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HomeMy WebLinkAboutAppendices_D_thru_F A P P E N D I X D CAPACITY CALCULATIONS – PHASE 1 (2021) & FULL BUILDOUT (2040) HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 329 80 7 104 111 0 Percent Heavy Vehicles (%) 20 3 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.30 6.43 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.38 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 8 121 Capacity, c (veh/h) 1026 504 v/c Ratio 0.01 0.24 95% Queue Length, Q₉₅ (veh) 0.0 0.9 Control Delay (s/veh) 8.5 14.4 Level of Service, LOS A B Approach Delay (s/veh) 0.6 14.4 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:36:34 PM Davis_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 241 114 4 384 193 17 Percent Heavy Vehicles (%) 25 8 7 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.35 6.48 6.27 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.43 3.57 3.36 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 4 228 Capacity, c (veh/h) 1056 384 v/c Ratio 0.00 0.59 95% Queue Length, Q₉₅ (veh) 0.0 4.2 Control Delay (s/veh) 8.4 27.8 Level of Service, LOS A D Approach Delay (s/veh) 0.1 27.8 Approach LOS D Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:37:27 PM Davis_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Westlake Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 0 1 1 0 0 0 108 1 2 94 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 1 1 0 2 Capacity, c (veh/h) 959 734 1503 1483 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh) 0.0 0.0 0.0 0.0 Control Delay (s/veh) 8.8 9.9 7.4 7.4 Level of Service, LOS A A A A Approach Delay (s/veh) 8.8 9.9 0.0 0.2 Approach LOS A A Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:38:21 PM Davis_&_Westlake_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Westlake Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 0 1 3 0 0 1 148 0 0 136 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 1 3 1 0 Capacity, c (veh/h) 904 643 1446 1431 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh) 0.0 0.0 0.0 0.0 Control Delay (s/veh) 9.0 10.6 7.5 7.5 Level of Service, LOS A B A A Approach Delay (s/veh) 9.0 10.6 0.1 0.0 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:39:17 PM Davis_&_Westlake_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Westlake Road Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 320 9 0 103 8 0 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.40 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 9 Capacity, c (veh/h) 1212 559 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh) 0.0 0.0 Control Delay (s/veh) 8.0 11.5 Level of Service, LOS A B Approach Delay (s/veh) 0.0 11.5 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:42:37 PM Westlake_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Westlake Road Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 216 42 0 374 15 0 Percent Heavy Vehicles (%) 2 2 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.12 6.42 6.22 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 16 Capacity, c (veh/h) 1281 425 v/c Ratio 0.00 0.04 95% Queue Length, Q₉₅ (veh) 0.0 0.1 Control Delay (s/veh) 7.8 13.8 Level of Service, LOS A B Approach Delay (s/veh) 0.0 13.8 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:43:26 PM Westlake_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h) 396 11 4 218 18 0 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.40 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 4 20 0 Capacity, c (veh/h) 1129 418 625 v/c Ratio 0.00 0.05 0.00 95% Queue Length, Q₉₅ (veh) 0.0 0.2 0.0 Control Delay (s/veh) 8.2 14.1 10.8 Level of Service, LOS A B B Approach Delay (s/veh) 0.1 14.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:11:42 PM 27th_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h) 330 19 8 266 112 4 Percent Heavy Vehicles (%) 0 2 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.42 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 9 122 4 Capacity, c (veh/h) 1190 416 680 v/c Ratio 0.01 0.29 0.01 95% Queue Length, Q₉₅ (veh) 0.0 1.2 0.0 Control Delay (s/veh) 8.0 17.3 10.3 Level of Service, LOS A C B Approach Delay (s/veh) 0.2 17.0 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:12:34 PM 27th_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 0 0 38 0 2 0 108 34 3 99 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 6.40 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 43 0 3 Capacity, c (veh/h) 0 748 1495 1439 v/c Ratio 0.06 0.00 0.00 95% Queue Length, Q₉₅ (veh) 0.2 0.0 0.0 Control Delay (s/veh) 5.0 10.1 7.4 7.5 Level of Service, LOS A B A A Approach Delay (s/veh) 5.0 10.1 0.0 0.2 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:16:30 PM Catamount_&_Davis_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 0 0 37 0 7 0 150 71 8 136 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 6.40 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 48 0 9 Capacity, c (veh/h) 0 659 1446 1339 v/c Ratio 0.07 0.00 0.01 95% Queue Length, Q₉₅ (veh) 0.2 0.0 0.0 Control Delay (s/veh) 5.0 10.9 7.5 7.7 Level of Service, LOS A B A A Approach Delay (s/veh) 5.0 10.9 0.0 0.5 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:17:23 PM Catamount_&_Davis_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 17 49 26 9 19 1 9 87 16 0 32 5 Percent Heavy Vehicles (%) 0 0 0 0 0 100 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 7.