (B) <1 veh WBTLR = 0.07 (C) <1 veh NBTLR = 0.04 (A) <1 veh

Future Total 2029 EBTLR = 0.17 (C) <1 veh WBTLR = 0.11 (C) <1 veh NBTLR = 0.05 (A) <1 veh

EBTLR = 0.08 (B) <1 veh WBTLR = 0.07 (C) <1 veh NBTLR = 0.04 (A) <1 veh


7.5 Street C at Street B


Table 7 Capacity Analysis for Street C at Street B



EBTLR = 0.16 (B) <1 veh WBTLR = 0.18 (B) <1 veh NBTLR = 0.06 (A) <1 veh SBTLR = 0.01 (A) <1 veh

EBTLR = 0.26 (B) 8 m WBTLR = 0.18 (B) <1 veh NBTLR = 0.05 (A) <1 veh SBTLR = 0.01 (A) <1 veh




Future Total 2024 EBTLR = 0.13 (B) <1 veh WBTLR = 0.25 (C) 10 m NBTLR = 0.06 (A) <1 veh SBTLR = 0.02 (A) <1 veh

EBTLR = 0.08 (B) <1 veh WBTLR = 0.15 (C) <1 veh NBTLR = 0.10 (A) <1 veh SBTLR = 0.01 (A) <1 veh

Future Total 2029 EBTLR = 0.07 (B) <1 veh WBTLR = 0.27 (C) 10 m NBTLR = 0.06 (A) <1 veh SBTLR = 0.02 (A) <1 veh

EBTLR = 0.05 (B) <1 veh WBTLR = 0.15 (C) <1 veh NBTLR = 0.09 (A) <1 veh SBTLR = 0.01 (A) <1 veh



7.6 Tremaine Road at Collector A

Capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 8 from the appended detailed Synchro reports. As requested by the town, this intersection was analyzed as a RIRO unsignalized intersection for existing + Boyne, future background 2024 and future total 2024, but as a full-moves signalized intersection for future total 2029.

Table 8 Capacity Analysis for Tremaine Road at Collector A



WBR = 0.35 (B) 15 m WBR = 0.38 (B) 15 m


WBR = 0.59 (C) 30 m WBR = 0.43 (C) 20 m

Future Total 2024

WBR = 0.64 (D) 35 m WBR = 0.46 (C) 20 m

Future Total 2029 Overall: v/c 0.64 (C) WBLR = 0.33 (C) 30 m NBTR = 0.77 (C) 65 m SBL = 0.77 (C) 50 m SBT = 0.45 (A) 40 m

Overall: v/c 0.64 (C) WBLR = 0.22 (B) 20 m NBTR = 0.84 (D) 75 m SBL = 0.79 (C) 55 m SBT = 0.35 (A) 30 m


7.7 Street A at Collector A


Table 9 Capacity Analysis for Street A at Collector A



EBTLR = 0.21 (B) <1 veh WBTLR = 0.13 (B) <1 veh NBTLR = 0.07 (A) <1 veh SBTLR = 0.01 (A) 1 veh

EBTLR = 0.46 (C) 20 m WBTLR = 0.03 (C) <1 veh NBTLR = 0.06 (A) <1 veh SBTLR = 0.02 (A) <1 veh


EBTLR = 0.60 (C) <1 veh WBTLR = 0.06 (C) <1 veh

EBTLR = 0.55 (C) 25 m WBTLR = 0.11 (C) <1 veh


Traffic Condition Movement v/c (LOS) 95th Percentile Queue AM Peak Hour PM Peak Hour NBTLR = 0.13 (A) <1 veh SBTLR = 0.00 (A) <1 veh

NBTLR = 0.11 (A) <1 veh SBTLR = 0.01 (A) <1 veh

Future Total 2024 EBTLR = 0.60 (C) 30 m WBTLR = 0.06 (C) <1 veh NBTLR = 0.13 (A) <1 veh SBTLR = 0.00 (A) <1 veh


Future Total 2029 EBTLR = 0.60 (C) 30 m WBTLR = 0.06 (C) <1 veh NBTLR = 0.13 (A) <1 veh SBTLR = 0.00 (A) <1 veh



7.8 Street C at Collector A


Table 10 Capacity Analysis for Street C at Collector A



EBTLR = 0.01 (A) <1 veh WBTLR = 0.02 (A) <1 veh NBTLR = 0.32 (B) 10 m SBTLR = 0.14 (B) <1 veh

EBTLR = 0.02 (A) <1 veh WBTLR = 0.03 (A) <1 veh NBTLR = 0.33 (C) 11 m SBTLR = 0.21 (B) <1 veh


EBTLR = 0.03 (A) <1 veh WBTLR = 0.12 (A) <1 veh NBTLR = 0.89 (F) 55 m SBTLR = 0.41 (D) 15m

EBTLR = 0.04 (A) <1 veh WBTLR = 0.07 (A) <1 veh NBTLR = 0.53 (D) 25 m SBTLR = 0.36 (C) 15 m

Future Total 2024 EBTLR = 0.03 (A) <1 veh WBTLR = 0.12 (A) <1 veh NBTLR = 0.89 (F) 55 m SBTLR = 0.41 (D) 15 m


Future Total 2029 EBTLR = 0.04 (A) <1 veh WBTLR = 0.10 (A) <1 veh NBTLR = 0.85 (F) 50 m SBTLR = 0.37 (C) 15 m



The northbound shared through movement during the a.m. peak hour has unacceptable LOS and v/c for through movements under future background 2024, future total 2024 and future total 2029 scenarios. However, the movement has reserve capacity with maximum v/c ratio of 0.89 in horizon year 2024. Therefore it is expected that the intersection overall will not have significant traffic issues, especially since all other movements are operating well below capacity.

7.9 Tremaine Road at Louis Saint Laurent Avenue

Roundabout capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 11 from the appended detailed Synchro reports.

Table 11 Capacity Analysis for Tremaine Road at Louis Saint Laurent Avenue


Existing SB = 0.33 (A) <25m EB = 0.01 (A) <25m NB = 0.22 (A) <25m WB = 0.13 (A) <25m

SB = 0.14 (A) <25m EB = 0.02 (A) <25m NB = 0.28 (A) <25m WB = 0.10 (A) <25m



SB = 0.72 (C) 68m EB = 0.03 (A) <25m NB = 0.80 (B) <25m WB = 0.57 (A) <25m



SB = 0.65 (A) <25m EB = 0.03 (A) <25m NB = 0.78 (B) <25m WB = 0.58 (A) <25m

Future Total 2024 SB = 0.67 (A) <25m EB = 0.02 (A) <25m NB = 0.71 (A) <25m WB = 0.80 (B) <25m


Future Total 2029 SB = 0.80 (A) <25m EB = 0.02 (A) <25m NB = 0.74 (A) <25m WB = 0.83 (C) <25m

SB = 0.92 (C) <25m EB = 0.06 (A) <25m NB = 0.90 (C) 51m WB = 0.64 (A) <25m

Under all scenarios this roundabout intersection is expected to operate acceptably with ample reserve capacity, acceptable levels of delay, and no critical queueing. This includes a conservatively applied 15% y-intercept adjustment, as requested by the Town, which is meant to simulate inefficient roundabout operations. Results


from the analysis without the applied y-intercept adjustment are appended, which illustrate very acceptable conditions.

7.10 Tremaine Road at Britannia Road

Roundabout capacity analyses during the weekday a.m. and p.m. peak hours are summarized in Table 12 from the appended detailed Synchro reports.

Table 12 Capacity Analysis for Tremaine Road at Britannia Road


Existing SB = 0.35 (A) <25m EB = 0.16 (A) <25m NB = 0.22 (A) <25m WB = 0.07 (A) <25m






SB = 0.78 (B) <25m EB = 0.47 (A) <25m NB = 0.59 (A) <25m WB = 0.67 (A) <25m

SB = 0.54 (A) <25m EB = 0.52 (A) <25m NB = 1.02 (F) 317m WB = 0.54 (A) <25m

Future Total 2024 SB = 0.84 (B) <25m EB = 0.52 (A) <25m NB = 0.61 (A) <25m WB = 0.73 (B) <25m

SB = 0.64 (A) <25m EB = 0.65 (A) <25m NB = 1.18 (F) 583m WB = 0.66 (A) <25m

Future Total 2029 SB = 0.76 (A) <25m EB = 0.49 (A) <25m NB = 0.39 (A) <25m WB = 0.55 (A) <25m


Under all scenarios this roundabout intersection is expected to operate acceptably with ample reserve capacity, acceptable levels of delay, and no critical queueing. This includes a conservatively applied 15% y-intercept adjustment, as requested by the Town, which is meant to simulate inefficient roundabout operations. Results from the analysis without the applied y-intercept adjustment are appended, which illustrate very acceptable conditions.


8. All-Way Stop Control Warrants

The Town has requested all-way stop control warrants, per the Ministry of Transportation Ontario’s (MTO) Ontario Traffic Manual (OTM) methodology, be undertaken for the future internal intersections in the development.

According to the OTM Book 5 (2012), the first criteria of the warrant includes volume conditions where total vehicle volume on all intersection approaches must exceed 350 for the highest hour recorded (minor roads warrant) to satisfy the condition.

The second criteria requires volumes do not exceed a directional split of 75/25 (i.e., 75 percent of traffic travelling east-west, 25 percent of traffic travelling north-south) for t-intersections, and 65/35 for four-legged intersections. This is because it is strongly recommended that the overall intersection volume be relatively evenly dispersed among the approaches, rather than overly concentrated to one or two approaches, for an all-way stop control to operate efficiently.

Both criteria must be met. The results of the volume warrants based on the forecasted 2029 future total volumes are as follows:

• Street ‘B’ at Street ‘C’ (four-legged intersection)

− Highest hour recorded – a.m. peak hour: 549 vph (satisfied) − North/South-East/West Directional Split: 74% north-south, 26% east-west (not

satisfied)

• Street ‘B’ at Street ‘A’ (four-legged intersection)

− Highest hour recorded – p.m. peak hour: 736 vph (satisfied)

− North/South-East/West Directional Split: 87% north-south, 13% east-west (not satisfied)

As shown above, both intersections do not satisfy both directional split criteria.

The Town has also requested a 5% handicap be applied to the directional-split criteria of the volume warrants, resulting in a direction split threshold of 80/20 for t-intersections, and 70/30 for four-legged intersections. Even with this handicapped directional split criteria applied, both intersections have too much high of a directional split to satisfy the warrant.

Given the Town has requested roundabouts be proposed at intersections warranting all-way stop control, roundabouts at Street ‘B’ at Street ‘C’ and Street ‘B’ at Street ‘A’ are not warranted.


9. Draft Plan Review

GHD undertook a review of the proposed layout of the Draft Plan from a traffic operational and safety perspective, with the following key findings:

• The north-south Street ‘C’ and east-west Street ‘B’ local roads are proposed to have a right-of-way width of 20 metres, which adheres to the preferred width as per the Boyne RNA;

• The north-south Street ‘A’ collector road is proposed to have a right-of-way width of 24 metres, which adheres to the preferred width as per the Boyne RNA;

• The internal site local roads are proposed to have a right-of-way width of 16 metres, which is considered acceptable from a transportation perspective;

• Several 90 degree bends are proposed within the internal local road network, which is considered acceptable for local roads based on common subdivision planning practice;

• Intersection spacing meets the 40 metre minimum t-intersection recommended spacing (measured centreline-to-centreline) as per the Transportation Association of Canada (TAC) Geometric Design Guide for Canadian Roads;

• Intersection spacing meets the 60 metre minimum four-legged intersection recommended spacing (measured centreline-to-centreline) as per the Transportation Association of Canada (TAC) Geometric Design Guide for Canadian Roads;

• Any horizontal curves in the collector road alignments are considered minor, with the recommended 85 metre stopping sight distance along all segments and 130 metre intersection sight distance at all intersections (for 60 km/h design speeds) as per TAC expected to be achievable;

• Given the proposed curve in right-of-way alignment of Street ‘B’ just west of Street ‘C’, a detailed sightline assessment can be undertaken for this approach to the intersection upon development of a detailed roadway design. The objective will be to align the road within the curved right-of-way so as to ensure the minimum recommended sightlines are maintained as per TAC.

• All internal intersections are proposed as two-way stop controlled (roundabout control is not recommended as per the Boyne RNA report);

• Per the Town’s Transportation Master Plan, Street ‘B’ and Street ‘A’ north of Street ‘B’ are expected to include on-street bike lanes;

• Sidewalks are expected on both sides of all local and collector roads; • On-street parking is generally expected on both sides of collector roads, and

on one side of local roads.


10. Conclusion

The proposed development is expected to generate a total of 630 two-way vehicle trips during the a.m. peak hour consisting of 154 inbound and 476 outbound trips. During the p.m. peak hour it is expected to generate 811 new two-way vehicle trips consisting of 510 inbound and 301 outbound trips.

The study area intersections are expected to operate generally well during the peak hours under 2024 and 2029 future conditions, under each intersections respective planned future traffic control and configuration.

Based on a review of the proposed Draft Plan road network layout, the layout is considered acceptable, meeting the Town’s, Region’s, and TAC’s applicable guidelines. There is not expected to be any significant operational, safety or sightline concerns with the Draft Plan.

Appendices

Appendix B

Proxy Parking Survey Results

Appendix A

Traffic Data

Ontario Traffic Inc.

Morning Peak Diagram Specified Period

From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

7:30:00

8:30:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Milton

1605100001

Tremaine Rd & Britannia Rd

1

11-Feb-16

Weather conditions:

Person(s) who counted:

** Non-Signalized Intersection ** Major Road: Tremaine Rd runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

782

484

0

Cyclists

Trucks

Cars

Totals

0

0

47

47

0

5

399

404

0

2

31

33

0

7

477

Cyclists

Trucks

Cars

Totals

0

6

292

298

CyclistsTrucks Cars Totals

0 2 124 126


0 1 47 48

0 2 168 170

0 1 14 15

0 4 229

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

233

359

Tremaine Rd

Britannia Rd

W

N

E

S

Britannia Rd

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

380

124

0

Cars Trucks CyclistsTotals

10 2 0 12

73 2 0 75

37 0 0 37

120 4 0


252 4 0 256

Cars

Trucks

Cyclists

Totals

450

6

0

456

Cars

Trucks

Cyclists

Totals

4

0

0

4

235

3

0

238

53

0

0

53

292

3

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

295

751

Comments


Afternoon Peak Diagram Specified Period

From:

To:

16:00:00

18:00:00

One Hour Peak

From:

To:

17:00:00

18:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Milton

1605100001


1

11-Feb-16

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

672

231

0

Cyclists

Trucks

Cars

Totals

0

0

44

44

0

3

172

175

0

1

11

12

0

4

227

Cyclists

Trucks

Cars

Totals

0

3

438

441


0 2 222 224


0 0 47 47

0 0 81 81

0 0 8 8

0 0 136

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

136

360

Tremaine Rd

Britannia Rd

W

N

E

S

Britannia Rd

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

380

260

0


48 0 0 48

167 2 0 169

43 0 0 43

258 2 0


119 1 0 120

Cars

Trucks

Cyclists

Totals

223

3

0

226

Cars

Trucks

Cyclists

Totals

11

0

0

11

343

3

0

346

27

0

0

27

381

3

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

384

610

Comments


Total Count Diagram

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Milton

1605100001


1

11-Feb-16

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

2545

1309

0

Cyclists

Trucks

Cars

Totals

0

1

180

181

0

21

1027

1048

0

5

75

80

0

27

1282

Cyclists

Trucks

Cars

Totals

0

15

1221

1236


0 13 688 701


0 1 146 147

0 3 392 395

0 1 40 41

0 5 578

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

583

1284

Tremaine Rd

Britannia Rd

W

N

E

S

Britannia Rd

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1361

734

0


110 3 0 113

478 10 0 488

133 0 0 133

721 13 0


619 8 0 627

Cars

Trucks

Cyclists

Totals

1200

22

0

1222

Cars

Trucks

Cyclists

Totals

30

2

0

32

965

11

0

976

152

0

0

152

1147

13

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

1160

2382

Comments


Traffic Count SummaryIntersection: Tremaine Rd & Britannia Rd Count Date: 11-Feb-16 Municipality: Milton

North Approach Totals South Approach Totals

East Approach Totals West Approach Totals

Includes Cars, Trucks, & Cyclists Includes Cars, Trucks, & Cyclists

Includes Cars, Trucks, & Cyclists Includes Cars, Trucks, & Cyclists

Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches

Calculated Values for Traffic Crossing Major Street

Hours Ending:Crossing Values:

Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 28 355 36 419 0 657 8:00:00 5 190 43 238 09:00:00 35 318 45 398 0 643 9:00:00 5 186 54 245 0

16:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 5 200 56 261 0 554 17:00:00 11 254 28 293 018:00:00 12 175 44 231 0 615 18:00:00 11 346 27 384 0

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 23 45 5 73 0 263 8:00:00 35 140 15 190 09:00:00 26 65 13 104 0 275 9:00:00 36 123 12 171 0

16:00:00 0 0 0 0 0 0 16:00:00 0 0 0 0 017:00:00 41 209 47 297 0 383 17:00:00 29 51 6 86 018:00:00 43 169 48 260 0 396 18:00:00 47 81 8 136 0

0:00 0:00 7:00 8:00 9:00 16:00 17:00 18:000 0 0 198 185 0 279 259

80 1048 181 1309 0 2469 32 976 152 1160 0

133 488 113 734 0 1317 147 395 41 583 0

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tario

Traff

ic In

c.

