TRANSPORTATION STUDY

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34: Hume Street & Pretty River Parkway2030 Total - Improvements to Secondary Intersections HCM Signalized Intersection Capacity Analysis PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 205 630 30 25 550 860 50 80 50 1050 75 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.89 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1789 3554 1789 1883 1601 1789 1883 1601 3471 1678 Flt Permitted 0.25 1.00 0.31 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 468 3554 585 1883 1601 1789 1883 1601 3471 1678 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 216 663 32 26 579 905 53 84 53 1105 79 211 RTOR Reduction (vph) 0 2 0 0 0 470 0 0 48 0 64 0 Lane Group Flow (vph) 216 693 0 26 579 435 53 84 5 1105 226 0 Turn Type Perm NA Perm NA Perm Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 Actuated Green, G (s) 69.0 69.0 69.0 69.0 69.0 7.5 13.1 13.1 46.0 51.6 Effective Green, g (s) 69.0 69.0 69.0 69.0 69.0 7.5 13.1 13.1 46.0 51.6 Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.47 0.05 0.09 0.09 0.31 0.35 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 221 1678 276 889 756 92 169 144 1093 593 v/s Ratio Prot 0.19 0.31 0.03 c0.04 c0.32 0.13 v/s Ratio Perm c0.46 0.04 0.27 0.00 v/c Ratio 0.98 0.41 0.09 0.65 0.58 0.58 0.50 0.03 1.01 0.38 Uniform Delay, d1 37.8 25.3 21.3 29.4 27.9 67.7 63.4 60.7 50.0 35.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 55.0 0.8 0.7 3.7 3.2 8.5 2.3 0.1 30.0 0.4 Delay (s) 92.8 26.0 22.0 33.1 31.1 76.2 65.7 60.8 80.0 35.7 Level of Service F C C C C E E E F D Approach Delay (s) 41.8 31.7 67.2 70.8 Approach LOS D C E E Intersection Summary HCM Average Control Delay 49.3 HCM Level of Service D HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 146.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 94.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Synchro 7 - Report Page 3
42: Sixth Line & Poplar Sideroad 2030 Total - Improvements to Secondary Intersections HCM Signalized Intersection Capacity Analysis PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 45 585 200 5 290 15 155 40 5 15 70 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.95 Flt Protected 1.00 1.00 0.96 0.99 Satd. Flow (prot) 1817 1870 1807 1786 Flt Permitted 0.96 0.99 0.69 0.97 Satd. Flow (perm) 1758 1849 1287 1739 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 47 616 211 5 305 16 163 42 5 16 74 47 RTOR Reduction (vph) 0 13 0 0 2 0 0 1 0 0 21 0 Lane Group Flow (vph) 0 861 0 0 324 0 0 209 0 0 116 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 1 Permitted Phases 4 8 2 1 Actuated Green, G (s) 44.8 44.8 18.0 7.0 Effective Green, g (s) 44.8 44.8 18.0 7.0 Actuated g/C Ratio 0.51 0.51 0.21 0.08 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 897 943 264 139 v/s Ratio Prot v/s Ratio Perm c0.49 0.18 c0.16 c0.07 v/c Ratio 0.96 0.34 0.79 0.83 Uniform Delay, d1 20.6 12.8 33.1 39.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.6 0.2 21.2 32.8 Delay (s) 41.2 13.0 54.3 72.6 Level of Service D B D E Approach Delay (s) 41.2 13.0 54.3 72.6 Approach LOS D B D E Intersection Summary HCM Average Control Delay 39.8 HCM Level of Service D HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 87.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 94.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group Synchro 7 - Report Page 4
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TRANSPORTATION STUDY Town of Collin
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5.1 Development Lands 34 5.2 Trip G
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List of Tables Table 1: Town of Col
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Table 46: Intersection Operations -
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1 Introduction 1.1 Purpose The Town
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2 Existing Conditions This chapter
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The locations of the 16 intersectio
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Table 3: Intersection Operations (u
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Table 4: Road Section Operations -
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• left turn lanes on all approach
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3.4 Background Traffic Volumes Futu
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Table 6: Trip Generation Estimates
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4 Future Background Operations This
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Table 9: Intersection Operations (u
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Table 12: Intersection Operations (
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High Street & Third Street The inte
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intersection configuration. For bot
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drawbacks, the all-way stop is a le
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5.1.2 RCD Development The function
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Table 20: Trip Generation Rates - i
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• free-standing discount supersto
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trip within the site. For shared/in
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• West Collingwood (Zone 8566);
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6 Transportation Impacts This chapt
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Table 34: High Street & First Stree
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Intersection and Movement Control W