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 4.20 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 99 32 10 0 Capacity, c (veh/h) 801 717 1583 1490 v/c Ratio 0.12 0.04 0.01 0.00 95% Queue Length, Q₉₅ (veh) 0.4 0.1 0.0 0.0 Control Delay (s/veh) 10.1 10.3 7.3 7.4 Level of Service, LOS B B A A Approach Delay (s/veh) 10.1 10.3 0.6 0.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:13:38 PM Catamount_&_27_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 6 38 30 20 48 3 19 144 11 1 105 19 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 81 77 21 1 Capacity, c (veh/h) 679 569 1462 1421 v/c Ratio 0.12 0.14 0.01 0.00 95% Queue Length, Q₉₅ (veh) 0.4 0.5 0.0 0.0 Control Delay (s/veh) 11.0 12.3 7.5 7.5 Level of Service, LOS B B A A Approach Delay (s/veh) 11.0 12.3 0.9 0.1 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:14:35 PM Catamount_&_27_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street East Valley Center Road Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 6 1 91 46 1 2 35 223 1 0 304 7 Percent Heavy Vehicles (%) 0 0 3 2 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.50 6.50 6.96 7.54 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.33 3.52 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 107 53 38 0 Capacity, c (veh/h) 783 409 1233 1335 v/c Ratio 0.14 0.13 0.03 0.00 95% Queue Length, Q₉₅ (veh) 0.5 0.4 0.1 0.0 Control Delay (s/veh) 10.3 15.1 8.0 7.7 Level of Service, LOS B C A A Approach Delay (s/veh) 10.3 15.1 1.1 0.0 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:28:35 PM Catamount_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street East Valley Center Road Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 7 6 66 33 2 8 80 285 48 10 326 7 Percent Heavy Vehicles (%) 0 0 2 0 0 0 2 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.50 6.50 6.94 7.50 6.50 6.90 4.14 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.32 3.50 4.00 3.30 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 87 47 87 11 Capacity, c (veh/h) 616 311 1193 1208 v/c Ratio 0.14 0.15 0.07 0.01 95% Queue Length, Q₉₅ (veh) 0.5 0.5 0.2 0.0 Control Delay (s/veh) 11.8 18.6 8.3 8.0 Level of Service, LOS B C A A Approach Delay (s/veh) 11.8 18.6 1.6 0.2 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:27:47 PM Catamount_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catron Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 3 67 22 4 29 6 13 96 36 19 61 6 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 100 43 14 21 Capacity, c (veh/h) 678 655 1540 1452 v/c Ratio 0.15 0.07 0.01 0.01 95% Queue Length, Q₉₅ (veh) 0.5 0.2 0.0 0.0 Control Delay (s/veh) 11.2 10.9 7.4 7.5 Level of Service, LOS B B A A Approach Delay (s/veh) 11.2 10.9 0.7 1.8 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:30:50 PM Catron_&_27_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catron Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 1 118 20 27 156 60 22 75 29 42 116 4 Percent Heavy Vehicles (%) 0 0 0 4 1 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.14 6.51 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.54 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 151 264 24 46 Capacity, c (veh/h) 560 576 1468 1488 v/c Ratio 0.27 0.46 0.02 0.03 95% Queue Length, Q₉₅ (veh) 1.1 2.5 0.0 0.1 Control Delay (s/veh) 13.8 16.5 7.5 7.5 Level of Service, LOS B C A A Approach Delay (s/veh) 13.8 16.5 1.4 2.1 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:31:43 PM Catron_&_27_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 47 40 2 42 21 8 1 153 48 4 160 27 Percent Heavy Vehicles (%) 0 7 0 3 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.57 6.20 7.13 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.06 3.30 3.53 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 96 78 1 4 Capacity, c (veh/h) 530 543 1381 1364 v/c Ratio 0.18 0.14 0.00 0.00 95% Queue Length, Q₉₅ (veh) 0.7 0.5 0.0 0.0 Control Delay (s/veh) 13.3 12.7 7.6 7.6 Level of Service, LOS B B A A Approach Delay (s/veh) 13.3 12.7 0.0 0.2 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:34:32 PM Cattail_&_Davis_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 72 54 4 91 43 9 6 319 84 3 250 67 Percent Heavy Vehicles (%) 2 2 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.12 6.52 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.52 4.02 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 141 156 7 3 Capacity, c (veh/h) 308 307 1225 1133 v/c Ratio 0.46 0.51 0.01 0.00 95% Queue Length, Q₉₅ (veh) 2.5 3.0 0.0 0.0 Control Delay (s/veh) 26.5 28.8 8.0 8.2 Level