Co

un

t D

ate

: 1

1-F

eb

-16

Sit

e #

: 1

605100001

Inte

rval

Tim

e

Passen

ger

Cars

- W

est

Ap

pro

ach

Tru

cks -

West

Ap

pro

ach

Cycli

sts

- W

est

Ap

pro

ach

Ped

estr

ian

s

Left

Left

Left

Th

ruT

hru

Th

ruR

igh

tR

igh

tR

igh

tW

est

Cro

ss

Cu

mC

um

Cu

mC

um

Cu

mC

um

Cu

mC

um

Cu

mC

um

Incr

Incr

Incr

Incr

Incr

Incr

Incr

Incr

Incr

Incr

7:0

0:0

00

00

00

00

00

00

00

00

00

00

0

7:1

5:0

04

426

26

33

00

00

00

00

00

00

00

7:3

0:0

08

451

25

63

00

11

00

00

00

00

00

7:4

5:0

021

13

94

43

10

41

12

11

10

00

00

00

0

8:0

0:0

034

13

138

44

14

41

02

01

00

00

00

00

0

8:1

5:0

048

14

173

35

18

41

03

11

00

00

00

00

0

8:3

0:0

055

7219

46

20

21

03

01

00

00

00

00

0

8:4

5:0

065

10

247

28

26

61

03

01

00

00

00

00

0

9:0

0:0

070

5260

13

26

01

03

01

00

00

00

00

0

9:0

3:3

370

0260

026

01

03

01

00

00

00

00

0

16:0

0:0

070

0260

026

01

03

01

00

00

00

00

0

16:1

5:0

075

5274

14

29

31

03

01

00

00

00

00

0

16:3

0:0

084

9284

10

30

11

03

01

00

00

00

00

0

16:4

5:0

091

7300

16

32

21

03

01

00

00

00

00

0

17:0

0:0

099

8311

11

32

01

03

01

00

00

00

00

0

17:1

5:0

0106

7323

12

34

21

03

01

00

00

00

00

0

17:3

0:0

0117

11

337

14

34

01

03

01

00

00

00

00

0

17:4

5:0

0131

14

350

13

37

31

03

01

00

00

00

00

0

18:0

0:0

0146

15

392

42

40

31

03

01

00

00

00

00

0

18:1

5:0

0146

0392

040

01

03

01

00

00

00

00

0

18:1

7:3

7146

0392

040

01

03

01

00

00

00

00

0

Tremaine Rd @ Louis St Laurent

Morning Peak Diagram Specified Period

From:

To:

7:00:00

9:00:00

One Hour Peak

From:

To:

7:30:00

8:30:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003186

Tremaine Rd & Louis St Laurent

3

24-May-2018

Weather conditions:Clear/Dry

Person(s) who counted:Cam


North Leg Total:

North Entering:

North Peds:

Peds Cross:

1011

652

0

Heavys

Trucks

Cars

Totals

0

1

10

11

8

12

524

544

6

3

88

97

14

16

622

Heavys

Trucks

Cars

Totals

14

7

338

359

Heavys Trucks Cars Totals

0 1 14 15


0 0 5 5

0 1 6 7

0 0 3 3

0 1 14

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

15

30

Tremaine Rd

Louis St Laurent

W

N

E

S

Louis St Laurent

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

531

249

1

Cars Trucks Heavys Totals

66 1 8 75

4 0 0 4

158 2 10 170

228 3 18


257 4 21 282

Cars

Trucks

Heavys

Totals

685

14

18

717

Cars

Trucks

Heavys

Totals

0

0

0

0

267

6

6

279

163

0

15

178

430

6

21

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

457

1174

Comments


Mid-day Peak Diagram Specified Period

From:

To:

11:00:00

14:00:00

One Hour Peak

From:

To:

12:00:00

13:00:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003186


3

24-May-2018




North Leg Total:

North Entering:

North Peds:

Peds Cross:

367

169

0

Heavys

Trucks

Cars

Totals

0

0

16

16

5

8

110

123

8

2

20

30

13

10

146

Heavys

Trucks

Cars

Totals

9

5

184

198


0 3 30 33


0 0 7 7

0 0 6 6

0 2 8 10

0 2 21

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

23

56

Tremaine Rd

Louis St Laurent

W

N

E

S

Louis St Laurent

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

181

97

2


28 2 9 39

8 0 0 8

48 0 2 50

84 2 11


59 2 23 84

Cars

Trucks

Heavys

Totals

166

10

7

183

Cars

Trucks

Heavys

Totals

6

3

0

9

149

3

0

152

33

0

15

48

188

6

15

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

209

392

Comments


Afternoon Peak Diagram Specified Period

From:

To:

15:00:00

18:00:00

One Hour Peak

From:

To:

16:45:00

17:45:00

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003186


3

24-May-2018




North Leg Total:

North Entering:

North Peds:

Peds Cross:

835

293

0

Heavys

Trucks

Cars

Totals

0

0

12

12

1

1

241

243

0

0

38

38

1

1

291

Heavys

Trucks

Cars

Totals

7

4

531

542


0 0 20 20


0 0 13 13

0 0 10 10

0 0 7 7

0 0 30

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

30

50

Tremaine Rd

Louis St Laurent

W

N

E

S

Louis St Laurent

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

358

174

3


83 1 1 85

8 0 0 8

80 0 1 81

171 1 2


181 0 3 184

Cars

Trucks

Heavys

Totals

328

1

2

331

Cars

Trucks

Heavys

Totals

0

0

0

0

435

3

6

444

133

0

3

136

568

3

9

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

580

911

Comments


Total Count Diagram

Municipality:

Site #:

Intersection:

TFR File #:

Count date:

Halton Region

0000003186


3

24-May-2018




North Leg Total:

North Entering:

North Peds:

Peds Cross:

5033

2514

1

Heavys

Trucks

Cars

Totals

0

2

75

77

43

46

1976

2065

61

9

302

372

104

57

2353

Heavys

Trucks

Cars

Totals

100

39

2380

2519


0 9 137 146


0 1 56 57

0 2 47 49

0 3 40 43

0 6 143

Peds Cross:

West Peds:

West Entering:

West Leg Total:

5

149

295

Tremaine Rd

Louis St Laurent

W

N

E

S

Louis St Laurent

Tremaine Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

2394

1273

10


409 9 61 479

54 2 0 56

709 5 24 738

1172 16 85


949 16 156 1121

Cars

Trucks

Heavys

Totals

2725

54

67

2846

Cars

Trucks

Heavys

Totals

8

5

0

13

1915

29

39

1983

600

5

95

700

2523

39

134

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

2696

5542

Comments

Appendix B

Background Developments Traffic Data

COLL

ECTO

R RO

AD 'A

'

COLL

ECTO

R RO

AD 'B

'

COLL

ECTO

R RO

AD 'C

'

COLL

ECTO

R RO

AD 'D

'

COLL

ECTO

R RO

AD 'E

'CO

LLEC

TOR

ROAD

'E'

COLL

ECTO

R RO

AD 'D

'

LOUI

S ST

. LAU

RENT

AVE

NUE

LOUI

S ST

. LAU

RENT

AVE

NUE

BRIT

ANNI

A RO

AD W

EST

SIXTEEN MILE CREEK

DIEFENBAKER STREET

FARMSTEAD DRIVE

LEGER WAY

CN RAIL

SAVOLINE BOULEVARD

UREL WAY

TREMAINE ROAD

COLLECTOR ROAD 'H'

COLLECTOR ROAD 'I'

COLLECTOR ROAD 'I'

COLLECTOR ROAD 'J'

COLLECTOR ROAD 'U'

COLLECTOR ROAD 'J'

COLLECTOR ROAD 'V'

COLLEC

TOR ROAD 'K

' COLLECTOR ROAD 'K'

COLLECTOR ROAD 'L'

COLLECTOR ROAD 'L'

12

314

1516

1718

19

20

2625

2423

22

21

12

11

6

10

98

745

2713

2829

3031

32

COLLECTOR ROAD 'K'

COLL

ECTO

R RO

AD 'E

'

Job

Num

ber

Rev

isio

n

Fig

ure

Dat

e

6705

Mill

cree

k D

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t 1, M

issi

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28-2

1522

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g T

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c S

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Sep

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Job

Num

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Fig

ure

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.dw

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Nov

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4:2

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MP

lot D

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Sep

t 201

7

Zone 4 – AM

AM Land Use Single-Family Detached Housing

Dwelling Units 361.000

BRISTOL SURVEY TRIP GENERATION

Land Use Code AM Peak of Adjacent Street Traffic, 1Hr 7-9

Eqn

IN 30% Avg.Rate 0.609

Out 70%

Pass by 0%

Internal 0%

Transit Reduction 5.3%

Source ITE IN OUT Total Avg Eqn

Gross 66 154 220 220 452

Gross Rate 0.183 0.426 0.609

Pass By 0 0 0

Internal 0 0 0

Transit Reduction 4 8 12

New 62 146 208

Rate 0.172 0.404 0.576

Single-Family Detached Housing - BRISTOL TRIP GEN

IN Check

62 OK

OUT Check

146 OK

Sbd 100% Nbd Sbd Nbd Sbd Nbd

29 80% 67 0 100% 0 3 100% 7

0% R T L 20% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 23 6 0 0 0 0 3 0 100% 20% R

0 Wbd 0 L 0 0 R 0 Wbd 0 L 0 0 R 0 Wbd 0 L 0 0 R 9 Wbd

0% T 0 0 T T 0 0 T T 17 0 T

0 Ebd 0 R 0 0 L 6 Ebd 6 R 6 0 L 17 Ebd 17 R 0 9 L 21 Ebd

OK 0% 0 67 0 0 0 17 0 7 4

L T R L T R L T R

23 67 6 17 12 11

Sbd Nbd Sbd Nbd Sbd Nbd

23 67 6 17 12 11

R T L 37 R T L 50 R T L 51OK 0 0 23 0 6 0 12 0 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 0 1 68 17 11 0 0 0

L T R L T R L T R

1 1 42 96 0 0


1 1 50 20 0 0

R T L 38 R T L 52 R T 53OK 0 1 0 6 44 0 0 0

0 Wbd 0 L 0 0 R 6 Wbd 6 L 3 0 R 0 Wbd 0 L 0 0 Wbd

T 0 0 T T 0 0 T

0 Ebd 0 R 0 6 L 3 Ebd 3 R 0 0 L 0 Ebd 0 R 0 0 Ebd

OK 0 1 3 0 17 0 0 0

L T R L T R L T

7 4 20% T 44 17 0 0

Sbd Nbd 80% R Sbd Nbd Sbd Nbd

7 4

R T L 70OK 0 7 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 4 0

L T R

7 4


7 4 44 17 0 0

R T L 1 R T L 25 R T L 26OK 60% 4 3 0 4 0 40 0 0 0

7 Wbd 7 L 2 0 R 4 Wbd 4 L 1 16 R 16 Wbd 16 L 0 0 R 16 Wbd 16

40% T 1 3 T T 0 0 T T 40 16 T

3 Ebd 3 R 0 1 L 1 Ebd 1 R 0 0 L 40 Ebd 40 R 0 0 L 40 Ebd 40

OK 0 2 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

4 80% 2 0 0 0 0


UPDATE LINK TO EACH BLOCK 1 2 3

Savoline Blvd

O1 D1 O28 D28 O27 D27

Tremaine Road Collector Road 'H'

29 67 0 0 3 7

SITE OK OK OK OK OK OK

LSL

BLOCK 4

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

OK OK OK OK OK OK

Zone 5A – AM

AM Land Use Elementary School

Students (ITE Avg) 630.000

Land Use Code 520 AM Peak of Adjacent Street Traffic, 1Hr 7-9

Eqn ln(T) = 1.14Ln(X) - 1.86 ITE pg 935


Out 45%

Pass by 0%

Internal 75%

Transit Reduction 0%


Gross 156 128 284 284 242

Gross Rate 0.248 0.203 0.451 100%

Pass By 0 0 0 284 242

Internal 107 107 214


New 49 21 70

Rate 0.078 0.033 0.111

Elementary School

IN Check

22 ERROR

OUT Check

24 ERROR


0 40% 0 0 100% 0 0 100% 0

0% R T L 60% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 0 0 0 0 0 0 0 0 20% R


0% T 0 0 T T 0 0 T T 0 0 T


OK 0% 0 0 0 0 0 0 0 0 0

L T R L T R L T R

0 0 0 0 0 0


0 0 6 3 25% L 6 3

R T L 37 R T L 50 25% R 25% T R T L 51OK 0 0 0 0 0 6 75% L 50% R 6 0 0


T 0 0 T T 0 0 T T 3 6 T


OK 0 0 0 0 0 18 50% 50% 12 0 0

L T R L T R L T R

0 0 STAY 25% 2 8 18 5 12 50% STAY 2.6

Sbd Nbd 4.6 50% T Sbd Nbd Sbd Nbd 50% T 6.1

0 0 25% L 6 14 in 49 out 21 3 6

R T L 38 R T L 52 R T 53OK 0 0 0 0 4 2 0 3


T 0 0 T T 0 0 T


OK 0 0 0 0 9 0 5 6

L T R L T R L T

0 0 20% T 4 9 CHECK 5 11

Sbd Nbd 80% R Sbd Nbd in 49 out 21 Sbd Nbd

0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 0 0

L T R

0 0


0 0 0 0 0 0

R T L 1 R T L 25 R T L 26OK 50% 0 0 0 0 0 0 0 0 0


50% T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

0 80% 0 0 0 0 0



Savoline Blvd

O1 D1 O28 D28 O27 D27

Tremaine Road Collector Road 'H'

0 0 0 0 0 0


LSL

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 5A NORTHSIDE

SCHOOL

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

OK OK OK OK OK OK

Zone 5B – AM

AM Land Use Elementary School



Eqn ln(T) = 1.14Ln(X) - 1.86 ITE pg 935


Out 45%

Pass by 0%

Internal 75%

Transit Reduction 0%


Gross 156 128 284 284 242

Gross Rate 0.248 0.203 0.451 100%

Pass By 0 0 0 284 242

Internal 107 107 214


New 49 21 70

Rate 0.078 0.033 0.111

Elementary School

IN Check

11 ERROR

OUT Check

15 ERROR


0 40% 0 0 100% 0 0 100% 0

0% R T L 60% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 0 0 0 0 0 0 0 0 20% R


0% T 0 0 T T 0 0 T T 0 0 T


OK 0% 0 0 0 0 0 0 0 0 0

L T R L T R L T R

0 0 0 0 0 0


0 0 3 1 50% L 6 3

R T L 37 R T L 50 50% T R T L 51 50% T

OK 0 0 0 0 3 0 0% R 2 5 0 50% R


T 0 0 T T 0 0 T T 1 2 T


OK 0 0 0 0 1 1 0 2 2

L T R IN OUT L T R L T R OUT IN

0 0 6.1 STAY 2.6 50% 6 3 9 4 50% STAY 3.9 9

Sbd Nbd 25% T Sbd Nbd Sbd Nbd 50% T

0 0 25% R 12 5 in 49 out 21 18 8

R T L 38 R T L 52 R T 53OK 0 0 0 0 0 12 50% 50% 18 0


T 0 0 T T 0 0 T


OK 0 0 0 0 0 12 50% L 75% L 6 0

L T R L T R 50% R 25% R L T

0 0 20% T 5 12 CHECK 3 6


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 0 0

L T R

0 0


0 0 0 0 0 0

R T L 1 R T L 25 R T L 26OK 50% 0 0 0 0 0 0 0 0 0


50% T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

0 80% 0 0 0 0 0



Tremaine Road Collector Road 'H' Savoline Blvd

O1 D1 O28 D28 O27 D27

0 0 0 0 0 0


LSL

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 5B SOUTHSIDE

SCHOOL

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

OK OK OK OK OK OK

Zone 5C – AM





Eqn


Out 70%

Pass by 0%

Internal 0%



Gross 5 11 16 16 60

Gross Rate 0.192 0.423 0.615

Pass By 0 0 0

Internal 0 0 0


New 5 10 15

Rate 0.192 0.385 0.577


IN Check

5 OK

OUT Check

10 OK


3 80% 3 0 100% 0 0 100% 1

0% R T L 20% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 2 1 0 0 0 0 0 0 100% 20% R


0% T 0 0 T T 0 0 T T 2 0 T


OK 0% 0 3 0 0 0 2 0 1 1

L T R L T R L T R

2 3 1 2 1 2


2 3 1 2 1 2

R T L 37 R T L 50 R T L 51OK 0 0 2 0 1 0 1 0 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 3 2 2 0 0 0

L T R L T R L T R

0 0 4 7 0 0


0 0 3 1 0 0

R T L 38 R T L 52 R T 53OK 0 0 0 0 3 0 0 0


T 0 0 T T 0 0 T


OK 0 0 0 0 1 0 0 0

L T R L T R L T

0 0 20% T 3 1 0 0


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 0 0

L T R

0 0


0 0 3 1 0 0

R T L 1 R T L 25 R T L 26OK 0% 0 0 0 1 0 2 0 0 0


100% T 0 1 T T 0 0 T T 2 1 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

0 80% 0 0 0 0 0




3 3 0 0 0 1

O1 D1 O28 D28 O27 D27


Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 4

LSL

CN

R

Col

lect

or 'B

'

Col

lect

or 'B

'

Brit

anni

aM

EV

Str

eet '

D'

OK OK OK OK OK OK

Zone 6 – AM





Eqn


Out 70%

Pass by 0%

Internal 0%



Gross 61 143 204 204 427

Gross Rate 0.182 0.427 0.609

Pass By 0 0 0

Internal 0 0 0


New 58 135 193

Rate 0.173 0.403 0.576


IN Check

58 OK

OUT Check

135 OK


25 60% 60 0 100% 0 3 100% 7

0% R T L 40% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 15 10 0 0 0 0 3 0 20% R


0% T 0 0 T T 10 24 T T 0 0 T


OK 0% 0 36 0 0 0 0 24 7 21

L T R L T R L T R

15 36 0 0 22 52


15 36 0 0 22 52

R T L 37 R T L 50 R T L 51OK 0 0 15 0 0 0 0 22 0


T 0 0 T T 15 37 T T 0 0 T


OK 0 0 0 0 0 0 37 52 0

L T R L T R L T R

1 0 0 0 37 89


1 0 0 0 46 21

R T L 38 R T L 52 R T 53OK 0 1 0 0 0 0 2 44


T 0 0 T T 1 2 T


OK 0 0 1 0 0 0 0 20

L T R L T R L T

3 1 20% T 0 0 44 20


3 1

R T L 70OK 0 3 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 1 0

L T R

3 1


3 1 0 0 44 20

R T L 1 R T L 25 R T L 26OK 25% 2 1 0 0 0 0 8 0 36


75% T 2 5 T T 4 8 T T 0 0 T


OK 0 0 2 0 0 0 0 0 0

0% L T R 80% L T R L T R

4 20% 2 0 0 0 0




O1 D1 O28 D28 O27 D27

25 60 0 0 3 7


LSL

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 6 RESIDENTIAL

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

OK OK OK OK OK OK

Zone 7A – AM





Eqn


Out 70%

Pass by 0%

Internal 0%



Gross 45 106 151 151 339

Gross Rate 0.181 0.428 0.609

Pass By 0 0 0

Internal 0 0 0


New 43 100 143

Rate 0.173 0.404 0.577


IN Check

43 OK

OUT Check

100 OK


20 90% 45 0 100% 0 2 100% 5

0% R T L 10% 7 0% R T L 0% 13 100% 10% T 0% R T L 0% 14OK 0% 0 18 2 0 0 0 90% R 0 2 0


0% T 0 0 T T 2 6 T T 15 6 T


OK 0% 0 45 2 0 0 14 0 5 0

L T R L T R L T R

24 47 2 14 2 5


24 47 2 14 2 5

R T L 37 R T L 50 R T L 51OK 0 24 0 0 2 0 0 2 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 47 0 0 14 0 0 5 0