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equire more costly improvements suc
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Tenth Line & Mountain Road The inte
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exceeded by 6 to 11% in the AM and
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assigned to other intersections as
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Table 41: Roundabout vs. Signals -
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Table 43: Roundabout vs. Signals -
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Hume Street/Highway 26 & Pretty Riv
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turn lane. It is therefore recommen
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Intersection and Movement Control W
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assumed for both scenarios. The res
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Notwithstanding, it is recognized t
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proper designated crossing points t
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Table 54: Medium Term Recommendatio
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Program Item & Improvement Cost EA
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N Complete Community Regional Comme
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N Collingwood Transportation Study
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N 1) Highway 26 & Harbour Street We
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N 9) Tenth Line & Mountain Road 10)
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Hig ghway 26 (592) 538 489 (675) (6
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N Collingwood Transportation Study
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Highway 26 (450) 500 320 (660) (50)
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Hig ghway 26 (1115) 1100 870 (1415)
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9 1 8 2 3 4 5 6 16 15 N 1. Highway
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8566 West Collingwood 8567 South Co
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Highway 26 (70) 40 30 (105) (0) (70
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(1185) 1140 900 (1520) (60) (1100)
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9 1 8 2 3 4 5 6 16 15 N 1. Highway
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Highway 26 N Harbour St W Balsam St
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Appendix A: 2010 Traffic Counts
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INTERSECTION COUNT PM PEAK HOUR GEN
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CAPACITY ANALYSIS AT SIGNALIZED INT
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3: Harbour Street West & Highway 26
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9: Old Mountain Road & Balsam Stree
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15: Mountain Road & Old Mountain Ro
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19: Home Depot Access & High Street
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25: Sixth Street & High Street 2010
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3: Harbour Street West & Highway 26
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9: Old Mountain Road & Balsam Stree
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15: Mountain Road & Old Mountain Ro
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19: Home Depot Access & High Street
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25: Sixth Street & High Street 2010
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Appendix C: 2012 Development Activi
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Appendix D: 2020 Background Operati
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6: Balsam Street & Commercial Acces
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14: High Street/Balsam Street & Fir
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16: Tenth Line & Mountain Road 2020
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22: High Street & Third Street 2020
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26: Tenth Line & Sixth Street 2020
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HCM Signalized Intersection Capacit
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HCM Unsignalized Intersection Capac
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Appendix F: 2020 Total Operations
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Appendix H: Other Major Intersectio
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31: Hume Street & Hurontario Street
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Page 305 and 306: 42: Poplar Sideroad & Sixth Line 20
Page 307 and 308: 31: Hume Street & Hurontario Street
Page 325 and 326: HCM Signalized Intersection Capacit
Page 327 and 328: HCM Unsignalized Intersection Capac
Page 337 and 338: 31: Hurontario Street & Hume Street
Page 339 and 340: 40: Tenth Line & Poplar Sideroad 20
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Page 345 and 346: 40: Tenth Line & Poplar Sideroad 20
Page 353: 31: Hurontario Street & Hume Street
Page 357 and 358: 8-HOUR TRAFFIC SIGNAL WARRANT Proje
Page 363 and 364: Appendix J: Diversion Scenario Anal
Page 373 and 374: 16: Tenth Line & Mountain Road 2020
Page 379 and 380: HCM 2010 Roundabout 2030 Total - w/
Page 381 and 382: 26: Tenth Line & Sixth Street 2020
Page 389 and 390: 41: Poplar Sideroad & Raglan Street
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TRANSPORTATION STUDY

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