of Service, LOS D D A A Approach Delay (s/veh) 26.5 28.8 0.2 0.1 Approach LOS D D Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:35:38 PM Cattail_&_Davis_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 57 56 24 90 77 28 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.10 6.20 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 123 26 Capacity, c (veh/h) 809 1488 v/c Ratio 0.15 0.02 95% Queue Length, Q₉₅ (veh) 0.5 0.1 Control Delay (s/veh) 10.3 7.5 Level of Service, LOS B A Approach Delay (s/veh) 10.3 1.7 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:32:39 PM Cattail_&_27_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 36 79 78 88 97 59 Percent Heavy Vehicles (%) 0 1 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.10 6.21 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.50 3.31 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 125 85 Capacity, c (veh/h) 748 1421 v/c Ratio 0.17 0.06 95% Queue Length, Q₉₅ (veh) 0.6 0.2 Control Delay (s/veh) 10.8 7.7 Level of Service, LOS B A Approach Delay (s/veh) 10.8 3.9 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:33:31 PM Cattail_&_27_phase1_PM.xtw HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 3 190 4 5 38 111 682 11 48 825 10 Future Volume (veh/h) 49 3 190 4 5 38 111 682 11 48 825 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 53 3 207 4 5 41 121 741 12 52 897 11 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 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 225 238 278 153 9 75 433 1969 32 407 1915 994 Arrive On Green 0.09 0.14 0.14 0.01 0.06 0.06 0.05 0.60 0.60 0.04 0.58 0.58 Sat Flow, veh/h 1641 1750 1471 1667 164 1344 1654 3296 53 1316 3273 1483 Grp Volume(v), veh/h 53 3 207 4 0 46 121 368 385 52 897 11 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1508 1654 1637 1713 1316 1637 1483 Q Serve(g_s), s 0.0 0.1 9.6 0.0 0.0 2.7 2.6 10.5 10.5 1.4 14.1 0.1 Cycle Q Clear(g_c), s 0.0 0.1 9.6 0.0 0.0 2.7 2.6 10.5 10.5 1.4 14.1 0.1 Prop In Lane 1.00 1.00 1.00 0.89 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 225 238 278 153 0 84 433 978 1023 407 1915 994 V/C Ratio(X) 0.24 0.01 0.75 0.03 0.00 0.55 0.28 0.38 0.38 0.13 0.47 0.01 Avail Cap(c_a), veh/h 225 583 568 237 0 503 437 978 1023 427 1915 994 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 37.6 33.7 22.3 40.0 0.0 41.4 7.7 9.4 9.4 7.1 10.7 1.1 Incr Delay (d2), s/veh 0.5 0.0 4.0 0.1 0.0 5.5 0.3 1.1 1.1 0.1 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.1 3.6 0.1 0.0 1.1 0.8 3.5 3.6 0.3 4.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.1 33.7 26.3 40.0 0.0 46.9 8.1 10.5 10.5 7.2 11.4 1.1 LnGrp LOS D C C D A D A B B A B A Approach Vol, veh/h 263 50 874 960 Approach Delay, s/veh 28.7 46.4 10.2 11.0 Approach LOS C D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 59.7 4.5 18.2 8.8 58.5 11.7 11.0 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 30.1 5.0 30.0 5.0 30.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 3.4 12.5 2.0 11.6 4.6 16.1 2.0 4.7 Green Ext Time (p_c), s 0.0 4.1 0.0 0.6 0.0 5.1 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 53 3 207 4 46 121 753 52 897 11 v/c Ratio 0.19 0.01 0.41 0.02 0.22 0.30 0.34 0.13 0.46 0.01 Control Delay 24.9 24.0 5.8 23.8 13.0 10.7 13.4 9.4 15.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.9 24.0 5.8 23.8 13.0 10.7 13.4 9.4 15.8 0.0 Queue Length 50th (ft) 24 1 11 2 3 20 124 8 163 0 Queue Length 95th (ft) 37 7 37 7 25 73 257 37 322 0 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 281 583 508 219 511 398 2204 387 1960 1094 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.01 0.41 0.02 0.09 0.30 0.34 0.13 0.46 0.01 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 5 322 9 35 67 269 1167 17 27 885 26 Future Volume (veh/h) 57 5 322 9 35 67 269 1167 17 27 885 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 62 5 350 10 38 73 292 1268 18 29 962 28 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 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 257 350 426 155 46 89 417 2090 30 218 1854 1025 Arrive On Green 0.12 0.20 0.20 0.01 0.09 0.09 0.09 0.63 0.63 0.02 0.57 0.57 Sat Flow, veh/h 1641 1750 1471 1667 536 1029 1654 3304 47 1316 3273 1483 Grp Volume(v), veh/h 62 5 350 10 0 111 292 628 658 29 962 28 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1565 1654 1637 1714 1316 1637 1483 Q Serve(g_s), s 0.2 0.3 28.4 0.0 0.0 10.5 10.6 34.3 34.3 1.4 27.1 0.3 Cycle Q Clear(g_c), s 0.2 0.3 28.4 0.0 0.0 10.5 10.6 34.3 34.3 1.4 27.1 0.3 Prop In Lane 1.00 1.00 1.00 0.66 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 257 350 426 155 0 135 417 1035 1084 218 1854 1025 V/C Ratio(X) 0.24 0.01 0.82 0.06 0.00 0.82 0.70 0.61 0.61 0.13 0.52 0.03 Avail Cap(c_a), veh/h 257 350 426 258 0 313 666 1035 1084 284 1854 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 57.4 48.1 36.2 61.9 0.0 67.4 15.7 16.4 16.4 15.1 20.0 2.3 Incr Delay (d2), s/veh 0.5 0.0 12.1 0.2 0.0 11.4 2.1 2.6 2.5 0.2 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.2 11.8 0.4 0.0 4.7 3.9 13.0 13.6 0.4 10.