L T R L T R L T R

24 47 2 14 2 5


24 47 2 14 2 5

R T L 38 R T L 52 R T 53OK 0 0 24 0 2 0 2 0


T 0 0 T T 0 0 T


OK 0 0 0 47 14 5 0 0

L T R L T R L T

0 0 20% T 28 65 0 0


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0

T 0

0 Ebd 0 R 0

OK 0 0 0

L T R

0 0


0 0 35 15 0 0

R T L 1 R T L 25 R T L 26OK 0% 0 0 0 8 0 27 0 0 0


100% T 2 5 T T 0 0 T T 27 12 T


OK 0 0 1 0 0 0 0 0 0

0% L T R 100% L T R L T R

3 0% 1 0 0 0 0




O1 D1 O28 D28 O27 D27

20 45 0 0 2 5


LSL

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 7A RESIDENTIAL

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

OK OK OK OK OK OK

Zone 7B – AM

Condominium/Townhouse

AM Land Use Residential Condominium/Townhouse



Eqn ln(T) = 0.80Ln(X) + 0.26 ITE pg 389


Out 83%

Pass by 0%

Internal 0%



Gross 9 46 55 55 62

Gross Rate 0.072 0.368 0.440

Pass By 0 0 0

Internal 0 0 0


New 8 44 52

Rate 0.064 0.352 0.416

IN Check

8 OK

OUT Check

44 OK


3 100% 20 0 100% 0 0 100% 0

0% R T L 0% 7 0% R T L 0% 13 100% T 0% R T L 0% 14OK 0% 0 3 0 0 0 0 0% R 0 0 0


0% T 0 0 T T 7 2 T T 7 2 T


OK 0% 0 20 7 0 0 0 0 0 0

L T R L T R L T R

5 27 0 0 0 0


5 27 0 0 0 0

R T L 37 R T L 50 R T L 51OK 0 5 0 0 0 0 0 0 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 27 0 0 0 0 0 0 0

L T R L T R L T R

5 27 0 0 0 0


100% T 5 27 0 0 0 0

0% L R T L 38 R T L 52 R T 53OK 0 5 0 0 0 0 0 0


T 0 0 T T 0 0 T


OK 0 27 0 0 0 0 0 0

L T R L T R L T

5 27 0 0 0 0


5 27

R T L 70OK 0 5 0

0 Wbd 0 L 0 0

T 0 0

0 Ebd 0 R 0 0

OK 0 27 0

L T R

5 27


17 3 0 0 0 0

R T L 1 R T L 25 100% T R T L 26OK 100% 2 1 14 0 0 0 0% R 0 0 0


0% T 0 0 T T 14 3 T T 14 3 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 0% L T R L T R

1 100% 0 0 0 0 0




O1 D1 O28 D28 O27 D27

3 20 0 0 0 0

SITE OK OK OK OK OK

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL

OK

CN

R

Col

lect

or 'B

'

Col

lect

or 'B

'

Brit

anni

a

BLOCK 7B RESIDENTIAL

HD

ME

V S

tree

t 'D

'

OK OK OK OK OK OK

Zone 7C – AM

Shopping Centre

AM Land Use Shopping Centre

1,000 sq.ft. GLA 16.824


Eqn ln(T) = 0.59Ln(X) + 2.32 ITE pg 1501

IN 61% Avg.Rate 1

Out 39%

Pass by 0%

Internal 0%



Gross 33 21 54 17 54

Gross Rate 1.961 1.249 3.210

Pass By 0 0 0

Internal 0 0 0


New 30 19 49

Rate 1.783 1.130 2.913

IN Check

30 OK

OUT Check

19 OK


0 80% 0 0 100% 0 8 0% 5

0% R T L 20% 7 0% R T L 0% 13 100% R T L 0% 14OK 0% 0 0 0 0 0 0 0 8 0


0% T 0 0 T T 0 0 T T 0 0 T


OK 0% 0 0 0 0 0 0 0 5 0

L T R L T R 0% L L T R 0% L

0 0 0 0 0% T 8 5 100% T

Sbd Nbd Sbd Nbd 0% R Sbd Nbd 0% R

0 0 2 1 8 5

R T L 37 R T L 50 R T L 51OK 0 0 0 0 2 0 0 8 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 2 1 2 2 5 2

L T R L T R 40% L L T R 25% L

0 0 8 5 20% T 15 10 50% T


0 0 8 5 15 10

R T L 38 R T L 52 R T 53OK 0 0 0 8 0 0 8 8


T 0 0 T T 5 8 T


OK 0 0 10 0 0 0 0 5

L T R L T R L T

15 10 0 0 8 5


15 10

R T 70OK 0 15

0 Wbd 0 L 0

0 Ebd 0 R 0

OK 0 10 IN OUT

L T 30 19

15 10

Sbd Nbd even dist. 25% Sbd Nbd Sbd Nbd

10 15 8 5 8 5

R T L 1 R T L 25 R T L 26OK 100% 0 0 10 8 0 0 8 0 0


0% T 0 0 T T 5 8 T T 0 0 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 0% L T R L T R

0 100% 0 0 0 0 0




O1 D1 O28 D28 O27 D27

0 0 0 0 0 0

SITE OK OK OK OK ERROR ERROR

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL

BLOCK 7C COMMERCIA

L

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

Brit

anni

aM

EV

Str

eet '

D'

OK OK OK OK OK OK

Zone 8 – AM





Eqn


Out 70%

Pass by 0%

Internal 0%



Gross 28 66 94 94 235

Gross Rate 0.182 0.428 0.610

Pass By 0 0 0

Internal 0 0 0


New 26 63 89

Rate 0.169 0.409 0.578


IN Check

26 OK

OUT Check

63 OK


11 85% 28 0 100% 0 1 100% 2

0% R T L 15% 7 0% R T L 0% 13 100% 10% T 0% R T L 0% 14OK 0% 0 9 2 0 0 0 90% R 0 1 0


0% T 0 0 T T 1 3 T T 9 3 T


OK 0% 0 28 1 0 0 8 0 2 0

L T R L T R L T R

12 29 2 8 1 2


12 29 2 8 1 2

R T L 37 R T L 50 R T L 51OK 0 12 0 0 2 0 0 1 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 29 0 0 8 0 0 2 0

L T R L T R L T R

12 29 2 8 1 2


12 29 2 8 1 2

R T L 38 R T L 52 R T 53OK 0 0 12 0 2 0 1 0


T 0 0 T T 0 0 T


OK 0 0 0 30 8 2 0 0

L T R L T R L T

1 0 20% T 15 40 0 0


1 0

R T L 70OK 0 1 0

0 Wbd 0 L 0 0 R 0 Wbd

T 0 0 T

0 Ebd 0 R 0 0 L 0 Ebd

OK 0 0 0

L T R

1 0


1 0 23 11 0 0

R T L 1 R T L 25 R T L 26OK 25% 1 0 0 4 0 19 0 0 0


75% T 1 2 T T 0 0 T T 19 9 T


OK 0 0 1 0 0 0 0 0 0

0% L T R 80% L T R L T R

2 20% 1 0 0 0 0




O1 D1 O28 D28 O27 D27

11 28 0 0 1 2

SITE OK OK OK OK OK

Col

lect

or 'A

'LS

L

OK

CN

R

Col

lect

or 'B

'B

ritan

nia

BLOCK 8 RESIDENTIAL

ME

V S

tree

t 'D

'

OK OK OK OK OK OK

Zone 9 – AM





Eqn


Out 70%

Pass by 0%

Internal 0%



Gross 15 36 51 51 147

Gross Rate 0.179 0.428 0.607

Pass By 0 0 0

Internal 0 0 0


New 14 34 48

Rate 0.167 0.404 0.571


IN Check

14 OK

OUT Check

34 OK


7 85% 15 0 100% 0 1 100% 2

0% R T L 15% 7 0% R T L 0% 13 0% R T L 0% 14 0% T

OK 0% 0 6 1 0 0 0 0 1 0 ### L


0% T 0 0 T T 1 0 T T 0 0 T

0 Ebd 0 R 0 0 L 1 Ebd 1 R 0 0 0 1 Ebd 1 R 1 2 L 5 Ebd

OK 0% 0 15 0 70% T 0 0 0 0 2 5

L T R 30% R L T R L T R

6 15 0 0 4 7


6 15 0 0 4 7

R T L 37 R T L 50 R T L 51OK 0 6 0 0 0 0 0 4 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 15 0 0 0 0 0 7 0

L T R L T R L T R

6 15 0 0 4 7


6 15 0 0 4 7

R T L 38 R T L 52 R T 53OK 0 0 6 0 0 0 0 4


T 0 0 T T 6 15 T


OK 0 0 0 0 0 0 15 7

L T R L T R L T

0 0 20% T 0 0 10 22


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R 0 Wbd

T 0 0 T

0 Ebd 0 R 0 0 L 0 Ebd

OK 0 0 0

L T R

0 0


0 0 0 0 12 4

R T L 1 R T L 25 R T L 26OK 0% 0 0 0 0 0 0 3 0 9


100% T 1 2 T T 1 3 T T 0 0 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 80% L T R L T R

1 20% 0 0 0 0 0




O1 D1 O28 D28 O27 D27

7 15 0 0 1 2

SITE OK OK OK OK OK

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL

OK

CN

R

Col

lect

or 'B

'

Col

lect

or 'B

'

Brit

anni

a

BLOCK 9 RESIDENTIAL

ME

V S

tree

t 'D

'

OK OK OK OK OK OK

Zone 10 – AM





Eqn


Out 70%

Pass by 0%

Internal 0%



Gross 97 227 324 324 610

Gross Rate 0.182 0.427 0.609

Pass By 0 0 0

Internal 0 0 0


New 92 215 307

Rate 0.173 0.404 0.577


IN Check

92 OK

OUT Check

215 OK


40 70% 97 0 100% 0 5 100% 11

0% R T L 30% 7 0% R T L 0% 13 0% R T L 0% 14OK 0% 0 28 12 0 0 0 0 5 0

0 Wbd 0 L 0 29 R 29 Wbd 29 L 0 0 R 29 Wbd 29 L 0 0 R

0% T 0 0 T T 11 29 T T 0 0 T

0 Ebd 0 R 0 0 L 12 Ebd 12 R 1 0 0 11 Ebd 11 R 11 13 L

OK 0% 0 68 0 100% 90% T 0 0 0 29 11 29


28 68 1 0 29 69

50% L Sbd Nbd 50% L Sbd Nbd Sbd Nbd

50% T 28 68 50% T 1 0 90% T 29 69

R T L 37 R T L 50 10% L R T L 51OK 0 14 14 0 1 1 0 26 3


T 0 0 T T 15 35 T T 4 9 T

0 Ebd 0 R 0 1 L 15 Ebd 15 R 0 0 L 15 Ebd 15 R 11 0 L

OK 0 34 1 0 0 0 25% T 26 62 0

L T R L T R 75% R L T R

15 35 1 0 37 89


15 35 1 0 STAY 60% 33 27

R T L 38 R T L 52 40% T R T 53OK 0 1 14 0 0 1 18 15

0 Wbd 0 L 0 34 R 37 Wbd 37 L 0 0 R 37 Wbd 37 L 8

T 0 0 T T 15 37 T

0 Ebd 0 R 0 3 L 15 Ebd 15 R 0 0 L 16 Ebd 16 R 8

OK 0 1 1 0 0 0 50% L 18 19

L T R L T R 50% R L T

4 2 30% T 0 0 23 38


4 2

R T L 70OK 0 4 0

0 Wbd 0 L 0 0 R 0 Wbd 60% T

T 0 0 T R

0 Ebd 0 R 0 0 L 0 Ebd 40% STAY

OK 0 2 0

L T R

4 2


4 2 0 0 74 32

R T L 1 R T L 25 R T L 26OK 25% 3 1 0 0 0 0 13 0 61


75% T 4 8 T T 6 13 T T 0 0 T

5 Ebd 5 R 0 5 L 6 Ebd 6 R 0 0 L 6 Ebd 6 R 0 0 L

OK 0 1 2 0 0 0 0 0 0

0% L T R 80% L T R L T R

6 20% 3 0 0 0 0




O1 D1 O28 D28 O27 D27

40 97 0 0 5 11

SITE OK OK OK OK OK

Col

lect

or 'A

'LS

L

OK

ME

V S

tree

t 'D

'C

olle

ctor

'B'

Brit

anni

a

OK OK OK OK OK OK

Zone 4 – PM


PM Land Use Single-Family Detached Housing



Land Use Code PM Peak of Adjacent Street Traffic, 1Hr 7-9

Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 169 117 286 286 452

Gross Rate 0.468 0.324 0.792

Pass By 0 0 0

Internal 0 0 0


New 163 113 276

Rate 0.452 0.313 0.765

IN Check

163 OK

OUT Check

113 OK


74 80% 51 0 100% 0 8 100% 6

0% R T L 20% 7 0% R T L 0% 13 0% R T L 0% 14 100% 80% T

OK 0% 0 59 15 0 0 0 0 8 0 20% R


0% T 0 0 T T 0 0 T T 14 0 T


OK 0% 0 51 0 0 0 14 0 6 3

L T R L T R L T R

59 51 15 14 32 9


59 51 15 14 32 9

R T L 37 R T L 50 R T L 51OK 0 0 59 0 15 0 32 0 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 0 2 52 14 9 0 0 0

L T R L T R L T R

1 2 108 75 0 0


1 2 38 55 0 0

R T L 38 R T L 52 R T 53OK 0 1 0 5 33 0 0 0


T 0 0 T T 0 0 T


OK 0 2 7 0 48 0 0 0

L T R L T R L T

6 9 20% T 33 48 0 0


6 9

R T L 70OK 0 6 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 9 0

L T R

6 9


6 9 33 48 0 0

R T L 1 R T L 25 R T L 26OK 60% 4 2 0 3 0 30 0 0 0


40% T 3 2 T T 0 0 T T 30 44 T


OK 0 4 1 0 0 0 0 0 0

0% L T R 20% L T R L T R

3 80% 5 0 0 0 0

Sbd Nbd Sbd Nbd Sbd NbdOK OK OK OK OK OK

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 4

LSL

OK OKSITE OK OK OK OK

74 51 0 0 8 6

O1 D1 O28 D28 O27 D27



Zone 5A – PM

PM Land Use Elementary School


Land Use Code 520 PM Peak of Adjacent Street Traffic, 1Hr 4-6

Eqn NOT GIVEN ITE pg 936


Out 51%

Pass by 0%

Internal 75%



Gross 47 48 95 95 242

Gross Rate 0.075 0.076 0.151 100%

Pass By 0 0 0 95 242

Internal 36 36 72


New 11 12 23

Rate 0.017 0.020 0.037

Elementary School

IN Check

8 ERROR

OUT Check

8 ERROR


0 40% 0 0 100% 0 0 100% 0

0% R T L 60% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 0 0 0 0 0 0 0 0 20% R


0% T 0 0 T T 0 0 T T 0 0 T


OK 0% 0 0 0 0 0 0 0 0 0

L T R L T R L T R

0 0 0 0 0 0


0 0 1 2 25% L 1 2

R T L 37 R T L 50 25% R 25% T R T L 51OK 0 0 0 0 0 1 75% L 50% R 1 0 0


T 0 0 T T 0 0 T T 2 1 T


OK 0 0 0 0 0 4 50% 50% 3 0 0

L T R L T R L T R

0 0 STAY 25% 1.1 5 4 3 3 50% STAY 1.5

Sbd Nbd 1 50% T Sbd Nbd Sbd Nbd 50% T 1.4

0 0 25% L 3 3 in 11 out 12 2 1

R T L 38 R T L 52 R T 53OK 0 0 0 0 2 1 0 2


T 0 0 T T 0 0 T


OK 0 0 0 0 2 0 1 1

L T R L T R L T

0 0 20% T 2 2 CHECK 3 2


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 0 0

L T R

0 0


0 0 0 0 0 0

R T L 1 R T L 25 R T L 26OK 50% 0 0 0 0 0 0 0 0 0


50% T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

0 80% 0 0 0 0 0


Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 5A NORTHSIDE

SCHOOL

LSL

OKSITE OK OK OK OK OK

0 0 0 0 0 0

O1 D1 O28 D28 O27 D27



Zone 5B – PM

PM Land Use Elementary School



Eqn NOT GIVEN ITE pg 936


Out 51%

Pass by 0%

Internal 75%



Gross 47 48 95 95 242

Gross Rate 0.075 0.076 0.151 100%

Pass By 0 0 0 95 242

Internal 36 36 72


New 11 12 23

Rate 0.017 0.020 0.037

Elementary School

IN Check

4 ERROR

OUT Check

4 ERROR


0 40% 0 0 100% 0 0 100% 0

0% R T L 60% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 0 0 0 0 0 0 0 0 20% R


0% T 0 0 T T 0 0 T T 0 0 T


OK 0% 0 0 0 0 0 0 0 0 0

L T R L T R L T R

0 0 0 0 0 0


0 0 1 1 50% L 1 2

R T L 37 R T L 50 50% T R T L 51 50% T

OK 0 0 0 0 1 0 0% R 0 1 0 50% R


T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 0 1 1 0 1 1

L T R IN OUT L T R L T R OUT IN

0 0 1.4 STAY 1.5 50% 1 2 2 2 50% STAY 2.3 2

Sbd Nbd 25% T Sbd Nbd Sbd Nbd 50% T

0 0 25% R 3 3 in 11 out 12 4 5

R T L 38 R T L 52 R T 53OK 0 0 0 0 0 3 50% 50% 4 0


T 0 0 T T 0 0 T


OK 0 0 0 0 0 3 50% L 75% L 1 0

L T R L T R 50% R 25% R L T

0 0 20% T 3 3 CHECK 2 1


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 0 0

L T R

0 0


0 0 0 0 0 0

R T L 1 R T L 25 R T L 26OK 50% 0 0 0 0 0 0 0 0 0


50% T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

0 80% 0 0 0 0 0


Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 5B SOUTHSIDE

SCHOOL

LSL

OKSITE OK OK OK OK OK

0 0 0 0 0 0

O1 D1 O28 D28 O27 D27



Zone 5C – PM






Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 12 9 21 21 60

Gross Rate 0.462 0.346 0.808

Pass By 0 0 0

Internal 0 0 0


New 11 9 20

Rate 0.423 0.346 0.769

IN Check

11 OK

OUT Check

8 ERROR


3 80% 5 0 100% 0 1 100% 0

0% R T L 20% 7 0% R T L 0% 13 0% R T L 0% 14 100% 80% T

OK 0% 0 2 1 0 0 0 0 1 0 20% R


0% T 0 0 T T 0 0 T T 1 0 T


OK 0% 0 5 0 0 0 1 0 0 0

L T R L T R L T R

2 5 1 1 4 0


2 5 1 1 4 0

R T L 37 R T L 50 R T L 51OK 0 0 2 0 1 0 4 0 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 0 0 5 1 0 0 0 0

L T R L T R L T R

0 0 7 6 0 0


0 0 2 4 0 0

R T L 38 R T L 52 R T 53OK 0 0 0 0 2 0 0 0


T 0 0 T T 0 0 T


OK 0 0 0 0 4 0 0 0

L T R L T R L T

0 0 20% T 2 4 0 0


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 0 0

L T R

0 0


0 0 2 4 0 0

R T L 1 R T L 25 R T L 26OK 0% 0 0 0 0 0 2 0 0 0


100% T 1 0 T T 0 0 T T 2 3 T


OK 0 0 0 0 0 0 0 0 0

0% L T R 20% L T R L T R

0 80% 0 0 0 0 0


Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 4

LSL


3 5 0 0 1 0

O1 D1 O28 D28 O27 D27



Zone 6 – PM






Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 157 109 266 266 427

Gross Rate 0.469 0.325 0.794

Pass By 0 0 0

Internal 0 0 0


New 152 105 257

Rate 0.454 0.313 0.767

IN Check

152 OK

OUT Check

105 OK


66 60% 48 0 100% 0 8 100% 5

0% R T L 40% 7 0% R T L 0% 13 0% R T L 0% 14 80% T

OK 0% 0 40 26 0 0 0 0 8 0 20% R


0% T 0 0 T T 26 19 T T 0 0 T


OK 0% 0 29 0 0 0 0 19 5 16

L T R L T R L T R

40 29 0 0 58 40


40 29 0 0 58 40

R T L 37 R T L 50 R T L 51OK 0 0 40 0 0 0 0 58 0


T 0 0 T T 41 29 T T 0 0 T


OK 0 0 1 0 0 0 29 40 0

L T R L T R L T R

0 1 0 0 99 69


0 1 0 0 36 53

R T L 38 R T L 52 R T 53OK 0 0 0 0 0 0 2 34


T 0 0 T T 2 2 T


OK 0 1 2 0 0 0 0 51

L T R L T R L T

2 3 20% T 0 0 34 51


2 3

R T L 70OK 0 2 0

0 Wbd 0 L 0 0 R

T 0 0 T

0 Ebd 0 R 0 0 L

OK 0 3 0

L T R

2 3


2 3 0 0 34 51

R T L 1 R T L 25 R T L 26OK 25% 1 1 0 0 0 0 6 0 28


75% T 6 4 T T 10 6 T T 0 0 T


OK 0 1 4 0 0 0 0 0 0

0% L T R 80% L T R L T R

3 20% 5 0 0 0 0


Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

BLOCK 6 RESIDENTIAL

LSL


66 48 0 0 8 5

O1 D1 O28 D28 O27 D27



Zone 7A – PM






Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 116 81 197 197 339

Gross Rate 0.468 0.326 0.794

Pass By 0 0 0

Internal 0 0 0


New 112 78 190

Rate 0.452 0.314 0.766

IN Check

112 OK

OUT Check

78 OK


53 90% 37 0 100% 0 3 100% 2

0% R T L 10% 7 0% R T L 0% 13 100% T 0% R T L 0% 14 50% T

OK 0% 0 48 5 0 0 0 0% R 0 3 0 50% L


0% T 0 0 T T 6 9 T T 6 9 T


OK 0% 0 37 6 0 0 0 0 2 6

L T R L T R L T R

57 43 5 0 12 8


57 43 5 0 12 8

R T L 37 R T L 50 R T L 51OK 0 57 0 0 5 0 0 12 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 43 0 0 0 0 0 8 0

L T R L T R L T R

57 43 5 0 12 8


57 43 5 0 12 8

R T L 38 R T L 52 R T 53OK 0 0 57 0 5 0 12 0


T 0 0 T T 0 0 T


OK 0 0 0 43 0 8 0 0

L T R L T R L T

0 0 20% T 74 51 0 0


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0

T 0

0 Ebd 0 R 0

OK 0 0 0

L T R

0 0


0 0 27 38 0 0

R T L 1 R T L 25 R T L 26OK 0% 0 0 0 6 0 21 0 0 0


100% T 6 4 T T 0 0 T T 21 29 T


OK 0 0 3 0 0 0 0 0 0

0% L T R 100% L T R L T R

2 0% 3 0 0 0 0


Brit

anni

a

BLOCK 7A RESIDENTIAL

ME

V S

tree

t 'D

'C

olle

ctor

'B'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL


53 37 0 0 3 2

O1 D1 O28 D28 O27 D27



Zone 7B – PM

Condominium/Townhouse

PM Land Use Residential Condominium/Townhouse



Eqn ln(T) = 0.82Ln(X) + 0.32 ITE pg 389


Out 33%

Pass by 0%

Internal 0%



Gross 44 21 65 65 72

Gross Rate 0.352 0.168 0.520

Pass By 0 0 0

Internal 0 0 0


New 43 20 63

Rate 0.344 0.160 0.504

IN Check

42 ERROR

OUT Check

19 ERROR


21 100% 9 0 100% 0 1 100% 1

0% R T L 0% 7 0% R T L 0% 13 100% T 0% R T L 0% 14OK 0% 0 21 0 0 0 0 0% R 0 1 0


0% T 0 0 T T 2 6 T T 2 6 T


OK 0% 0 9 2 0 0 0 0 1 0

L T R L T R L T R

27 11 0 0 1 1


27 11 0 0 0 0

R T L 37 R T L 50 R T L 51OK 0 27 0 0 0 0 0 0 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 11 0 0 0 0 0 0 0

L T R L T R L T R

27 11 0 0 0 0


100% T 27 11 0 0 0 0

0% L R T L 38 R T L 52 R T 53OK 0 27 0 0 0 0 0 0


T 0 0 T T 0 0 T


OK 0 11 0 0 0 0 0 0

L T R L T R L T

27 11 0 0 0 0


27 11

R T L 70OK 0 27 0

0 Wbd 0 L 0 0

T 0 0

0 Ebd 0 R 0 0

OK 0 11 0

L T R

27 11


8 15 0 0 0 0

R T L 1 R T L 25 100% T R T L 26OK 100% 1 1 6 0 0 0 0% R 0 0 0


0% T 0 0 T T 6 12 T T 6 12 T


OK 0 1 0 0 0 0 0 0 0

0% L T R 0% L T R L T R

1 100% 1 0 0 0 0


Brit

anni

a

BLOCK 7B RESIDENTIAL

HD

ME

V S

tree

t 'D

'C

olle

ctor

'B'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL


21 9 0 0 1 1

O1 D1 O28 D28 O27 D27



Zone 7C – PM

Shopping Centre

PM Land Use Shopping Centre

1,000 sq.ft. GLA 16.824


Eqn ln(T) = 0.67Ln(X) + 3.37 ITE pg 1502


Out 51%

Pass by 43%

Internal 0%



Gross 95 98 193 63 193

Gross Rate 5.647 5.825 11.472

Pass By 42 42 84

Internal 0 0 0


New 44 46 90

Rate 2.615 2.735 5.350

IN Check

44 OK

OUT Check

46 OK


12 80% 13 0 100% 0 2 0% 2

0% R T L 20% 7 0% R T L 0% 13 100% R T L 0% 14OK 0% 0 12 0 0 0 0 0 2 0


0% T 0 0 T T 0 0 T T 0 0 T


OK 0% 0 13 0 0 0 0 0 2 2

L T R L T R 0% L L T R 0% L

12 13 0 0 0% T 4 4 50% T


12 13 1 1 4 4

R T L 37 R T L 50 R T L 51OK 0 12 0 0 1 0 0 4 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 13 4 1 1 1 2 4 2

L T R 0% L L T R 25% L L T R 25% L

17 17 75% T 3 3 50% T 8 9 50% T

Sbd Nbd 25% R Sbd Nbd 25% R Sbd Nbd 25% R

17 17 3 3 8 9

R T L 38 R T L 52 R T 53OK 0 17 0 3 0 0 3 6


T 0 0 T T 3 3 T


OK 0 17 6 0 0 0 0 6

L T R 0% L L T R L T

22 23 75% T 0 0 6 6


22 23

R T 70OK 0 22

0 Wbd 0 L 0

0 Ebd 0 R 0

OK 0 23 IN OUT

L T 44 46

22 23

Sbd Nbd even dist. 25% Sbd Nbd Sbd Nbd

23 22 11 12 6 6

R T L 1 R T L 25 R T L 26OK 100% 0 0 23 11 0 0 6 0 0


0% T 0 0 T T 12 11 T T 6 6 T


OK 0 0 0 0 0 0 50% L 0 0 0 50% L

0% L T R 0% L T R 50% T L T R 50% T

0 100% 0 0 0 0% R 0 0 0% R


Brit

anni

a

BLOCK 7C COMMERCIA

L

ME

V S

tree

t 'D

'C

olle

ctor

'B'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL

ERRORSITE ERROR ERROR OK OK ERROR

O1 D1 O28 D28 O27 D27

0 0 0 0 0 0



Zone 8 – PM






Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 72 50 122 122 235

Gross Rate 0.468 0.324 0.792

Pass By 0 0 0

Internal 0 0 0


New 70 48 118

Rate 0.455 0.311 0.766

IN Check

70 OK

OUT Check

49 ERROR


32 85% 25 0 100% 0 2 100% 1

0% R T L 15% 7 0% R T L 0% 13 100% 10% T 0% R T L 0% 14 50% T

OK 0% 0 27 5 0 0 0 90% R 0 2 0 50% L


0% T 0 0 T T 1 5 T T 5 5 T


OK 0% 0 25 1 0 0 5 0 1 0

L T R L T R L T R

32 26 5 5 7 1


32 26 5 5 7 1

R T L 37 R T L 50 R T L 51OK 0 32 0 0 5 0 0 7 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 26 0 0 5 0 0 1 0

L T R L T R L T R

32 26 5 5 7 1


32 26 5 5 7 1

R T L 38 R T L 52 R T 53OK 0 0 32 0 5 0 7 0


T 0 0 T T 0 0 T


OK 0 0 1 27 5 1 0 0

L T R L T R L T

1 1 20% T 44 32 0 0


1 1

R T L 70OK 0 1 0

0 Wbd 0 L 0 0 R 0 Wbd

T 0 0 T

0 Ebd 0 R 0 0 L 0 Ebd

OK 0 1 0

L T R

1 1


1 1 17 26 0 0

R T L 1 R T L 25 R T L 26ERROR 25% 1 0 0 3 0 14 0 0 0


75% T 3 2 T T 0 0 T T 14 21 T


OK 0 0 2 0 0 0 0 0 0

0% L T R 80% L T R L T R

1 20% 2 0 0 0 0


Brit

anni

a

BLOCK 8 RESIDENTIAL

ME

V S

tree

t 'D

'C

olle

ctor

'B'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL


32 25 0 0 2 1

O1 D1 O28 D28 O27 D27



Zone 9 – PM






Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 40 27 67 67 147

Gross Rate 0.476 0.322 0.798

Pass By 0 0 0

Internal 0 0 0


New 39 26 65

Rate 0.464 0.310 0.774

IN Check

39 OK

OUT Check

28 ERROR


18 85% 14 0 100% 0 2 100% 1

0% R T L 15% 7 0% R T L 0% 13 0% R T L 0% 14 0% T

OK 0% 0 15 3 0 0 0 0 2 0 ### L


0% T 0 0 T T 2 2 T T 0 0 T


OK 0% 0 12 0 100% 70% T 0 0 0 2 1 2


15 12 1 0 9 5


15 12 1 0 9 5

R T L 37 R T L 50 R T L 51OK 0 15 0 0 1 0 0 9 0


T 0 0 T T 0 0 T T 0 0 T


OK 0 12 0 0 0 0 0 5 0

L T R L T R L T R

15 12 1 0 9 5


15 12 1 0 9 5

R T L 38 R T L 52 R T 53OK 0 0 15 0 0 1 0 9


T 0 0 T T 15 12 T


OK 0 0 0 0 0 0 12 5

L T R L T R L T

0 0 20% T 0 0 25 17


0 0

R T L 70OK 0 0 0

0 Wbd 0 L 0 0 R 0 Wbd

T 0 0 T

0 Ebd 0 R 0 0 L 0 Ebd

OK 0 0 0

L T R

0 0


0 0 0 0 11 14

R T L 1 R T L 25 R T L 26OK 0% 0 0 0 0 0 0 2 0 9


100% T 2 1 T T 3 2 T T 0 0 T


OK 0 0 1 0 0 0 0 0 0

0% L T R 80% L T R L T R

1 20% 1 0 0 0 0


Brit

anni

a

BLOCK 9 RESIDENTIAL

ME

V S

tree

t 'D

'C

olle

ctor

'B'

Col

lect

or 'B

'

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL

OK OKSITE OK ERROR OK OK

18 12 0 0 2 1

O1 D1 O28 D28 O27 D27



Zone 10 – PM






Eqn


Out 41%

Pass by 0%

Internal 0%



Gross 249 173 422 422 610

Gross Rate 0.468 0.325 0.793

Pass By 0 0 0

Internal 0 0 0


New 240 167 407

Rate 0.451 0.314 0.765

IN Check

240 OK

OUT Check

167 OK


109 70% 76 0 100% 0 12 100% 8

0% R T L 30% 7 0% R T L 0% 13 0% R T L 0% 14 0% T

OK 0% 0 76 33 0 0 0 0 12 0 100% L


0% T 0 0 T T 30 23 T T 0 0 T


OK 0% 0 53 0 100% 90% T 0 0 0 23 8 22


76 53 3 0 73 53

50% L Sbd Nbd 50% L Sbd Nbd Sbd Nbd

50% T 76 53 50% T 3 0 90% T 73 53

R T L 37 R T L 50 10% L R T L 51OK 0 38 38 0 2 2 0 65 7


T 0 0 T T 39 27 T T 10 7 T


OK 0 27 1 0 0 0 25% T 21 48 0

L T R L T R 75% R L T R

39 28 2 0 96 68


39 28 2 0 STAY 60% 53 72

R T L 38 R T L 52 40% T R T 53OK 0 1 38 0 0 2 14 38


T 0 0 T T 41 29 T


OK 0 1 3 0 0 0 50% L 14 50

L T R L T R 50% R L T

3 4 30% T 0 0 60 65


3 4

R T L 70OK 0 3 0

0 Wbd 0 L 0 0 R 0 Wbd 60% T

T 0 0 T R

0 Ebd 0 R 0 0 L 0 Ebd 40% STAY

OK 0 4 0

L T R

3 4

Sbd Nbd Sbd Nbd Sbd Nbd Sbd Nbd

3 4 0 0 58 84 0 0

R T L 1 R T L 25 R T L 26 R T L 27OK 25% 2 1 0 0 0 0 10 0 48 0 0 0

8 Wbd 8 L 3 0 R 10 Wbd 10 L 0 0 R 10 Wbd 10 L 15 69 R 69 Wbd 69 L 0 0 R

75% T 9 6 T T 15 10 T T 0 0 T T 48 69 T

12 Ebd 12 R 0 4 L 15 Ebd 15 R 0 0 L 15 Ebd 15 R 0 0 L 48 Ebd 48 R 0 0 L

OK 0 1 6 0 0 0 0 0 0 0 0 0

0% L T R 80% L T R L T R L T R

5 20% 7 0 0 0 0 0 0

Sbd Nbd Sbd Nbd Sbd Nbd Sbd NbdOK OK OK OK OK OK OK OK

Brit

anni

aM

EV

Str

eet '

D'

Col

lect

or 'B

'

Col

lect

or 'B

'

CN

R

BLOCK 10 RESIDENTIAL

CN

R

Col

lect

or 'A

'

Col

lect

or 'A

'

LSL


109 76 0 0 12 8

CN

R

O1 D1 O28 D28 O27 D27


UPDATE LINK TO EACH BLOCK 1 2 3 4

Varg

a Si

te T

rips – A

M

INO

UT

TOT

INO

UT

TOT

748

905

1653

674

518

1192

INO

UT

TOT

INO

UT

TOT

Sbd

Nbd

748

905

1653

15

21

80

00

0

RT

L74

890

516

53

015

20

Wbd

0L

00

R1

12

Wbd

T0

0T

Ebd

0R

011

2L

13

4E

bd

018

013

4

LT

R

26

43

14

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

26

43

14

45

56

13

52

16

13

7

RT

LR

T L

RT

LR

T L

00

264

1530

06

07

211

50

Wbd

0L

020

1R

25

9W

bd3

06

L25

0R

32

3W

bd3

61

L2

3R

35

3W

bd3

44

L88

0R

0W

bd

T0

0T

T21

522

2T

T25

734

7T

T0

0T

Ebd

0R

058

L3

05

Ebd

37

7R

137

101

L2

50

Ebd

26

2R

33

L2

72

Ebd

28

3R

195

0L

0E

bd

011

341

6931

358

08

133

490

LT

RL

T R

LT

RL

T R

58

15

425

26

81

35

61

62

00

18

2

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

58

99

21

24

82

03

15

1

RT

LR

T L

RT

L

058

043

137

320

203

0

Wbd

0L

043

R4

3W

bd4

3L

00

R0

Wbd

0L

R0

Wbd

0L

320

R0

Wbd

T0

0T

T0

0T

T32

TT

00

T

Ebd

0R

00

L0

Ebd

0R

00

L3

2E

bd3

2R

L3

2E

bd3

2R

00

L0

Ebd

056

00

480

011

90

LT

RL

T R

LT

R

58

56

13

74

82

03

11

9

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

58

56

13

74

82

03

11

9

RT

LR

T L

RT

L

580

032

010

51

020

2

Wbd

91

L56

0R

33

Wbd

33

L18

30R

31

Wbd

31

L0

0R

31

Wbd

31

L0

119

R1

49

Wbd

T18

33T

T0

1T

T10

531

TT

105

30T

Ebd

74

R0

0L

18

Ebd

18

R0

0L

10

5E

bd1

05

R0

0L

10

5E

bd1

05

R0

0L

30

7E

bd

00

0

LT

R

00

Sbd

Nbd

AM

PM

Gen

Tot

[Str

eet

A]

AM

Trem

aine

Louis St Laurent

Louis St Laurent

Street A [Street B] Britannia

Str

eet

JS

tree

t B

[C

]

Str

eet

K

AM

PM

Trem

aine

Street A [Street B] Britannia

Varg

a Si

te T

rips – P

M

INO

UT

TOT

INO

UT

TOT

748

905

1653

674

518

1192

INO

UT

TOT

INO

UT

TOT

Sbd

Nbd

674

518

1192

13

61

03

00

0

RT

L67

451

811

92

013

60

Wbd

0L

00

R9

9W

bd

T0

0T

Ebd

0R

099

L7

7E

bd

010

377

LT

R

23

51

80

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

23

51

81

49

39

91

61

85

66

RT

LR

T L

RT

LR

T L

00

235

2623

04

05

167

180

Wbd

0L

095

R1

33

Wbd

25

8L

250

R2

52

Wbd

26

0L

79

R2

69

Wbd

27

6L

460

R0

Wbd

T0

0T

T15

618

8T

T17

225

0T

T0

0T

Ebd

0R

038

L2

59

Ebd

27

7R

9664

L1

83

Ebd

18

8R

910

L1

82

Ebd

17

7R

131

0L

0E

bd

086

2444

1427

60

510

920

0

LT

RL

T R

LT

RL

T R

38

11

024

18

38

51

91

11

49

12

9

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

39

62

96

46

12

01

19

RT

LR

T L

RT

L

039

013

749

012

00

Wbd

0L

013

R1

3W

bd1

3L

00

R0

Wbd

0L

R0

Wbd

0L

90

R0

Wbd

T0

0T

T0

0T

TT

T0

0T

Ebd

0R

00

L0

Ebd

0R

00

L9

Ebd

0R

L0

Ebd

9R

00

L0

Ebd

049

00

460

011

00

LT

RL

T R

LT

R

39

49

74

46

12

01

10

Sbd

Nbd

Sbd

Nbd

Sbd

Nbd

39

49

75

46

11

91

10

RT

LR

T L

RT

L

390

014

061

00

119

Wbd

53

L49

0R

14

Wbd

14

L19

27R

27

Wbd

27

L0

0R

27

Wbd

27

L1

109

R1

36

Wbd

T20

14T

T1

0T

T62

27T

T61

27T

Ebd

69

R0

0L

20

Ebd

20

R0

0L

62

Ebd

62

R0

0L

62

Ebd

62

R0

0L

18

0E

bd

00

0

LT

R

00

Sbd

Nbd

AM

Gen

PM

PM

Louis St Laurent

Louis St Laurent

Trem

aine

Britannia

[Str

eet

A]

BritanniaStreet A [Street B]

Str

eet

J

Str

eet

K

Str

eet

B [

C]

AM

PM

Trem

aine

Street A [Street B]

Tot

Appendix C

Transportation Tomorrow Survey (TTS) Data and

Internal Site Trips

Wed

Oct

31

2018

07:

58:3

6 GM

T-04

00 (E

aste

rn D

aylig

ht T

ime)

- Ru

n Ti

me:

220

3ms

Cros

s Tab

ulat

ion

Que

ry F

orm

- Tr

ip -

2016

v1.