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.9 48.2 48.4 62.1 0.0 78.8 17.8 19.1 19.0 15.3 20.9 2.3 LnGrp LOS E D D E A E B B B B C A Approach Vol, veh/h 417 121 1578 1019 Approach Delay, s/veh 49.8 77.4 18.8 20.2 Approach LOS D E B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 100.8 5.7 36.0 17.5 90.8 22.7 19.0 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 11.0 78.1 11.0 30.0 36.0 53.1 11.0 30.0 Max Q Clear Time (g_c+I1), s 3.4 36.3 2.0 30.4 12.6 29.1 2.2 12.5 Green Ext Time (p_c), s 0.0 10.7 0.0 0.0 0.8 7.0 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 62 5 350 10 111 292 1286 29 962 28 v/c Ratio 0.29 0.02 0.57 0.06 0.58 0.63 0.56 0.13 0.50 0.03 Control Delay 52.8 49.6 17.2 51.7 42.7 13.1 14.3 10.3 23.2 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.8 49.6 17.2 51.7 42.7 13.1 14.3 10.3 23.2 0.0 Queue Length 50th (ft) 52 4 114 9 51 74 328 6 282 0 Queue Length 95th (ft) 86 17 149 23 103 158 531 21 502 0 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 242 352 739 189 351 596 2314 261 1926 1038 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.01 0.47 0.05 0.32 0.49 0.56 0.11 0.50 0.03 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 358 0 277 2 1 20 123 480 2 10 748 253 Future Volume (veh/h) 358 0 277 2 1 20 123 480 2 10 748 253 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1504 1695 1695 1600 1709 1709 Adj Flow Rate, veh/h 389 0 301 2 1 22 134 522 2 11 813 275 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 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 18 4 4 11 3 3 Cap, veh/h 476 0 535 89 20 436 177 1344 5 207 1561 696 Arrive On Green 0.31 0.00 0.31 0.31 0.31 0.31 0.06 0.41 0.41 0.14 0.48 0.48 Sat Flow, veh/h 1360 0 1448 1095 65 1428 2779 3291 13 1524 3247 1448 Grp Volume(v), veh/h 389 0 301 2 0 23 134 255 269 11 813 275 Grp Sat Flow(s),veh/h/ln 1360 0 1448 1095 0 1493 1390 1611 1693 1524 1624 1448 Q Serve(g_s), s 32.2 0.0 19.9 0.2 0.0 1.3 5.7 13.4 13.4 0.8 20.8 14.6 Cycle Q Clear(g_c), s 33.5 0.0 19.9 33.7 0.0 1.3 5.7 13.4 13.4 0.8 20.8 14.6 Prop In Lane 1.00 1.00 1.00 0.96 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 476 0 535 89 0 456 177 658 691 207 1561 696 V/C Ratio(X) 0.82 0.00 0.56 0.02 0.00 0.05 0.76 0.39 0.39 0.05 0.52 0.40 Avail Cap(c_a), veh/h 503 0 563 110 0 485 208 658 691 207 1561 696 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 0.0 30.1 57.0 0.0 29.4 55.3 25.0 25.0 45.1 21.6 20.0 Incr Delay (d2), s/veh 9.8 0.0 1.2 0.1 0.0 0.0 11.9 1.6 1.6 0.1 1.2 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.0 0.0 7.1 0.1 0.0 0.5 2.3 5.3 5.5 0.3 7.8 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.0 0.0 31.3 57.1 0.0 29.4 67.2 26.6 26.5 45.2 22.8 21.7 LnGrp LOS D A C E A C E C C D C C Approach Vol, veh/h 690 25 658 1099 Approach Delay, s/veh 42.4 31.6 34.8 22.8 Approach LOS D C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.3 55.0 42.7 13.6 63.7 42.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 2.8 15.4 35.5 7.7 22.8 35.7 Green Ext Time (p_c), s 0.0 3.1 1.1 0.0 7.2 0.0 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 389 301 2 23 134 524 11 813 275 v/c Ratio 0.97 0.43 0.01 0.05 0.67 0.30 0.12 0.55 0.34 Control Delay 78.6 17.0 28.0 11.6 71.4 16.7 53.4 25.6 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.6 17.0 28.0 11.6 71.4 16.7 53.4 25.6 3.5 Queue Length 50th (ft) 293 101 1 1 53 103 8 238 0 Queue Length 95th (ft) #492 176 8 20 #92 196 26 301 48 Internal Link Dist (ft) 1144 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 409 696 171 434 204 1749 174 1478 810 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.43 0.01 0.05 0.66 0.30 0.06 0.55 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 447 3 321 16 8 22 281 778 0 22 686 414 Future Volume (veh/h) 447 3 321 16 8 22 281 778 0 22 686 414 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1750 1750 1750 1736 1723 1723 1545 1709 1736 Adj Flow Rate, veh/h 486 3 349 17 9 24 305 846 0 24 746 450 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 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 2 2 15 3 1 Cap, veh/h 491 3 589 60 137 366 241 1337 0 172 1461 662 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.08 0.41 0.00 0.12 0.45 0.45 Sat Flow, veh/h 1328 8 1471 1045 422 1125 3208 3359 0 1472 3247 1471 Grp Volume(v), veh/h 489 0 349 17 0 33 305 846 0 24 746 450 Grp Sat Flow(s),veh/h/ln 1336 0 1471 1045 0 1547 1604 1637 0 1472 1624 1471 Q Serve(g_s), s 37.2 0.0 22.4 0.0 0.0 1.8 9.0 24.7 0.0 1.8 19.7 29.1 Cycle Q Clear(g_c), s 39.0 0.0 22.4 39.0 0.0 1.8 9.0 24.7 0.0 1.8 19.7 29.1 Prop In Lane 0.99 1.00 1.00 0.73 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 494 0 589 60 0 503 241 1337 0 172 1461 662 V/C Ratio(X) 0.99 0.00 0.59 0.28 0.00 0.07 1.27 0.63 0.00 0.14 0.51 0.68 Avail Cap(c_a), veh/h 494 0 589 60 0 503 241 1337 0 172 1461 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.82 0.82 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.5 0.0 28.3 60.0 0.0 27.9 55.5 28.3 0.0 47.6 23.6 26.1 Incr Delay (d2), s/veh 37.7 0.0 1.6 2.5 0.0 0.1 144.6 1.9 0.0 0.4 1.3 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.7 0.0 8.1 0.6 0.0 0.7 8.4 9.7 0.0 0.7 7.5 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 29.9 62.5 0.0 28.0 200.1 30.2 0.0 48.0 24.8 31.7 LnGrp LOS F A C E A C F C A D C C Approach Vol, veh/h 838 50 1151 1220 Approach Delay, s/veh 59.8 39.7 75.2 27.8 Approach LOS E D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 55.0 45.0 15.0 60.