1

Row

: Pla

nnin

g di

stric

t of h

ouse

hold

- pd

_hhl

dCo

lum

n: P

lann

ing

dist

rict o

f em

ploy

men

t - p

d_em

p

Filte

rs:

No

Filte

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Appendix D

Capacity Analysis Results

HCM Unsignalized Intersection Capacity Analysis1: Tremaine Rd & Collector "A" 03-04-2020

Existing + Boyne West Synchro 9 Report, Page 1AM Peak Hour GHD

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 208 860 87 0 903Future Volume (Veh/h) 0 208 860 87 0 903Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 226 935 95 0 982PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 1310 359 1030vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1310 359 1030tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 65 100cM capacity (veh/h) 151 637 670

Direction, Lane # WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 226 374 374 282 327 327 327Volume Left 0 0 0 0 0 0 0Volume Right 226 0 0 95 0 0 0cSH 637 1700 1700 1700 1700 1700 1700Volume to Capacity 0.35 0.22 0.22 0.17 0.19 0.19 0.19Queue Length 95th (m) 12.1 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (s) 13.7 0.0 0.0 0.0 0.0 0.0 0.0Lane LOS BApproach Delay (s) 13.7 0.0 0.0Approach LOS B

Intersection SummaryAverage Delay 1.4Intersection Capacity Utilization 38.1% ICU Level of Service AAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis2: Street "C" & Collector "A" 03-04-2020


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 16 47 54 28 121 10 83 62 34 18 30 32Future Volume (Veh/h) 16 47 54 28 121 10 83 62 34 18 30 32Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 17 51 59 30 132 11 90 67 37 20 33 35PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 143 110 364 318 80 382 342 138vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 143 110 364 318 80 382 342 138tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 99 98 83 88 96 96 94 96cM capacity (veh/h) 1440 1480 531 580 980 493 562 911

Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 127 173 194 88Volume Left 17 30 90 20Volume Right 59 11 37 35cSH 1440 1480 601 639Volume to Capacity 0.01 0.02 0.32 0.14Queue Length 95th (m) 0.3 0.5 10.6 3.6Control Delay (s) 1.1 1.4 13.8 11.5Lane LOS A A B BApproach Delay (s) 1.1 1.4 13.8 11.5Approach LOS B B


HCM Unsignalized Intersection Capacity Analysis3: Street "A" & Collector "A" 03-04-2020


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 42 10 48 16 21 17 90 168 8 8 109 42Future Volume (Veh/h) 42 10 48 16 21 17 90 168 8 8 109 42Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 46 11 52 17 23 18 98 183 9 9 118 46PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 572 547 141 600 566 188 164 192vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 572 547 141 600 566 188 164 192tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 88 97 94 95 94 98 93 99cM capacity (veh/h) 380 411 907 359 401 855 1414 1381

Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 109 58 290 173Volume Left 46 17 98 9Volume Right 52 18 9 46cSH 532 461 1414 1381Volume to Capacity 0.21 0.13 0.07 0.01Queue Length 95th (m) 5.8 3.3 1.7 0.1Control Delay (s) 13.5 13.9 3.0 0.4Lane LOS B B A AApproach Delay (s) 13.5 13.9 3.0 0.4Approach LOS B B


HCM Unsignalized Intersection Capacity Analysis4: Tremaine Rd & Street "B" 03-04-2020



Direction, Lane # WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3Volume Total 140 296 296 296 80 327 327 327Volume Left 0 0 0 0 0 0 0 0Volume Right 140 0 0 0 80 0 0 0cSH 700 1700 1700 1700 1700 1700 1700 1700Volume to Capacity 0.20 0.17 0.17 0.17 0.05 0.19 0.19 0.19Queue Length 95th (m) 5.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (s) 11.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0Lane LOS BApproach Delay (s) 11.4 0.0 0.0Approach LOS B


HCM Unsignalized Intersection Capacity Analysis5: Street "C" & Street "B" 03-04-2020





HCM Unsignalized Intersection Capacity Analysis6: Street "A" & Street "B" 03-04-2020



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 72 0 155 206Volume Left 39 0 51 0Volume Right 33 0 0 59cSH 668 1700 1365 1488Volume to Capacity 0.11 0.00 0.04 0.00Queue Length 95th (m) 2.7 0.0 0.9 0.0Control Delay (s) 11.0 0.0 2.8 0.0Lane LOS B A AApproach Delay (s) 11.0 0.0 2.8 0.0Approach LOS B A


Timings7: Britannia Rd & Street "C" 03-04-2020


Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 11 552 789 149Future Volume (vph) 11 552 789 149Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 31.0 31.0 31.0 29.0Total Split (%) 51.7% 51.7% 51.7% 48.3%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MinAct Effct Green (s) 39.4 39.4 11.6Actuated g/C Ratio 0.66 0.66 0.19v/c Ratio 0.50 0.74 0.58Control Delay 8.0 12.0 24.3Queue Delay 0.0 0.0 0.0Total Delay 8.0 12.0 24.3LOS A B CApproach Delay 8.0 12.0 24.3Approach LOS A B C

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 60Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.74Intersection Signal Delay: 12.1 Intersection LOS: BIntersection Capacity Utilization 63.3% ICU Level of Service BAnalysis Period (min) 15

Splits and Phases: 7: Britannia Rd & Street "C"

Queues7: Britannia Rd & Street "C" 03-04-2020


Lane Group EBT WBT SBLLane Group Flow (vph) 612 913 214v/c Ratio 0.50 0.74 0.58Control Delay 8.0 12.0 24.3Queue Delay 0.0 0.0 0.0Total Delay 8.0 12.0 24.3Queue Length 50th (m) 28.2 37.5 18.0Queue Length 95th (m) 63.1 m#135.6 m31.7Internal Link Dist (m) 239.3 367.0 415.2Turn Bay Length (m)Base Capacity (vph) 1214 1227 736Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.50 0.74 0.29

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.

HCM Signalized Intersection Capacity Analysis7: Britannia Rd & Street "C" 03-04-2020


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 11 552 789 51 149 48Future Volume (vph) 11 552 789 51 149 48Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00Frt 1.00 0.99 0.97Flt Protected 1.00 1.00 0.96Satd. Flow (prot) 1882 1868 1755Flt Permitted 0.98 1.00 0.96Satd. Flow (perm) 1851 1868 1755Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 12 600 858 55 162 52RTOR Reduction (vph) 0 0 2 0 27 0Lane Group Flow (vph) 0 612 911 0 187 0Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Actuated Green, G (s) 39.4 39.4 11.6Effective Green, g (s) 39.4 39.4 11.6Actuated g/C Ratio 0.66 0.66 0.19Clearance Time (s) 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 1215 1226 339v/s Ratio Prot c0.49 c0.11v/s Ratio Perm 0.33v/c Ratio 0.50 0.74 0.55Uniform Delay, d1 5.3 6.9 21.9Progression Factor 1.00 0.99 1.00Incremental Delay, d2 1.5 2.5 1.9Delay (s) 6.8 9.3 23.9Level of Service A A CApproach Delay (s) 6.8 9.3 23.9Approach LOS A A C

Intersection SummaryHCM 2000 Control Delay 10.2 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.70Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 63.3% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

Timings8: Britannia Rd & Street "A" 03-04-2020


Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 19 682 802 181Future Volume (vph) 19 682 802 181Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 31.0 31.0 31.0 29.0Total Split (%) 51.7% 51.7% 51.7% 48.3%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MinAct Effct Green (s) 38.2 38.2 12.8Actuated g/C Ratio 0.64 0.64 0.21v/c Ratio 0.66 0.80 0.61Control Delay 9.4 17.3 25.3Queue Delay 0.0 0.0 0.0Total Delay 9.4 17.3 25.3LOS A B CApproach Delay 9.4 17.3 25.3Approach LOS A B C

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 65Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.80Intersection Signal Delay: 15.2 Intersection LOS: BIntersection Capacity Utilization 71.0% ICU Level of Service CAnalysis Period (min) 15

Splits and Phases: 8: Britannia Rd & Street "A"

Queues8: Britannia Rd & Street "A" 03-04-2020


Lane Group EBT WBT SBLLane Group Flow (vph) 762 956 238v/c Ratio 0.66 0.80 0.61Control Delay 9.4 17.3 25.3Queue Delay 0.0 0.0 0.0Total Delay 9.4 17.3 25.3Queue Length 50th (m) 23.5 64.8 21.5Queue Length 95th (m) #66.8 #166.9 35.9Internal Link Dist (m) 367.0 772.7 419.1Turn Bay Length (m)Base Capacity (vph) 1156 1188 733Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.66 0.80 0.32

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

HCM Signalized Intersection Capacity Analysis8: Britannia Rd & Street "A" 03-04-2020


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 19 682 802 77 181 38Future Volume (vph) 19 682 802 77 181 38Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00Frt 1.00 0.99 0.98Flt Protected 1.00 1.00 0.96Satd. Flow (prot) 1881 1861 1767Flt Permitted 0.96 1.00 0.96Satd. Flow (perm) 1815 1861 1767Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 21 741 872 84 197 41RTOR Reduction (vph) 0 0 4 0 17 0Lane Group Flow (vph) 0 762 952 0 221 0Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Actuated Green, G (s) 38.2 38.2 12.8Effective Green, g (s) 38.2 38.2 12.8Actuated g/C Ratio 0.64 0.64 0.21Clearance Time (s) 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 1155 1184 376v/s Ratio Prot c0.51 c0.13v/s Ratio Perm 0.42v/c Ratio 0.66 0.80 0.59Uniform Delay, d1 6.8 8.1 21.2Progression Factor 0.74 1.00 1.00Incremental Delay, d2 2.7 5.9 2.4Delay (s) 7.7 14.0 23.6Level of Service A B CApproach Delay (s) 7.7 14.0 23.6Approach LOS A B C

Intersection SummaryHCM 2000 Control Delay 12.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.75Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 71.0% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group


Existing + Boyne West Synchro 9 Report, Page 1PM Peak Hour GHD


Direction, Lane # WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 204 420 420 456 246 246 246Volume Left 0 0 0 0 0 0 0Volume Right 204 0 0 246 0 0 0cSH 538 1700 1700 1700 1700 1700 1700Volume to Capacity 0.38 0.25 0.25 0.27 0.14 0.14 0.14Queue Length 95th (m) 13.4 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (s) 15.7 0.0 0.0 0.0 0.0 0.0 0.0Lane LOS CApproach Delay (s) 15.7 0.0 0.0Approach LOS C





Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 249 177 156 108Volume Left 26 47 82 32Volume Right 89 18 20 27cSH 1455 1346 466 505Volume to Capacity 0.02 0.03 0.33 0.21Queue Length 95th (m) 0.4 0.8 11.1 6.1Control Delay (s) 0.9 2.3 16.6 14.0Lane LOS A A C BApproach Delay (s) 0.9 2.3 16.6 14.0Approach LOS C B





Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 200 57 288 346Volume Left 75 14 76 23Volume Right 97 21 20 93cSH 439 376 1237 1358Volume to Capacity 0.46 0.15 0.06 0.02Queue Length 95th (m) 17.7 4.0 1.5 0.4Control Delay (s) 19.9 16.3 2.6 0.7Lane LOS C C A AApproach Delay (s) 19.9 16.3 2.6 0.7Approach LOS C C

Intersection SummaryAverage Delay 6.6Intersection Capacity Utilization 58.2% ICU Level of Service BAnalysis Period (min) 15



Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 33 993 695 94Future Volume (vph) 33 993 695 94Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 36.0 36.0 36.0 24.0Total Split (%) 60.0% 60.0% 60.0% 40.0%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MinAct Effct Green (s) 42.0 42.0 9.0Actuated g/C Ratio 0.70 0.70 0.15v/c Ratio 0.88 0.69 0.45Control Delay 19.7 8.5 23.9Queue Delay 0.0 0.0 0.0Total Delay 19.7 8.5 23.9LOS B A CApproach Delay 19.7 8.5 23.9Approach LOS B A C

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 90Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.88Intersection Signal Delay: 15.2 Intersection LOS: BIntersection Capacity Utilization 93.0% ICU Level of Service FAnalysis Period (min) 15




Lane Group EBT WBT SBLLane Group Flow (vph) 1115 897 127v/c Ratio 0.88 0.69 0.45Control Delay 19.7 8.5 23.9Queue Delay 0.0 0.0 0.0Total Delay 19.7 8.5 23.9Queue Length 50th (m) 73.6 40.2 10.6Queue Length 95th (m) #191.6 m64.9 m21.8Internal Link Dist (m) 239.3 367.0 415.2Turn Bay Length (m)Base Capacity (vph) 1264 1298 587Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.88 0.69 0.22

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.



Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 33 993 695 131 94 23Future Volume (vph) 33 993 695 131 94 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00Frt 1.00 0.98 0.97Flt Protected 1.00 1.00 0.96Satd. Flow (prot) 1880 1843 1763Flt Permitted 0.96 1.00 0.96Satd. Flow (perm) 1807 1843 1763Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 36 1079 755 142 102 25RTOR Reduction (vph) 0 0 7 0 19 0Lane Group Flow (vph) 0 1115 890 0 108 0Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Actuated Green, G (s) 42.0 42.0 9.0Effective Green, g (s) 42.0 42.0 9.0Actuated g/C Ratio 0.70 0.70 0.15Clearance Time (s) 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 1264 1290 264v/s Ratio Prot 0.48 c0.06v/s Ratio Perm c0.62v/c Ratio 0.88 0.69 0.41Uniform Delay, d1 7.1 5.2 23.1Progression Factor 1.00 1.10 1.01Incremental Delay, d2 9.1 1.4 1.0Delay (s) 16.2 7.2 24.3Level of Service B A CApproach Delay (s) 16.2 7.2 24.3Approach LOS B A C

Intersection SummaryHCM 2000 Control Delay 12.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.80Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 93.0% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group



Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 41 1046 798 148Future Volume (vph) 41 1046 798 148Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 36.0 36.0 36.0 24.0Total Split (%) 60.0% 60.0% 60.0% 40.0%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MinAct Effct Green (s) 39.7 39.7 11.3Actuated g/C Ratio 0.66 0.66 0.19v/c Ratio 1.42 0.89 0.56Control Delay 208.7 22.0 25.6Queue Delay 0.0 0.0 0.0Total Delay 208.7 22.0 25.6LOS F C CApproach Delay 208.7 22.0 25.6Approach LOS F C C

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 110Control Type: Actuated-CoordinatedMaximum v/c Ratio: 1.42Intersection Signal Delay: 111.8 Intersection LOS: FIntersection Capacity Utilization 105.7% ICU Level of Service GAnalysis Period (min) 15




Lane Group EBT WBT SBLLane Group Flow (vph) 1182 1090 193v/c Ratio 1.42 0.89 0.56Control Delay 208.7 22.0 25.6Queue Delay 0.0 0.0 0.0Total Delay 208.7 22.0 25.6Queue Length 50th (m) ~179.2 78.1 17.5Queue Length 95th (m) m#232.6 #193.8 31.1Internal Link Dist (m) 367.0 772.7 419.1Turn Bay Length (m)Base Capacity (vph) 834 1223 586Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 1.42 0.89 0.33

Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.



Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 41 1046 798 205 148 29Future Volume (vph) 41 1046 798 205 148 29Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00Frt 1.00 0.97 0.98Flt Protected 1.00 1.00 0.96Satd. Flow (prot) 1880 1831 1768Flt Permitted 0.67 1.00 0.96Satd. Flow (perm) 1259 1831 1768Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 45 1137 867 223 161 32RTOR Reduction (vph) 0 0 11 0 15 0Lane Group Flow (vph) 0 1182 1079 0 178 0Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Actuated Green, G (s) 39.7 39.7 11.3Effective Green, g (s) 39.7 39.7 11.3Actuated g/C Ratio 0.66 0.66 0.19Clearance Time (s) 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 833 1211 332v/s Ratio Prot 0.59 c0.10v/s Ratio Perm c0.94v/c Ratio 1.42 0.89 0.54Uniform Delay, d1 10.1 8.4 22.0Progression Factor 0.84 1.00 1.00Incremental Delay, d2 192.4 10.1 1.7Delay (s) 200.9 18.5 23.7Level of Service F B CApproach Delay (s) 200.9 18.5 23.7Approach LOS F B C

Intersection SummaryHCM 2000 Control Delay 106.4 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.22Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 105.7% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group


Future Background 2024 Synchro 9 Report, Page 1AM Peak Hour GHD







Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 497 410 169 110Volume Left 45 138 77 12Volume Right 201 8 38 51cSH 1291 1109 190 268Volume to Capacity 0.03 0.12 0.89 0.41Queue Length 95th (m) 0.8 3.2 51.3 14.5Control Delay (s) 1.1 3.8 89.5 27.5Lane LOS A A F DApproach Delay (s) 1.1 3.8 89.5 27.5Approach LOS F D

Intersection SummaryAverage Delay 17.1Intersection Capacity Utilization 71.3% ICU Level of Service CAnalysis Period (min) 15



Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 18 554 769 166Future Volume (vph) 18 554 769 166Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 31.0 31.0 31.0 29.0Total Split (%) 51.7% 51.7% 51.7% 48.3%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MinAct Effct Green (s) 37.2 37.2 13.8Actuated g/C Ratio 0.62 0.62 0.23v/c Ratio 0.22 0.28 0.67Control Delay 6.0 6.3 22.9Queue Delay 0.0 0.0 0.0Total Delay 6.0 6.3 22.9LOS A A CApproach Delay 6.0 6.3 22.9Approach LOS A A C

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 45Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.67Intersection Signal Delay: 9.0 Intersection LOS: AIntersection Capacity Utilization 47.4% ICU Level of Service AAnalysis Period (min) 15




Lane Group EBT WBT SBLLane Group Flow (vph) 622 883 303v/c Ratio 0.22 0.28 0.67Control Delay 6.0 6.3 22.9Queue Delay 0.0 0.0 0.0Total Delay 6.0 6.3 22.9Queue Length 50th (m) 9.3 11.9 22.3Queue Length 95th (m) 18.4 22.3 35.9Internal Link Dist (m) 239.3 367.0 415.2Turn Bay Length (m)Base Capacity (vph) 2884 3169 746Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.22 0.28 0.41