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.8 26.7 41.0 11.0 31.1 41.0 Green Ext Time (p_c), s 0.0 5.8 0.0 0.0 6.9 0.0 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 489 349 17 33 305 846 24 746 450 v/c Ratio 1.24 0.48 0.16 0.07 1.28 0.55 0.19 0.51 0.49 Control Delay 162.9 17.0 33.9 14.0 196.9 25.8 51.9 25.2 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 162.9 17.0 33.9 14.0 196.9 25.8 51.9 25.2 3.8 Queue Length 50th (ft) ~469 118 9 5 ~154 271 17 212 0 Queue Length 95th (ft) #679 202 30 29 #246 341 44 270 58 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 395 729 104 473 239 1548 168 1452 910 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.24 0.48 0.16 0.07 1.28 0.55 0.14 0.51 0.49 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. HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Drive Analysis Year 2021 North/South Street Site Access Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 265 55 149 87 16 42 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 162 63 Capacity, c (veh/h) 1204 548 v/c Ratio 0.13 0.12 95% Queue Length, Q₉₅ (veh) 0.5 0.4 Control Delay (s/veh) 8.5 12.4 Level of Service, LOS A B Approach Delay (s/veh) 5.8 12.4 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:40:32 PM Valley_Center_&_Site_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Drive Analysis Year 2021 North/South Street Site Access Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 193 23 62 316 58 156 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 67 233 Capacity, c (veh/h) 1325 625 v/c Ratio 0.05 0.37 95% Queue Length, Q₉₅ (veh) 0.2 1.8 Control Delay (s/veh) 7.9 14.2 Level of Service, LOS A B Approach Delay (s/veh) 1.7 14.2 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:41:34 PM Valley_Center_&_Site_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Site Access Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 0 25 87 18 16 0 Percent Heavy Vehicles (%) 0 0 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.10 6.20 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.50 3.30 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 27 95 Capacity, c (veh/h) 1068 1592 v/c Ratio 0.03 0.06 95% Queue Length, Q₉₅ (veh) 0.1 0.2 Control Delay (s/veh) 8.5 7.4 Level of Service, LOS A A Approach Delay (s/veh) 8.5 6.2 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:08:52 PM 27th_&_Site_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Site Access Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 0 92 36 117 27 0 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.10 6.20 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 100 39 Capacity, c (veh/h) 1052 1597 v/c Ratio 0.10 0.02 95% Queue Length, Q₉₅ (veh) 0.3 0.1 Control Delay (s/veh) 8.8 7.3 Level of Service, LOS A A Approach Delay (s/veh) 8.8 1.9 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/17/2020 5:10:28 PM 27th_&_Site_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 526 176 10 173 175 0 Percent Heavy Vehicles (%) 3 3 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 11 190 Capacity, c (veh/h) 844 313 v/c Ratio 0.01 0.61 95% Queue Length, Q₉₅ (veh) 0.0 4.3 Control Delay (s/veh) 9.3 33.9 Level of Service, LOS A D Approach Delay (s/veh) 0.6 33.9 Approach LOS D Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:59:27 AM Davis_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 385 189 6 599 330 24 Percent Heavy Vehicles (%) 5 8 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.15 6.48 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.24 3.57 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 7 385 Capacity, c (veh/h) 946 210 v/c Ratio 0.01 1.83 95% Queue Length, Q₉₅ (veh) 0.0 93.5 Control Delay (s/veh) 8.8 1552.1 Level of Service, LOS A F Approach Delay (s/veh) 0.2 1552.1 Approach LOS F Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:00:18 AM Davis_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 0 1 16 0 7 0 153 42 24 166 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 1 25 0 26 Capacity, c (veh/h) 868 609 1408 1371 v/c Ratio 0.00 0.04 0.00 0.02 95% Queue Length, Q₉₅ (veh) 0.0 0.1 0.0 0.1 Control Delay (s/veh) 9.2 11.2 7.6 7.7 Level of Service, LOS A B A A Approach Delay (s/veh) 9.2 11.2 0.0 1.1 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:01:20 AM Davis_&_Westlake_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 0 1 44 0 20 1 231 21 9 198 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 1 70 1 10 Capacity, c (veh/h) 830 