Intersection Summary




Intersection SummaryHCM 2000 Control Delay 8.5 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.37Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 47.4% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group



Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 3 717 805 277Future Volume (vph) 3 717 805 277Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 31.0 31.0 31.0 29.0Total Split (%) 51.7% 51.7% 51.7% 48.3%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MaxAct Effct Green (s) 26.5 26.5 24.5Actuated g/C Ratio 0.44 0.44 0.41v/c Ratio 0.37 0.46 0.42Control Delay 8.7 11.5 14.8Queue Delay 0.0 0.0 0.0Total Delay 8.7 11.5 14.8LOS A B BApproach Delay 8.7 11.5 14.8Approach LOS A B B

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 45Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.46Intersection Signal Delay: 11.0 Intersection LOS: BIntersection Capacity Utilization 42.2% ICU Level of Service AAnalysis Period (min) 15




Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 3 717 805 151 277 7Future Volume (vph) 3 717 805 151 277 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5Lane Util. Factor 0.91 0.91 1.00Frt 1.00 0.98 1.00Flt Protected 1.00 1.00 0.95Satd. Flow (prot) 5141 5020 1790Flt Permitted 0.94 1.00 0.95Satd. Flow (perm) 4816 5020 1790Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 3 779 875 164 301 8RTOR Reduction (vph) 0 0 45 0 2 0Lane Group Flow (vph) 0 782 994 0 307 0Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Actuated Green, G (s) 26.5 26.5 24.5Effective Green, g (s) 26.5 26.5 24.5Actuated g/C Ratio 0.44 0.44 0.41Clearance Time (s) 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 2127 2217 730v/s Ratio Prot c0.20 c0.17v/s Ratio Perm 0.16v/c Ratio 0.37 0.45 0.42Uniform Delay, d1 11.2 11.7 12.7Progression Factor 0.73 1.00 1.00Incremental Delay, d2 0.5 0.7 1.8Delay (s) 8.6 12.3 14.5Level of Service A B BApproach Delay (s) 8.6 12.3 14.5Approach LOS A B B

Intersection SummaryHCM 2000 Control Delay 11.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.43Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 42.2% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis1: Tremaine Road & Collector "A" 03-04-2020

Future Background 2024 Synchro 9 Report, Page 1PM Peak Hour GHD







Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 419 341 142 123Volume Left 53 82 63 28Volume Right 150 16 33 55cSH 1306 1193 270 340Volume to Capacity 0.04 0.07 0.53 0.36Queue Length 95th (m) 1.0 1.7 21.5 12.2Control Delay (s) 1.4 2.5 32.3 21.5Lane LOS A A D CApproach Delay (s) 1.4 2.5 32.3 21.5Approach LOS D C


HCM Unsignalized Intersection Capacity Analysis4: Tremaine Road & Street "B" 03-04-2020








Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 5 7 100 205Volume Left 3 2 3 14Volume Right 2 4 2 14cSH 701 774 1383 1496Volume to Capacity 0.01 0.01 0.00 0.01Queue Length 95th (m) 0.2 0.2 0.0 0.2Control Delay (s) 10.2 9.7 0.2 0.6Lane LOS B A A AApproach Delay (s) 10.2 9.7 0.2 0.6Approach LOS B A




Lane Group EBL EBT WBT SBLLane ConfigurationsTraffic Volume (vph) 21 980 668 88Future Volume (vph) 21 980 668 88Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Detector Phase 2 2 6 8Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5Total Split (s) 36.0 36.0 36.0 24.0Total Split (%) 60.0% 60.0% 60.0% 40.0%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode C-Max C-Max C-Min MinAct Effct Green (s) 41.8 41.8 9.2Actuated g/C Ratio 0.70 0.70 0.15v/c Ratio 0.33 0.22 0.53Control Delay 4.3 3.4 19.4Queue Delay 0.0 0.0 0.0Total Delay 4.3 3.4 19.4LOS A A BApproach Delay 4.3 3.4 19.4Approach LOS A A B





Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 21 980 668 61 88 72Future Volume (vph) 21 980 668 61 88 72Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5Lane Util. Factor 0.91 0.91 1.00Frt 1.00 0.99 0.94Flt Protected 1.00 1.00 0.97Satd. Flow (prot) 5136 5078 1722Flt Permitted 0.92 1.00 0.97Satd. Flow (perm) 4715 5078 1722Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 23 1065 726 66 96 78RTOR Reduction (vph) 0 0 11 0 61 0Lane Group Flow (vph) 0 1088 781 0 113 0Turn Type Perm NA NA ProtProtected Phases 2 6 8Permitted Phases 2Actuated Green, G (s) 41.8 41.8 9.2Effective Green, g (s) 41.8 41.8 9.2Actuated g/C Ratio 0.70 0.70 0.15Clearance Time (s) 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 3284 3537 264v/s Ratio Prot 0.15 c0.07v/s Ratio Perm c0.23v/c Ratio 0.33 0.22 0.43Uniform Delay, d1 3.6 3.3 23.0Progression Factor 1.00 0.93 0.97Incremental Delay, d2 0.3 0.1 1.1Delay (s) 3.9 3.2 23.5Level of Service A A CApproach Delay (s) 3.9 3.2 23.5Approach LOS A A C


HCM Unsignalized Intersection Capacity Analysis1: Tremaine Rd & Collector "A" 04/06/2020

Future Total - 2024 Synchro 10 ReportAM Peak Hour GHD


Direction, Lane # WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 291 442 442 645 455 455 455Volume Left 0 0 0 0 0 0 0Volume Right 291 0 0 424 0 0 0cSH 457 1700 1700 1700 1700 1700 1700Volume to Capacity 0.64 0.26 0.26 0.38 0.27 0.27 0.27Queue Length 95th (m) 33.0 0.0 0.0 0.0 0.0 0.0 0.0Control Delay (s) 25.6 0.0 0.0 0.0 0.0 0.0 0.0Lane LOS DApproach Delay (s) 25.6 0.0 0.0Approach LOS D


HCM Unsignalized Intersection Capacity Analysis2: Street "C" & Collector "A" 04/06/2020



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 497 410 169 110Volume Left 45 138 77 12Volume Right 201 8 38 51cSH 1291 1109 190 268Volume to Capacity 0.03 0.12 0.89 0.41Queue Length 95th (m) 0.8 3.2 51.3 14.5Control Delay (s) 1.1 3.8 89.5 27.5Lane LOS A A F DApproach Delay (s) 1.1 3.8 89.5 27.5Approach LOS F D

Intersection SummaryAverage Delay 17.1Intersection Capacity Utilization 71.3% ICU Level of Service CAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis3: Street "A" & Collector "A" 04/06/2020





HCM Unsignalized Intersection Capacity Analysis4: Tremaine Rd & Street "B" 04/06/2020





HCM Unsignalized Intersection Capacity Analysis5: Street "C" & Street "B" 04/06/2020



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 81 92 148 377Volume Left 0 3 79 37Volume Right 70 3 1 47cSH 641 364 1219 1532Volume to Capacity 0.13 0.25 0.06 0.02Queue Length 95th (m) 3.3 7.5 1.6 0.6Control Delay (s) 11.4 18.2 4.6 0.9Lane LOS B C A AApproach Delay (s) 11.4 18.2 4.6 0.9Approach LOS B C


HCM Unsignalized Intersection Capacity Analysis6: Street "A" & Street "B" 04/06/2020



Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 65 34 267 430Volume Left 42 22 49 0Volume Right 23 0 7 42cSH 388 315 1129 1352Volume to Capacity 0.17 0.11 0.04 0.00Queue Length 95th (m) 4.5 2.7 1.0 0.0Control Delay (s) 16.1 17.8 1.9 0.0Lane LOS C C AApproach Delay (s) 16.1 17.8 1.9 0.0Approach LOS C C


Timings7: Britannia Rd & Street "C" 04/06/2020





Queues7: Britannia Rd & Street "C" 04/06/2020




HCM Signalized Intersection Capacity Analysis7: Britannia Rd & Street "C" 04/06/2020




Timings8: Britannia Rd & Street "A" 04/06/2020



Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 45Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.83Intersection Signal Delay: 13.2 Intersection LOS: BIntersection Capacity Utilization 75.5% ICU Level of Service DAnalysis Period (min) 15


Queues8: Britannia Rd & Street "A" 04/06/2020


Lane Group EBT WBT SBLLane Group Flow (vph) 908 1126 533v/c Ratio 0.42 0.45 0.83Control Delay 7.8 10.0 29.1Queue Delay 0.0 0.0 0.0Total Delay 7.8 10.0 29.1Queue Length 50th (m) 16.5 25.1 48.7Queue Length 95th (m) 21.9 36.8 #80.8Internal Link Dist (m) 367.0 772.7 419.1Turn Bay Length (m)Base Capacity (vph) 2175 2518 732Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.42 0.45 0.73


HCM Signalized Intersection Capacity Analysis8: Britannia Rd & Street "A" 04/06/2020



Intersection SummaryHCM 2000 Control Delay 12.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.60Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 75.5% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis1: Tremaine Road & Collector "A" 04/06/2020

Future Total 2024 Synchro 10 ReportPM Peak Hour GHD




HCM Unsignalized Intersection Capacity Analysis4: Tremaine Road & Street "B" 04/06/2020








Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 35 22 401 299Volume Left 21 14 33 0Volume Right 14 0 15 34cSH 430 334 1262 1191Volume to Capacity 0.08 0.07 0.03 0.00Queue Length 95th (m) 2.0 1.6 0.6 0.0Control Delay (s) 14.1 16.6 0.9 0.0Lane LOS B C AApproach Delay (s) 14.1 16.6 0.9 0.0Approach LOS B C





Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 50Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.68Intersection Signal Delay: 8.8 Intersection LOS: AIntersection Capacity Utilization 67.2% ICU Level of Service CAnalysis Period (min) 15





Intersection SummaryHCM 2000 Control Delay 8.3 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 67.2% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group




Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 55Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.73Intersection Signal Delay: 9.7 Intersection LOS: AIntersection Capacity Utilization 76.8% ICU Level of Service DAnalysis Period (min) 15





Intersection SummaryHCM 2000 Control Delay 9.5 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 76.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Timings1: Tremaine Rd & Collector "A" 04/06/2020


Lane Group WBL NBT SBL SBTLane ConfigurationsTraffic Volume (vph) 74 1071 288 1155Future Volume (vph) 74 1071 288 1155Turn Type Prot NA pm+pt NAProtected Phases 8 2 1 6Permitted Phases 6Detector Phase 8 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 9.5 22.5Total Split (s) 23.0 23.0 14.0 37.0Total Split (%) 38.3% 38.3% 23.3% 61.7%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5Lead/Lag Lag LeadLead-Lag Optimize? Yes YesRecall Mode Max Max Max MaxAct Effct Green (s) 18.5 18.5 32.5 32.5Actuated g/C Ratio 0.31 0.31 0.54 0.54v/c Ratio 0.52 0.77 0.77 0.45Control Delay 8.2 32.2 25.0 9.0Queue Delay 0.0 0.0 0.0 0.0Total Delay 8.2 32.2 25.0 9.0LOS A C C AApproach Delay 8.2 32.2 12.2Approach LOS A C B

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 45 (75%), Referenced to phase 1:SBL and 6:SBTL, Start of GreenNatural Cycle: 60Control Type: PretimedMaximum v/c Ratio: 0.77Intersection Signal Delay: 19.4 Intersection LOS: BIntersection Capacity Utilization 69.6% ICU Level of Service CAnalysis Period (min) 15

Splits and Phases: 1: Tremaine Rd & Collector "A"

Queues1: Tremaine Rd & Collector "A" 04/06/2020


Lane Group WBL NBT SBL SBTLane Group Flow (vph) 371 1216 313 1255v/c Ratio 0.52 0.77 0.77 0.45Control Delay 8.2 32.2 25.0 9.0Queue Delay 0.0 0.0 0.0 0.0Total Delay 8.2 32.2 25.0 9.0Queue Length 50th (m) 8.8 53.3 17.2 27.6Queue Length 95th (m) 29.3 66.2 #50.8 36.4Internal Link Dist (m) 276.2 424.4 874.9Turn Bay Length (m) 15.0Base Capacity (vph) 714 1583 408 2785Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.52 0.77 0.77 0.45


HCM Signalized Intersection Capacity Analysis1: Tremaine Rd & Collector "A" 04/06/2020


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 74 268 1071 48 288 1155Future Volume (vph) 74 268 1071 48 288 1155Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.91 1.00 0.91Frt 0.89 0.99 1.00 1.00Flt Protected 0.99 1.00 0.95 1.00Satd. Flow (prot) 1666 5109 1789 5142Flt Permitted 0.99 1.00 0.17 1.00Satd. Flow (perm) 1666 5109 328 5142Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 80 291 1164 52 313 1255RTOR Reduction (vph) 201 0 8 0 0 0Lane Group Flow (vph) 170 0 1208 0 313 1255Turn Type Prot NA pm+pt NAProtected Phases 8 2 1 6Permitted Phases 6Actuated Green, G (s) 18.5 18.5 32.5 32.5Effective Green, g (s) 18.5 18.5 32.5 32.5Actuated g/C Ratio 0.31 0.31 0.54 0.54Clearance Time (s) 4.5 4.5 4.5 4.5Lane Grp Cap (vph) 513 1575 408 2785v/s Ratio Prot c0.10 0.24 c0.12 0.24v/s Ratio Perm c0.29v/c Ratio 0.33 0.77 0.77 0.45Uniform Delay, d1 16.0 18.8 10.2 8.3Progression Factor 1.18 1.52 1.00 1.00Incremental Delay, d2 1.7 3.5 12.9 0.5Delay (s) 20.7 32.1 23.1 8.9Level of Service C C C AApproach Delay (s) 20.7 32.1 11.7Approach LOS C C B

Intersection SummaryHCM 2000 Control Delay 20.6 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.64Actuated Cycle Length (s) 60.0 Sum of lost time (s) 13.5Intersection Capacity Utilization 69.6% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 41 231 141 102 268 7 79 50 35 11 43 47Future Volume (Veh/h) 41 231 141 102 268 7 79 50 35 11 43 47Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 45 251 153 111 291 8 86 54 38 12 47 51PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 300pX, platoon unblockedvC, conflicting volume 299 404 1009 938 328 1000 1011 295vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 299 404 1009 938 328 1000 1011 295tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 96 90 44 77 95 92 77 93cM capacity (veh/h) 1262 1155 153 230 714 156 209 744

Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 449 410 178 110Volume Left 45 111 86 12Volume Right 153 8 38 51cSH 1262 1155 209 297Volume to Capacity 0.04 0.10 0.85 0.37Queue Length 95th (m) 0.8 2.4 49.1 12.5Control Delay (s) 1.1 3.0 76.7 24.1Lane LOS A A F CApproach Delay (s) 1.1 3.0 76.7 24.1Approach LOS F C


Timings4: Tremaine Rd & Street "B" 04/06/2020


Lane Group WBL NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 10 874 10 25 1204Future Volume (vph) 10 874 10 25 1204Turn Type Prot NA Perm Perm NAProtected Phases 8 2 6Permitted Phases 2 6Detector Phase 8 2 2 6 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5Total Split (s) 24.0 36.0 36.0 36.0 36.0Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max MaxAct Effct Green (s) 19.5 31.5 31.5 31.5Actuated g/C Ratio 0.32 0.52 0.52 0.52v/c Ratio 0.36 0.35 0.01 0.55Control Delay 11.1 8.8 4.0 5.3Queue Delay 0.0 0.0 0.0 0.0Total Delay 11.1 8.8 4.0 5.3LOS B A A AApproach Delay 11.1 8.7 5.3Approach LOS B A A

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of GreenNatural Cycle: 45Control Type: PretimedMaximum v/c Ratio: 0.55Intersection Signal Delay: 7.1 Intersection LOS: AIntersection Capacity Utilization 60.8% ICU Level of Service BAnalysis Period (min) 15

Splits and Phases: 4: Tremaine Rd & Street "B"

Queues4: Tremaine Rd & Street "B" 04/06/2020


Lane Group WBL NBT NBR SBTLane Group Flow (vph) 216 950 11 1336v/c Ratio 0.36 0.35 0.01 0.55Control Delay 11.1 8.8 4.0 5.3Queue Delay 0.0 0.0 0.0 0.0Total Delay 11.1 8.8 4.0 5.3Queue Length 50th (m) 9.6 20.3 0.0 10.9Queue Length 95th (m) m21.3 27.5 1.8 13.8Internal Link Dist (m) 263.3 194.1 424.4Turn Bay Length (m) 15.0Base Capacity (vph) 598 2699 845 2451Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.36 0.35 0.01 0.55

Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.