547 1367 1301 v/c Ratio 0.00 0.13 0.00 0.01 95% Queue Length, Q₉₅ (veh) 0.0 0.4 0.0 0.0 Control Delay (s/veh) 9.3 12.6 7.6 7.8 Level of Service, LOS A B A A Approach Delay (s/veh) 9.3 12.6 0.0 0.4 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:02:26 AM Davis_&_Westlake_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Westlake Road Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 490 35 166 164 19 60 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.40 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 180 86 Capacity, c (veh/h) 1012 378 v/c Ratio 0.18 0.23 95% Queue Length, Q₉₅ (veh) 0.6 0.9 Control Delay (s/veh) 9.3 17.3 Level of Service, LOS A C Approach Delay (s/veh) 5.6 17.3 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:09:08 AM Westlake_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Westlake Road Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 337 70 76 562 42 158 Percent Heavy Vehicles (%) 2 2 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.12 6.42 6.22 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 83 218 Capacity, c (veh/h) 1117 434 v/c Ratio 0.07 0.50 95% Queue Length, Q₉₅ (veh) 0.2 3.0 Control Delay (s/veh) 8.5 21.6 Level of Service, LOS A C Approach Delay (s/veh) 1.9 21.6 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:10:14 AM Westlake_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h) 489 58 77 386 39 28 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.40 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 84 42 30 Capacity, c (veh/h) 991 202 529 v/c Ratio 0.08 0.21 0.06 95% Queue Length, Q₉₅ (veh) 0.3 0.8 0.2 Control Delay (s/veh) 9.0 27.5 12.2 Level of Service, LOS A D B Approach Delay (s/veh) 1.5 21.1 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:01:14 PM 27th_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h) 532 47 51 447 195 76 Percent Heavy Vehicles (%) 0 2 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.42 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 55 212 83 Capacity, c (veh/h) 963 193 502 v/c Ratio 0.06 1.10 0.17 95% Queue Length, Q₉₅ (veh) 0.2 23.3 0.6 Control Delay (s/veh) 9.0 325.4 13.6 Level of Service, LOS A F B Approach Delay (s/veh) 0.9 237.7 Approach LOS F Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:02:22 PM 27th_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 15 5 0 61 2 3 0 222 64 4 159 5 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 21 71 0 4 Capacity, c (veh/h) 501 515 1410 1261 v/c Ratio 0.04 0.14 0.00 0.00 95% Queue Length, Q₉₅ (veh) 0.1 0.5 0.0 0.0 Control Delay (s/veh) 12.5 13.1 7.6 7.9 Level of Service, LOS B B A A Approach Delay (s/veh) 12.5 13.1 0.0 0.2 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:32:37 AM Catamount_&_Davis_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 6 3 0 65 5 9 0 235 105 11 260 14 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 10 86 0 12 Capacity, c (veh/h) 378 415 1275 1201 v/c Ratio 0.03 0.21 0.00 0.01 95% Queue Length, Q₉₅ (veh) 0.1 0.8 0.0 0.0 Control Delay (s/veh) 14.8 15.9 7.8 8.0 Level of Service, LOS B C A A Approach Delay (s/veh) 14.8 15.9 0.0 0.4 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:33:36 AM Catamount_&_Davis_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 14 76 66 12 59 3 98 209 21 4 78 6 Percent Heavy Vehicles (%) 0 0 0 0 0 3 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.23 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.33 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 170 80 107 4 Capacity, c (veh/h) 527 389 1516 1327 v/c Ratio 0.32 0.21 0.07 0.00 95% Queue Length, Q₉₅ (veh) 1.4 0.8 0.2 0.0 Control Delay (s/veh) 15.1 16.6 7.6 7.7 Level of Service, LOS C C A A Approach Delay (s/veh) 15.1 16.6 2.7 0.3 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:03:30 PM Catamount_&_27_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 5 81 122 27 80 11 66 241 15 8 217 13 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 226 128 72 9 Capacity, c (veh/h) 515 311 1327 1297 v/c Ratio 0.44 0.41 0.05 0.01 95% Queue Length, Q₉₅ (veh) 2.3 2.1 0.2 0.0 Control Delay (s/veh) 17.4 24.6 7.9 7.8 Level of Service, LOS C C A A Approach Delay (s/veh) 17.4 24.6 2.0 0.3 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:04:50 PM Catamount_&_27_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 9 1 145 65 1 3 86 514 1 0 546 10 Percent Heavy Vehicles (%) 0 0 3 2 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.50 6.50 6.96 7.54 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.33 3.52 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 169 75 93 0 Capacity, c (veh/h) 570 135 984 1021 v/c Ratio 0.30 0.55 0.09 0.00 95% Queue Length, Q₉₅ (veh) 1.3 3.4 0.3 0.0 Control Delay (s/veh) 14.0 63.3 9.0 8.5 Level of Service, LOS B F A A Approach Delay (s/veh) 14.0 63.3 1.3 0.0 Approach LOS B F Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:06:16 PM Catamount_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 10 8 132 47 3 11 137 539 68 14 642 13 Percent Heavy Vehicles (%) 0 0 2 0 0 0 2 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.50 6.50 6.94 7.50 6.50 6.90 4.14 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.32 3.50 4.00 3.30 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 163 66 149 15 Capacity, c (veh/h) 357 88 884 938 v/c Ratio 0.46 0.75 0.17 0.02 95% Queue Length, Q₉₅ (veh) 2.5 5.9 0.6 0.0 Control Delay (s/veh) 23.5 147.4 9.9 8.9 Level of Service, LOS C F A A Approach Delay (s/veh) 23.5 147.4 1.8 0.2 Approach LOS C F Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:07:23 PM Catamount_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Catron Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 4 89 29 5 35 8 17 307 47 25 147 8 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 133 52 18 27 Capacity, c (veh/h) 439 405 1421 1185 v/c Ratio 0.30 0.13 0.01 0.02 95% Queue Length, Q₉₅ (veh) 1.3 0.4 0.0 0.1 Control Delay (s/veh) 16.8 15.2 7.6 8.1 Level of Service, LOS C C A A Approach Delay (s/veh) 16.8 15.2 0.5 1.3 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:11:05 PM Catron_&_27_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Catron Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 1 157 27 36 203 80 29 191 37 56 314 5 Percent Heavy Vehicles (%) 0 0 0 4 1 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.14 6.51 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.54 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 201 347 32 61 Capacity, c (veh/h) 325 313 1224 1330 v/c Ratio 0.62 1.11 0.03 0.05 95% Queue Length, Q₉₅ (veh) 4.5 33.0 0.1 0.1 Control Delay (s/veh) 33.6 296.4 8.0 7.8 Level of Service, LOS D F A A Approach Delay (s/veh) 33.6 296.4 1.1 1.6 Approach LOS D F Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:12:09 PM Catron_&_27_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 72 55 3 59 28 11 1 293 65 5 245 41 Percent Heavy Vehicles (%) 0 7 0 3 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.57 6.20 7.13 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.06 3.30 3.53 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 141 106 1 5 Capacity, c (veh/h) 353 350 1261 1181 v/c Ratio 0.40 0.30 0.00 0.00 95% Queue Length, Q₉₅ (veh) 2.0 1.3 0.0 0.0 Control Delay (s/veh) 22.0 19.7 7.9 8.1 Level of Service, LOS C C A A Approach Delay (s/veh) 22.0 19.7 0.0 0.2 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:53:43 AM Cattail_&_Davis_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 102 72 5 118 58 12 8 466 115 4 415 100 Percent Heavy Vehicles (%) 2 2 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.12 6.52 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.52 4.02 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 194 204 9 4 Capacity, c (veh/h) 151 143 1021 961 v/c Ratio 1.28 1.42 0.01 0.00 95% Queue Length, Q₉₅ (veh) 30.8 38.3 0.0 0.0 Control Delay (s/veh) 629.8 868.4 8.6 8.8 Level of Service, LOS F F A A Approach Delay (s/veh) 629.8 868.4 0.2 0.1 Approach LOS F F Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:54:48 AM Cattail_&_Davis_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 79 74 31 294 164 42 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.10 6.20 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 166 34 Capacity, c (veh/h) 548 1357 v/c Ratio 0.30 0.03 95% Queue Length, Q₉₅ (veh) 1.3 0.1 Control Delay (s/veh) 14.4 7.7 Level of Service, LOS B A Approach Delay (s/veh) 14.4 1.0 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:13:16 PM Cattail_&_27_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 53 103 103 202 290 77 Percent Heavy Vehicles (%) 0 1 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.10 6.21 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.50 3.31 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 170 112 Capacity, c (veh/h) 460 1171 v/c Ratio 0.37 0.10 95% Queue Length, Q₉₅ (veh) 1.7 0.3 Control Delay (s/veh) 17.4 8.4 Level of Service, LOS C A Approach Delay (s/veh) 17.4 3.4 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:14:14 PM Cattail_&_27_future_PM.xtw HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- AM Peak 09/02/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 10 269 6 21 63 154 1067 16 72 1275 14 Future Volume (veh/h) 70 10 269 6 21 63 154 1067 16 72 1275 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1736 1750 1750 1682 1736 1723 1654 1381 1723 1750 Adj Flow Rate, veh/h 76 11 292 7 23 68 167 1160 17 78 1386 15 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 0.92 Percent Heavy Veh, % 2 0 1 0 0 5 1 2 7 27 2 0 Cap, veh/h 259 317 348 182 33 98 246 1788 26 255 1746 947 Arrive On Green 0.11 0.18 0.18 0.01 0.08 0.08 0.06 0.54 0.54 0.05 0.53 0.53 Sat Flow, veh/h 1641 1750 1471 1667 390 1153 1654 3302 48 1316 3273 1483 Grp Volume(v), veh/h 76 11 292 7 0 91 167 575 602 78 1386 15 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1543 1654 1637 1714 1316 1637 1483 Q Serve(g_s), s 0.0 0.5 13.3 0.0 0.0 5.2 4.2 22.3 22.4 2.4 30.8 0.1 Cycle Q Clear(g_c), s 0.0 0.5 13.3 0.0 0.0 5.2 4.2 22.3 22.4 2.4 30.8 0.1 Prop In Lane 1.00 1.00 1.00 0.75 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 259 317 348 182 0 131 246 886 928 255 1746 947 V/C Ratio(X) 0.29 0.03 0.84 0.04 0.00 0.70 0.68 0.65 0.65 0.31 0.79 0.02 Avail Cap(c_a), veh/h 259 583 572 260 0 514 246 886 928 265 1746 947 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.49 0.49 0.49 Uniform Delay (d), s/veh 36.0 30.4 20.3 37.6 0.0 40.1 17.5 14.6 14.6 11.7 17.0 1.5 Incr Delay (d2), s/veh 0.6 0.0 5.8 0.1 0.0 6.5 7.3 3.7 3.5 0.3 1.