HCM Signalized Intersection Capacity Analysis4: Tremaine Rd & Street "B" 04/06/2020


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 10 189 874 10 25 1204Future Volume (vph) 10 189 874 10 25 1204Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.91 1.00 0.91Frt 0.87 1.00 0.85 1.00Flt Protected 1.00 1.00 1.00 1.00Satd. Flow (prot) 1638 5142 1601 5137Flt Permitted 1.00 1.00 1.00 0.91Satd. Flow (perm) 1638 5142 1601 4670Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 11 205 950 11 27 1309RTOR Reduction (vph) 67 0 0 5 0 0Lane Group Flow (vph) 149 0 950 6 0 1336Turn Type Prot NA Perm Perm NAProtected Phases 8 2 6Permitted Phases 2 6Actuated Green, G (s) 19.5 31.5 31.5 31.5Effective Green, g (s) 19.5 31.5 31.5 31.5Actuated g/C Ratio 0.32 0.52 0.52 0.52Clearance Time (s) 4.5 4.5 4.5 4.5Lane Grp Cap (vph) 532 2699 840 2451v/s Ratio Prot c0.09 0.18v/s Ratio Perm 0.00 c0.29v/c Ratio 0.28 0.35 0.01 0.55Uniform Delay, d1 15.0 8.3 6.8 9.5Progression Factor 1.06 1.00 1.00 0.47Incremental Delay, d2 1.3 0.4 0.0 0.8Delay (s) 17.3 8.7 6.8 5.2Level of Service B A A AApproach Delay (s) 17.3 8.6 5.2Approach LOS B A A

Intersection SummaryHCM 2000 Control Delay 7.6 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.44Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 60.8% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 64 35 265 432Volume Left 42 21 55 0Volume Right 22 0 5 50cSH 381 313 1128 1361Volume to Capacity 0.17 0.11 0.05 0.00Queue Length 95th (m) 4.5 2.8 1.2 0.0Control Delay (s) 16.3 17.9 2.1 0.0Lane LOS C C AApproach Delay (s) 16.3 17.9 2.1 0.0Approach LOS C C





Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 45Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.67Intersection Signal Delay: 9.5 Intersection LOS: AIntersection Capacity Utilization 57.6% ICU Level of Service BAnalysis Period (min) 15




Lane Group EBT WBT SBLLane Group Flow (vph) 730 958 308v/c Ratio 0.28 0.31 0.67Control Delay 6.8 7.0 23.3Queue Delay 0.0 0.0 0.0Total Delay 6.8 7.0 23.3Queue Length 50th (m) 12.1 12.3 26.6Queue Length 95th (m) 22.8 25.6 m40.9Internal Link Dist (m) 239.3 367.0 415.2Turn Bay Length (m)Base Capacity (vph) 2650 3059 734Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.28 0.31 0.42


Timings1: Tremaine Rd & Collector "A" 04/06/2020


Lane Group WBL NBT SBL SBTLane ConfigurationsTraffic Volume (vph) 51 1180 297 889Future Volume (vph) 51 1180 297 889Turn Type Prot NA pm+pt NAProtected Phases 8 2 1 6Permitted Phases 6Detector Phase 8 2 1 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 9.5 22.5Total Split (s) 23.0 23.0 14.0 37.0Total Split (%) 38.3% 38.3% 23.3% 61.7%Yellow Time (s) 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5Lead/Lag Lag LeadLead-Lag Optimize? Yes YesRecall Mode Max Max Max MaxAct Effct Green (s) 18.5 18.5 32.5 32.5Actuated g/C Ratio 0.31 0.31 0.54 0.54v/c Ratio 0.37 0.84 0.79 0.35Control Delay 7.3 37.3 27.0 8.2Queue Delay 0.0 0.0 0.0 0.0Total Delay 7.3 37.3 27.0 8.2LOS A D C AApproach Delay 7.3 37.3 12.9Approach LOS A D B

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 46 (77%), Referenced to phase 1:SBL and 6:SBTL, Start of GreenNatural Cycle: 60Control Type: PretimedMaximum v/c Ratio: 0.84Intersection Signal Delay: 23.8 Intersection LOS: CIntersection Capacity Utilization 64.8% ICU Level of Service CAnalysis Period (min) 15

Splits and Phases: 1: Tremaine Rd & Collector "A"

Queues1: Tremaine Rd & Collector "A" 04/06/2020


Lane Group WBL NBT SBL SBTLane Group Flow (vph) 241 1328 323 966v/c Ratio 0.37 0.84 0.79 0.35Control Delay 7.3 37.3 27.0 8.2Queue Delay 0.0 0.0 0.0 0.0Total Delay 7.3 37.3 27.0 8.2Queue Length 50th (m) 5.6 59.9 17.9 19.7Queue Length 95th (m) 20.1 #75.1 #54.0 26.7Internal Link Dist (m) 276.2 424.4 874.9Turn Bay Length (m) 15.0Base Capacity (vph) 643 1583 408 2785Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.37 0.84 0.79 0.35


HCM Signalized Intersection Capacity Analysis1: Tremaine Rd & Collector "A" 04/06/2020


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 51 171 1180 41 297 889Future Volume (vph) 51 171 1180 41 297 889Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.91 1.00 0.91Frt 0.90 0.99 1.00 1.00Flt Protected 0.99 1.00 0.95 1.00Satd. Flow (prot) 1668 5116 1789 5142Flt Permitted 0.99 1.00 0.17 1.00Satd. Flow (perm) 1668 5116 328 5142Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 55 186 1283 45 323 966RTOR Reduction (vph) 129 0 6 0 0 0Lane Group Flow (vph) 112 0 1322 0 323 966Turn Type Prot NA pm+pt NAProtected Phases 8 2 1 6Permitted Phases 6Actuated Green, G (s) 18.5 18.5 32.5 32.5Effective Green, g (s) 18.5 18.5 32.5 32.5Actuated g/C Ratio 0.31 0.31 0.54 0.54Clearance Time (s) 4.5 4.5 4.5 4.5Lane Grp Cap (vph) 514 1577 408 2785v/s Ratio Prot c0.07 0.26 c0.13 0.19v/s Ratio Perm c0.30v/c Ratio 0.22 0.84 0.79 0.35Uniform Delay, d1 15.4 19.4 10.6 7.8Progression Factor 1.11 1.64 1.00 1.00Incremental Delay, d2 1.0 5.2 14.5 0.3Delay (s) 18.0 36.8 25.1 8.1Level of Service B D C AApproach Delay (s) 18.0 36.8 12.4Approach LOS B D B

Intersection SummaryHCM 2000 Control Delay 24.2 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 60.0 Sum of lost time (s) 13.5Intersection Capacity Utilization 64.8% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 49 199 114 64 235 15 61 42 30 26 37 51Future Volume (Veh/h) 49 199 114 64 235 15 61 42 30 26 37 51Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 53 216 124 70 255 16 66 46 33 28 40 55PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 300pX, platoon unblockedvC, conflicting volume 271 340 862 795 278 843 849 263vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 271 340 862 795 278 843 849 263tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 96 94 69 84 96 87 85 93cM capacity (veh/h) 1292 1219 210 289 761 221 269 776



Timings4: Tremaine Rd & Street "B" 04/06/2020


Lane Group WBL NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 19 1067 33 80 858Future Volume (vph) 19 1067 33 80 858Turn Type Prot NA Perm Perm NAProtected Phases 8 2 6Permitted Phases 2 6Detector Phase 8 2 2 6 6Switch PhaseMinimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5Total Split (s) 24.0 36.0 36.0 36.0 36.0Total Split (%) 40.0% 60.0% 60.0% 60.0% 60.0%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max MaxAct Effct Green (s) 19.5 31.5 31.5 31.5Actuated g/C Ratio 0.32 0.52 0.52 0.52v/c Ratio 0.24 0.43 0.04 0.49Control Delay 11.8 9.4 3.4 5.9Queue Delay 0.0 0.0 0.0 0.0Total Delay 11.8 9.4 3.4 5.9LOS B A A AApproach Delay 11.8 9.2 5.9Approach LOS B A A

Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of GreenNatural Cycle: 45Control Type: PretimedMaximum v/c Ratio: 0.49Intersection Signal Delay: 7.9 Intersection LOS: AIntersection Capacity Utilization 57.7% ICU Level of Service BAnalysis Period (min) 15

Splits and Phases: 4: Tremaine Rd & Street "B"

Queues4: Tremaine Rd & Street "B" 04/06/2020


Lane Group WBL NBT NBR SBTLane Group Flow (vph) 136 1160 36 1020v/c Ratio 0.24 0.43 0.04 0.49Control Delay 11.8 9.4 3.4 5.9Queue Delay 0.0 0.0 0.0 0.0Total Delay 11.8 9.4 3.4 5.9Queue Length 50th (m) 5.3 26.1 0.2 8.9Queue Length 95th (m) m17.4 34.6 3.4 11.7Internal Link Dist (m) 263.3 194.1 424.4Turn Bay Length (m) 15.0Base Capacity (vph) 576 2699 855 2070Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.24 0.43 0.04 0.49


HCM Signalized Intersection Capacity Analysis4: Tremaine Rd & Street "B" 04/06/2020


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 19 106 1067 33 80 858Future Volume (vph) 19 106 1067 33 80 858Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.91 1.00 0.91Frt 0.89 1.00 0.85 1.00Flt Protected 0.99 1.00 1.00 1.00Satd. Flow (prot) 1656 5142 1601 5120Flt Permitted 0.99 1.00 1.00 0.77Satd. Flow (perm) 1656 5142 1601 3942Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 21 115 1160 36 87 933RTOR Reduction (vph) 38 0 0 15 0 0Lane Group Flow (vph) 98 0 1160 21 0 1020Turn Type Prot NA Perm Perm NAProtected Phases 8 2 6Permitted Phases 2 6Actuated Green, G (s) 19.5 31.5 31.5 31.5Effective Green, g (s) 19.5 31.5 31.5 31.5Actuated g/C Ratio 0.32 0.52 0.52 0.52Clearance Time (s) 4.5 4.5 4.5 4.5Lane Grp Cap (vph) 538 2699 840 2069v/s Ratio Prot c0.06 0.23v/s Ratio Perm 0.01 c0.26v/c Ratio 0.18 0.43 0.02 0.49Uniform Delay, d1 14.5 8.7 6.9 9.1Progression Factor 1.14 1.00 1.00 0.55Incremental Delay, d2 0.7 0.5 0.1 0.8Delay (s) 17.3 9.2 6.9 5.8Level of Service B A A AApproach Delay (s) 17.3 9.2 5.8Approach LOS B A A





Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 35 22 386 300Volume Left 21 13 38 0Volume Right 14 0 13 39cSH 434 338 1261 1211Volume to Capacity 0.08 0.07 0.03 0.00Queue Length 95th (m) 2.0 1.6 0.7 0.0Control Delay (s) 14.0 16.4 1.1 0.0Lane LOS B C AApproach Delay (s) 14.0 16.4 1.1 0.0Approach LOS B C





Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 45Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.55Intersection Signal Delay: 6.4 Intersection LOS: AIntersection Capacity Utilization 60.5% ICU Level of Service BAnalysis Period (min) 15




Lane Group EBT WBT SBLLane Group Flow (vph) 1273 923 187v/c Ratio 0.46 0.27 0.55Control Delay 6.0 3.6 23.3Queue Delay 0.0 0.0 0.0Total Delay 6.0 3.6 23.3Queue Length 50th (m) 19.9 10.1 16.4Queue Length 95th (m) 35.8 14.3 m27.1Internal Link Dist (m) 239.3 367.0 415.2Turn Bay Length (m)Base Capacity (vph) 2738 3377 587Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.46 0.27 0.32





Intersection SummaryCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of GreenNatural Cycle: 50Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.71Intersection Signal Delay: 8.9 Intersection LOS: AIntersection Capacity Utilization 76.4% ICU Level of Service DAnalysis Period (min) 15





Intersection SummaryHCM 2000 Control Delay 8.7 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 76.4% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

ARCADY Roundabout Capacity AnalysisTremaine Road at Britannia Road

Turning Movement Forecasts

Source:

70

59

8

49

74

170

15

4

36

5

53

37

75

18

25

11

7

62

170

15

4

45

5 53

37

75

63

247

51

2

175

71

7

259

42

2

130

BritanniaRd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.

BritanniaRd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.

Existing PM Peak Hour

63

Existing AM Peak Hour

Britannia Rd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.


Geometric Design Parameters

Conceptual Design Geometry

Road HalfWidth, V (m)

EntryWidth, E

(m)

Eff. FlareLength, l'

(m)

EntryRadius, R

(m)

InscribedCircle Dia,

D (m)

EntryAngle, Ø

(deg.)

Exit Only(T/F)

Right-TurnBypass

(T/F)7.40 8.00 15 20 44 20 FALSE FALSE7.40 8.00 15 20 44 20 FALSE FALSE7.40 8.00 15 20 44 20 FALSE FALSE7.40 8.00 15 20 44 20 FALSE FALSE

Other Inputs

FlareStorage (m)

PedestrianCrossings % Trucks Flow Profile Scaling

Factor30 0 2.0 ONE HOUR 0.8930 0 2.0 ONE HOUR 0.8930 0 2.0 ONE HOUR 0.8930 0 2.0 ONE HOUR 0.89



95% Queue(m)

Delay(s/vehicle) V/C Ratio LOS Int. Delay

(s/vehicle) Int. LOS

<25 2.8 0.35 A<25 2.8 0.16 A<25 2.5 0.22 A<25 2.3 0.07 A

<25 2.2 0.30 A<25 2.2 0.13 A<25 2.0 0.19 A<25 1.8 0.06 A


95% Queue(m)



<25 2.2 0.16 A<25 2.3 0.13 A<25 2.6 0.27 A<25 2.4 0.10 A

<25 1.8 0.14 A<25 1.8 0.11 A<25 2.1 0.22 A<25 1.9 0.08 A

A240%EB Britannia Rd.

NB Tremaine Rd. [NB Tremaine Rd.]WB Britannia Rd.

[NB Tremaine Rd.]

Intersection ResidualCapacity

85% y-int. AdjustmentSB Tremaine Rd.

<5 A186%EB Britannia Rd.

WB Britannia Rd.100% y-int. AdjustmentSB Tremaine Rd.

<5

NB Tremaine Rd.

100% y-int. Adjustment

NB Tremaine Rd. [SB Tremaine Rd.]WB Britannia Rd.

SB Tremaine Rd.


NB Tremaine Rd.WB Britannia Rd.





EB Britannia Rd.

SB Tremaine Rd.EB Britannia Rd.NB Tremaine Rd.WB Britannia Rd.

SB Tremaine Rd.



Source:

11

4

63

8

15

7

97

297

15

4

52

8

10

9

204

384

248

29

22

93

124

503

15

4

86

1

22

9

157

294

267

642

10

94

718

90

9

409

64

1

836

BritanniaRd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.

BritanniaRd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.

Existing+Boyne PM Peak Hour

11

0

Existing+Boyne AM Peak Hour

Britannia Rd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.





EntryWidth, E

(m)


(m)

EntryRadius, R

(m)


D (m)

EntryAngle, Ø

(deg.)

Exit Only(T/F)

Right-TurnBypass


Other Inputs

FlareStorage (m)





95% Queue(m)



<25 5.0 0.55 A<25 4.0 0.31 A<25 3.6 0.38 A<25 4.7 0.52 A

<25 3.3 0.45 A<25 2.9 0.24 A<25 2.6 0.31 A<25 3.2 0.42 A


95% Queue(m)



<25 3.5 0.40 A<25 4.2 0.42 A<25 12.7 0.79 B<25 6.0 0.54 A

<25 2.6 0.33 A<25 2.9 0.34 A<25 5.6 0.62 A<25 3.7 0.42 A

EB Britannia Rd.


SB Tremaine Rd.





NB Tremaine Rd. [SB Tremaine Rd.]WB Britannia Rd.100% y-int. Adjustment


SB Tremaine Rd.




7 A11%EB Britannia Rd.


<5

NB Tremaine Rd.



[NB Tremaine Rd.]



Source:

10

2

10

02

13

3

149

337

15

4

84

3

10

3

190

464

230

56

92

64

160

526

15

4

11

75

21

2

146

342

233

701

13

91

721

12

37

501

95

0

884

BritanniaRd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.

BritanniaRd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.

2024FB PM Peak Hour

10

1

2024FB AM Peak Hour

Britannia Rd.

Britannia Rd.

Trem

aine

Rd.

Trem

aine

Rd.





EntryWidth, E

(m)


(m)

EntryRadius, R

(m)


D (m)

EntryAngle, Ø

(deg.)

Exit Only(T/F)

Right-TurnBypass


Other Inputs

FlareStorage (m)




2024FB AM Peak Hour

95% Queue(m)



<25 10.3 0.78 B<25 6.6 0.47 A<25 5.5 0.59 A<25 8.4 0.67 A

<25 5.1 0.63 A<25 3.9 0.35 A<25 3.5 0.48 A<25 4.5 0.52 A

2024FB PM Peak Hour

95% Queue(m)



<25 4.7 0.54 A<25 5.8 0.52 A

316.5 87.2 1.02 F<25 10.1 0.67 B

<25 3.2 0.45 A<25 3.6 0.41 A<25 10.7 0.80 B<25 5.2 0.51 A

EB Britannia Rd.


SB Tremaine Rd.





NB Tremaine Rd. [SB Tremaine Rd.]WB Britannia Rd.100% y-int. Adjustment


SB Tremaine Rd.




37 E-6%EB Britannia Rd.


6

NB Tremaine Rd.



[NB Tremaine Rd.]



10

2

10

02

17

9

158

355

15

4

84

3

10

3

190

549

230

56

7

40

4

191

587

15

4

11

75

21

2

157

396

233

793

13

91

786

12

83

528

95

0

969

Britannia Rd.

Britannia Rd.

Tre

ma

ine

R

d.

Tre

ma

ine

R

d.

Britannia Rd.

Britannia Rd.

Tre

ma

ine

R

d.

Tre

ma

ine

R

d.

2024FT PM Peak Hour

99

2024FT AM Peak Hour

Britannia Rd.

Britannia Rd.

Tre

ma

ine

Rd

.

Tre

ma

ine

Rd

.


Geometric Design ParametersConceptual Design Geometry

Road Half Width, V (m)

Entry Width, E

(m)

Eff. Flare Length, l'

(m)

Entry Radius, R

(m)

Inscribed Circle Dia,

D (m)

Entry Angle, Ø

(deg.)

Exit Only (T/F)

Right-Turn Bypass

(T/F)

7.40 8.00 15 20 44 20 FALSE FALSE

7.40 8.00 15 20 44 20 FALSE FALSE

7.40 8.00 15 20 44 20 FALSE FALSE

7.40 8.00 15 20 44 20 FALSE FALSE

Other Inputs

Flare Storage (m)

Pedestrian Crossings

% Trucks Flow ProfileScaling Factor

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89


2024FT AM Peak Hour

95% Queue (m)

Delay (s/vehicle)

V/C Ratio LOSInt. Delay (s/vehicle)

Int. LOS

29.5 15.0 0.84 C

<25 7.4 0.52 A

<25 6.0 0.61 A

<25 10.6 0.74 B

<25 6.0 0.68 A

<25 4.2 0.38 A

<25 3.7 0.49 A

<25 5.1 0.57 A

2024FT PM Peak Hour95% Queue

(m)Delay

(s/vehicle)V/C Ratio LOS

Int. Delay (s/vehicle)

Int. LOS

<25 6.1 0.64 A

<25 8.7 0.65 A

575.5 270.1 1.18 F

<25 9.5 0.67 A

<25 3.8 0.52 A

<25 4.6 0.50 A

<25 22.2 0.90 C

<25 6.0 0.56 A

EB Britannia Rd.

SB Tremaine Rd.

EB Britannia Rd.

NB Tremaine Rd.

WB Britannia Rd.

SB Tremaine Rd.

NB Tremaine Rd.

WB Britannia Rd.

Intersection Residual Capacity


SB Tremaine Rd.

10 B8%EB Britannia Rd.

NB Tremaine Rd. [SB Tremaine Rd.]

WB Britannia Rd.



WB Britannia Rd.

SB Tremaine Rd.




SB Tremaine Rd.

98 F-13%EB Britannia Rd.

WB Britannia Rd.


SB Tremaine Rd.

11

NB Tremaine Rd.

B3%EB Britannia Rd.

NB Tremaine Rd. [NB Tremaine Rd.]

WB Britannia Rd.

[NB Tremaine Rd.]



18

0

85

1

18

2

158

388

15

4

49

6

10

3

180

466

230

38

0

34

1

191

620

15

4

67

8

21

2

146

354

233

826

89

4

733

12

13

561

60

3

876

Britannia Rd.

Britannia Rd.

Tre

ma

ine

R

d.

Tre

ma

ine

R

d.

Britannia Rd.

Britannia Rd.

Tre

ma

ine

R

d.

Tre

ma

ine

R

d.

2029FT PM Peak Hour

15

8

2029FT AM Peak Hour

Britannia Rd.

Britannia Rd.

Tre

ma

ine

Rd

.

Tre

ma

ine

Rd

.





Entry Width, E

(m)


(m)

Entry Radius, R

(m)


D (m)

Entry Angle, Ø

(deg.)

Exit Only (T/F)

Right-Turn Bypass

(T/F)

7.40 8.00 15 20 44 20 FALSE FALSE

7.40 8.00 15 20 44 20 FALSE FALSE

7.40 8.00 15 20 44 20 FALSE FALSE

7.40 8.00 15 20 44 20 FALSE FALSE

Other Inputs

Flare Storage (m)



30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89


2029FT AM Peak Hour

95% Queue (m)

Delay (s/vehicle)


Int. LOS

<25 9.5 0.76 A

<25 6.2 0.49 A

<25 3.9 0.39 A

<25 5.1 0.55 A

<25 4.9 0.62 A

<25 3.8 0.37 A

<25 2.8 0.32 A

<25 3.4 0.45 A

2029FT PM Peak Hour

95% Queue (m)

Delay (s/vehicle)


Int. LOS

<25 4.4 0.51 A

<25 6.1 0.58 A

<25 12.0 0.75 B

670 5.3 0.52 A

<25 3.0 0.42 A

<25 3.8 0.46 A

<25 5.4 0.57 A

<25 3.5 0.41 A

EB Britannia Rd.

SB Tremaine Rd.

EB Britannia Rd.

NB Tremaine Rd.

WB Britannia Rd.

SB Tremaine Rd.

NB Tremaine Rd.

WB Britannia Rd.



SB Tremaine Rd.



WB Britannia Rd.



WB Britannia Rd.

SB Tremaine Rd.




SB Tremaine Rd.


WB Britannia Rd.


SB Tremaine Rd.

<5

NB Tremaine Rd.


NB Tremaine Rd. [NB Tremaine Rd.]

WB Britannia Rd.

[NB Tremaine Rd.]

ARCADY Roundabout Capacity AnalysisLouis St. Laurent Avenue at Tremaine Road


Source: GHD, May 2017

11

54

4

97

5

7

3

0

27

91

78

170

4

75

24

3

38

13

10

7 0

44

4

13

6

81

8

85

30

58

0

174

65

2

15

45

7

249

Louis St. Laurent Ave.


Trem

aine

Rd.

Trem

aine

Rd.



Trem

aine

Rd.

Trem

aine

Rd.


12




Trem

aine

Rd.

Trem

aine

Rd.

N





EntryWidth, E

(m)


(m)

EntryRadius, R

(m)


D (m)

EntryAngle, Ø

(deg.)

Exit Only(T/F)

Right-TurnBypass


Other Inputs

FlareStorage (m)





95% Queue(m)



<25 2.8 0.33 A<25 2.5 0.01 A<25 2.3 0.22 A<25 2.2 0.13 A

<25 2.1 0.27 A<25 2.0 0.01 A<25 1.8 0.19 A<25 1.8 0.11 A


95% Queue(m)



<25 2.1 0.14 A<25 2.0 0.02 A<25 2.5 0.28 A<25 2.3 0.10 A

<25 1.7 0.12 A<25 1.7 0.01 A<25 1.9 0.23 A<25 1.8 0.08 A

EB Louis St. Laurent Ave.

SB Tremaine Rd.EB Louis St. Laurent Ave.NB Tremaine Rd.WB Louis St. Laurent Ave.

SB Tremaine Rd.

NB Tremaine Rd.WB Louis St. Laurent Ave.



<5 A160%EB Louis St. Laurent Ave.

NB Tremaine Rd. [SB Tremaine]WB Louis St. Laurent Ave.100% y-int. Adjustment

NB Tremaine Rd. [SB Tremaine]WB Louis St. Laurent Ave.

SB Tremaine Rd.





WB Louis St. Laurent Ave.100% y-int. AdjustmentSB Tremaine Rd.

<5

NB Tremaine Rd.

A293%EB Louis St. Laurent Ave.

NB Tremaine Rd. [NB Tremaine]WB Louis St. Laurent Ave.

[NB Tremaine]




11

63

8

41

3

5

7

3

0

85

22

28

257

4

805

51

0

91

3

13

10

7 0

90

6

21

6

157

8

641

30

11

22

806

10

62

15

10

80

1082



Trem

aine

Rd.

Trem

aine

Rd.



Trem

aine

Rd.

Trem

aine

Rd.


12




Trem

aine

Rd.

Trem

aine

Rd.

N





EntryWidth, E

(m)


(m)

EntryRadius, R

(m)


D (m)

EntryAngle, Ø

(deg.)

Exit Only(T/F)

Right-TurnBypass


Other Inputs

FlareStorage (m)





95% Queue(m)



<25 4.4 0.56 A<25 3.4 0.01 A<25 5.3 0.61 A<25 9.7 0.74 A

<25 2.9 0.46 A<25 2.5 0.01 A<25 3.3 0.49 A<25 4.7 0.58 A


95% Queue(m)



<25 6.6 0.72 A<25 4.2 0.03 A<25 13.1 0.80 B<25 6.1 0.57 A

<25 3.8 0.60 A<25 2.9 0.02 A<25 5.4 0.62 A<25 3.6 0.44 A

EB Louis St. Laurent Ave.NB Tremaine Rd. [NB Tremaine]WB Louis St. Laurent Ave.

[NB Tremaine]

A32%



9 A10%EB Louis St. Laurent Ave.


<5

NB Tremaine Rd.


NB Tremaine Rd. [WB LSL]WB Louis St. Laurent Ave.

SB Tremaine Rd.









SB Tremaine Rd.




11

80

2

37

9

5

8

3

0

80

43

52

358

5

752

42

6

82

5

13

12

7 0

86

1

28

4

236

10

597

32

11

45

843

11

92

16

11

56

1115



Trem

aine

Rd.

Trem

aine

Rd.



Trem

aine

Rd.

Trem

aine

Rd.

2024FB PM Peak Hour

12

2024FB AM Peak Hour



Trem

aine

Rd.

Trem

aine

Rd.

N





EntryWidth, E

(m)


(m)

EntryRadius, R

(m)


D (m)

EntryAngle, Ø

(deg.)

Exit Only(T/F)

Right-TurnBypass


Other Inputs

FlareStorage (m)




2024FB AM Peak Hour

95% Queue(m)



<25 5.7 0.65 A#VALUE! 4.0 0.02 A

<25 5.6 0.64 A<25 9.6 0.74 A

<25 3.5 0.53 A#VALUE! 2.8 0.01 A

<25 3.4 0.52 A<25 4.7 0.59 A

2024FB PM Peak Hour

95% Queue(m)



<25 5.5 0.65 A#VALUE! 3.9 0.03 A

<25 11.4 0.78 B<25 6.1 0.58 A

<25 3.4 0.54 A#VALUE! 2.7 0.02 A

<25 5.1 0.61 A<25 3.7 0.46 A

EB Louis St. Laurent Ave.NB Tremaine Rd. [NB Tremaine]WB Louis St. Laurent Ave.

[NB Tremaine]

A35%





<5

NB Tremaine Rd.



SB Tremaine Rd.









SB Tremaine Rd.



Source: GHD, April 2020

11

84

8

37

9

5

8

3

0

94

7

35

23 58

5

752

57

9

82

5

1 3

12

7

0

95

1

28

4

2 36

10

597

32

12

35

843

12

38

16

12

99

1115



Tre

mai

ne R

d.

Tre

mai

ne R

d.



Tre

mai

ne R

d.

Tre

mai

ne R

d.

2024FT PM Peak Hour

12

2024FT AM Peak Hour



Tre

mai

ne R

d.

Tre

mai

ne R

d.

N





Entry Width, E

(m)


(m)

Entry Radius, R

(m)


D (m)

Entry Angle, Ø

(deg.)

Exit Only (T/F)

Right-Turn Bypass (T/F)

7.40 8.00 20 20 50 20 FALSE FALSE

7.40 8.00 20 20 50 20 FALSE FALSE

7.40 8.00 20 20 50 20 FALSE FALSE

7.40 8.00 20 20 50 20 FALSE FALSE

Other Inputs

Flare Storage (m)



30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89


2024FT AM Peak Hour

95% Queue (m)

Delay (s/vehicle)


Int. LOS

<25 6.1 0.67 A

<25 4.2 0.02 A

<25 7.1 0.71 A

<25 13.4 0.80 B

<25 3.6 0.55 A

<25 2.9 0.01 A

<25 4.0 0.58 A

<25 5.5 0.62 A

2024FT PM Peak Hour

95% Queue (m)

Delay (s/vehicle)


Int. LOS

<25 7.1 0.73 A

<25 4.4 0.04 A

29.5 15.7 0.84 C

<25 6.9 0.61 A

<25 4.0 0.61 A

<25 3.0 0.03 A

<25 5.8 0.66 A

<25 3.9 0.47 A

EB Louis St. Laurent Ave

NB Tremaine Rd. [NB Tremaine]

WB Louis St. Laurent Av

[NB Tremaine]

A29%



SB Tremaine Rd.

10 B7%EB Louis St. Laurent Ave



SB Tremaine Rd.

<5

NB Tremaine Rd.


NB Tremaine Rd. [WB LSL]


SB Tremaine Rd.

<5 A32%EB Louis St. Laurent Ave

NB Tremaine Rd.




SB Tremaine Rd.

9 A10%EB Louis St. Laurent Ave




SB Tremaine Rd.


NB Tremaine Rd.


SB Tremaine Rd.



Source: GHD, April 2020

11

10

77

37

9

5

10

3

0

10

00

35

23 58

6

752

93

9

82

5

1 3

14

7

0

10

36

28

4

2 36

11

597

34

13

20

844

14

67

18

13

52

1116



Tre

mai

ne R

d.

Tre

mai

ne R

d.



Tre

mai

ne R

d.

Tre

mai

ne R

d.

2029FT PM Peak Hour

12

2029FT AM Peak Hour



Tre

mai

ne R

d.

Tre

mai

ne R

d.

N





Entry Width, E

(m)


(m)

Entry Radius, R

(m)


D (m)

Entry Angle, Ø

(deg.)

Exit Only (T/F)

Right-Turn Bypass (T/F)

7.40 8.00 20 20 50 20 FALSE FALSE

7.40 8.00 20 20 50 20 FALSE FALSE

7.40 8.00 20 20 50 20 FALSE FALSE

7.40 8.00 20 20 50 20 FALSE FALSE

Other Inputs

Flare Storage (m)



30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89

30 0 2.0 ONE HOUR 0.89


2029FT AM Peak Hour

95% Queue (m)

Delay (s/vehicle)


Int. LOS

<25 9.8 0.80 A

<25 5.2 0.02 A

<25 7.9 0.74 A

<25 15.7 0.83 C

<25 4.7 0.65 A

<25 3.3 0.02 A

<25 4.2 0.61 A

<25 5.8 0.64 A

2029FT PM Peak Hour

95% Queue (m)

Delay (s/vehicle)


Int. LOS

103.0 22.2 0.92 C

<25 6.7 0.06 A

71.5 23.5 0.90 C

<25 7.8 0.64 A

<25 6.5 0.76 A

<25 3.9 0.04 A

<25 6.7 0.71 A

<25 4.2 0.49 A


NB Tremaine Rd. [NB Tremaine]


[NB Tremaine]

A24%



SB Tremaine Rd.

19 C3%EB Louis St. Laurent Ave



SB Tremaine Rd.

6

NB Tremaine Rd.




SB Tremaine Rd.

<5 A29%EB Louis St. Laurent Ave

NB Tremaine Rd.




SB Tremaine Rd.

11 B7%EB Louis St. Laurent Ave




SB Tremaine Rd.


NB Tremaine Rd.


SB Tremaine Rd.

Appendix ESite Plan

Vaca

nt /A

gric

ultu

ral

Prop

osed

Res

iden

tial

BL

OC

K 4

74

MIN

OR

S

UB

-N

OD

E

1.4

8h

a (3

.6

6a

c)

Vacant /Agricultural

C

. N

. R

a

ilw

a

y

Prop

osed

SWM

P

Prop

osed

Elem

enta

ry S

choo

l

Prop

osed

Res

iden

tial

BL

OC

K 4

23

6.4

m S

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.

5 U

nits

BL

OC

K 4

24

6.4

m S

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.

6 U

nits

BL

OC

K 4

25

6.4

m S

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.

6 U

nits

BL

OC

K 4

76

ST

OR

MW

AT

ER

MA

NA

GE

ME

NT

P

ON

D

2.5

4h

a (6

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8a

c)

BL

OC

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75

EL

EM

EN

TA

RY

S

CH

OO

L; 0

.7

2h

a (1

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8a

c)

Total: 2.84ha (7.02ac)

BL

OC

K 4

84

WO

OD

LO

T

2.2

9h

a (5

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6a

c)

BL

OC

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79

ST

OR

MW

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GE

ME

NT

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ON

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a (3

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c)

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(

2

.

1

3

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1

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(0

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BE

RG

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(STR. "M")

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BL

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K 4

80

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m S

WM

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BL

OC

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1

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NT

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BL

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91

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BL

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RV

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(S

TR

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BL

OC

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30

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m S

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CK

435

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S

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nits

TW

IN

FLO

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LA

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(S

TR

. "K

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.

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m

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n

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m

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n

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t

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m B

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.

12

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71

6.4

m B

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.

8 U

nits

BL

OC

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73

6.4

m B

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.

8 U

nits

BL

OC

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10

6.4

m S

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.

4 U

nits

BLO

CK

431

6.4m

S

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.

3 U

nits

BL

OC

K 4

08

6.4

m S

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.

4 U

nits

BL

OC

K 4

07

6.4

m S

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.

4 U

nits

BL

OC

K 4

09

6.4

m S

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.

6 U

nits

BL

OC

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05

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m S

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4 U

nits

KIT

CH

EN

C

OU

RT

(S

TR

. "L")

BL

OC

K 4

78

ST

OR

MW

AT

ER

MA

NA

GE

ME

NT

P

ON

D

0.6

6h

a (1

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3a

c)

BL

OC

K 4

77

ST

OR

MW

AT

ER

MA

NA

GE

ME

NT

P

ON

D

0.8

8h

a (2

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7a

c)

BL

OC

K 4

83

7.5

m S

WM

P B

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FE

R

0.1

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a (0

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0a

c)

BL

OC

K 4

82

7.5

m S

WM

P B

UF

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R

0.0

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a (0

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508

0.3m

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BLO

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0.3m

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ES

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N

TR

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BL

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SQ

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7

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n

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6.4m

S

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.

6 U

nits

BLO

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460

6.4m

S

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6 U

nits

BLO

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461

6.4m

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5 U

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L

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6

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6

.

4

m

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.

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n

i

t

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463

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S

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S

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6 U

nits

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L

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K

4

6

5

6

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S

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7

U

n

its

BLO

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466

6.4m

S

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.

6 U

nits

BLO

CK

467

6.4m

S

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.

8 U

nits

BLO

CK

468

6.4m

B

.T

.B

.

10 U

nits

BLO

CK

469

6.4m

B

.T

.B

.

16 U

nits

BLO

CK

470

6.4m

B

.T

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.

14 U

nits

BL

OC

K 4

81

7.5

m S

WM

P B

UF

FE

R

0.1

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a (0

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c)

BL

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95

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ER

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99

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FF

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96

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TH

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(S

TR

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32

2

321

87

36

83

86

1

14

5

3

2

6

10

4

89

7

11

13

16

12

15

39

38

37

40

41

57

61

65

60

62

66

68

69

70

72

71

76

74

73

78

75

77

79

80

81

94

89

11

8

91

93

90

88

95

10

6

10

3

10

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105

107

11

7

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2

11

9

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6

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1

163

14

3

14

5

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7

14

6

148

14

9

15

3

15

5

15

1

15

4

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8

159

16

0

16

1

16

4

16

5

19

2

19

8

19

9

19

1

20

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197

196

19

3

195

19

4

21

0

20

9

21

1

20

3

226

20

5

20

1

20

6

20

7

202

21

7

21

6

218

21

5

21

3

21

4

22

1

21

2

23

4

23

7

222

22

5

22

4

22

7

24

5

23

1

236

23

5

23

2

23

8

26

0

24

1

23

9

257

24

2

24

3

25

2

24

6

240

24

4

250

25

1

25

6

25

4

261

25

8

265

268

263

266

26

9

281

27

0

27

1

28

3

28

4

27

8

28

0

28

2

29

6

286

29

3

285

28

8

28

7

294

291

29

0

29

7

29

9

29

8

30

2

30

1

30

4

30

5

30

7

31

0

319

30

9

316

31

3

31

5

31

4

318

32

0

32

3

32

4

325

63

58

59

67

15

0

64

10

1

15

2

92

16

2

11

6

220

15

7

16

6

22

8

20

0

21

9

230

20

8

22

3

249

248

22

9

255

26

2

247

23

3

25

9

25

3

26

7

27

9

30

0

303

26

4

29

5

31

1

29

2

32

6

30

6

30

8

31

7

31

2

10

9

11

0

10

8

17

23

18

20

19

22

21

26

25

32

82

24

33

34

35

85

84

112

11

31

14

12

2

11

5

11

1

120

12

11

23

126

125

12

81

31

12

4

12

7

12

9132

13

4

13

0

13

61

33

13

5

14

0

13

81

37

17

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R

ES

ER

VE

ON

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F TH

E G

RE

AT

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LF G

RO

UP

OF

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MP

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IES

(g) S

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ON

51

(17)

OF

THE

PLA

NN

ING

AC

T

(d) T

HE

LA

ND

IS

T

O B

E

TO

T

HE

S

CH

ED

ULE

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ED

A

CC

OR

DIN

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HE

DU

LE O

F A

DD

ITIO

NA

L IN

FOR

MA

TIO

N

(h) M

UN

IC

IP

AL W

AT

ER

(k) A

LL M

UN

IC

IP

AL

DE

RR

Y R

OA

D

BR

IT

AN

NIA

R

OA

D

TR

EM

AIN

E R

O

AD

FIR

ST

LIN

E

DR

AFT

PLA

N O

F S

UB

DIV

ISIO

N

Pon

y P

ines

Dev

elop

men

t Inc

.

Part of Lot 6, C

oncession 1

(G

eo

gra

ph

ic T

ow

nsh

ip

o

f T

ra

fa

lg

ar)

Tow

n of M

ilton, R

egional M

unicipality of H

alton

OF

LA

ND

U

SE

S

ER

VIC

E

Scale 1:1500

(24x36)

APRIL 1, 2020

NOTES:

-C

orner radii:

-W

here Local R

OW

intersects w

ith C

ollector - 7.5m

-W

here Local R

OW

intersects w

ith Local R

OW

- 5m

-T

rem

aine R

oad and B

ritannia R

oad D

aylight T

riangles - 15.0m

x 15.0m

-S

DE

F

actors:

2012 P

rogram

: S

ingle/S

em

i D

etached Lots - 1.0, S

treet T

ow

ns - 0.73

Back-to-B

ack/H

igh D

ensity - 0.50

2020 P

rogram

: S

ingle/S

em

i D

etached Lots - 1.0, S

treet T

ow

ns - 0.76

Back-to-B

ack/H

igh D

ensity - 0.45

SU

RV

EY

OR

'S

C

ER

TIF

IC

AT

E

OW

NE

R'S

C

ER

TIF

IC

AT

E

24T-

1400

3/M

SC

HE

DU

LE O

F LA

ND

US

E

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