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.2 5.0 0.1 0.0 2.2 2.0 8.1 8.4 0.6 10.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.6 30.4 26.1 37.7 0.0 46.6 24.8 18.3 18.1 12.0 18.9 1.5 LnGrp LOS D C C D A D C B B B B A Approach Vol, veh/h 379 98 1344 1479 Approach Delay, s/veh 28.3 45.9 19.0 18.4 Approach LOS C D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 54.6 4.8 22.3 9.0 53.9 13.5 13.6 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 30.1 5.0 30.0 5.0 30.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 4.4 24.4 2.0 15.3 6.2 32.8 2.0 7.2 Green Ext Time (p_c), s 0.0 3.3 0.0 0.9 0.0 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C Queues 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- AM Peak 09/02/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 76 11 292 7 91 167 1177 78 1386 15 v/c Ratio 0.23 0.03 0.47 0.03 0.37 0.62 0.63 0.36 0.85 0.02 Control Delay 23.9 23.5 9.5 23.8 15.5 28.4 21.5 15.6 30.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 23.5 9.5 23.8 15.5 28.4 21.5 15.6 30.4 0.0 Queue Length 50th (ft) 34 5 48 4 13 36 256 14 372 0 Queue Length 95th (ft) 49 16 80 10 42 #205 #530 #52 #661 0 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 328 583 624 232 544 270 1857 214 1629 952 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.02 0.47 0.03 0.17 0.62 0.63 0.36 0.85 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- PM Peak 09/02/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 20 447 13 54 100 384 1797 24 47 1368 37 Future Volume (veh/h) 81 20 447 13 54 100 384 1797 24 47 1368 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1736 1750 1750 1682 1736 1723 1654 1381 1723 1750 Adj Flow Rate, veh/h 88 22 486 14 59 109 417 1953 26 51 1487 40 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 0.92 Percent Heavy Veh, % 2 0 1 0 0 5 1 2 7 27 2 0 Cap, veh/h 204 350 639 175 68 125 435 2054 27 102 1370 756 Arrive On Green 0.09 0.20 0.20 0.01 0.12 0.12 0.23 0.62 0.62 0.03 0.42 0.42 Sat Flow, veh/h 1641 1750 1471 1667 550 1017 1654 3307 44 1316 3273 1483 Grp Volume(v), veh/h 88 22 486 14 0 168 417 964 1015 51 1487 40 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1567 1654 1637 1715 1316 1637 1483 Q Serve(g_s), s 2.5 1.5 30.0 0.0 0.0 15.8 32.9 81.5 82.4 3.3 62.8 1.1 Cycle Q Clear(g_c), s 2.5 1.5 30.0 0.0 0.0 15.8 32.9 81.5 82.4 3.3 62.8 1.1 Prop In Lane 1.00 1.00 1.00 0.65 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 204 350 639 175 0 193 435 1017 1065 102 1370 756 V/C Ratio(X) 0.43 0.06 0.76 0.08 0.00 0.87 0.96 0.95 0.95 0.50 1.09 0.05 Avail Cap(c_a), veh/h 204 350 639 273 0 313 445 1017 1065 157 1370 756 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.53 0.53 0.53 Uniform Delay (d), s/veh 62.3 48.6 24.2 57.9 0.0 64.5 49.0 26.2 26.4 35.4 43.6 7.3 Incr Delay (d2), s/veh 1.4 0.1 5.3 0.2 0.0 13.6 31.9 18.2 18.3 2.0 45.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.7 12.9 0.5 0.0 7.1 19.1 34.4 36.4 1.1 33.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.7 48.7 29.5 58.1 0.0 78.2 80.9 44.4 44.7 37.4 89.4 7.4 LnGrp LOS E D C E A E F D D D F A Approach Vol, veh/h 596 182 2396 1578 Approach Delay, s/veh 35.3 76.6 50.9 85.6 Approach LOS D E D F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 99.1 6.2 36.0 39.1 68.7 17.7 24.5 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 11.0 78.1 11.0 30.0 36.0 53.1 11.0 30.0 Max Q Clear Time (g_c+I1), s 5.3 84.4 2.0 32.0 34.9 64.8 4.5 17.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.2 0.0 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 61.4 HCM 6th LOS E Queues 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- PM Peak 09/02/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 88 22 486 14 168 417 1979 51 1487 40 v/c Ratio 0.46 0.08 0.65 0.06 0.73 0.87 0.94 0.47 1.07 0.05 Control Delay 60.0 56.1 21.3 45.8 59.6 60.3 35.1 42.2 84.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.0 56.1 21.3 45.8 59.6 60.3 35.1 42.2 84.7 0.1 Queue Length 50th (ft) 73 18 203 12 110 328 856 12 ~858 0 Queue Length 95th (ft) 115 45 268 29 176 #522 #1299 60 #1111 1 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 217 350 764 257 350 493 2110 137 1394 804 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.06 0.64 0.05 0.48 0.85 0.94 0.37 1.07 0.05 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. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- AM Peak 09/02/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 614 0 451 3 1 28 229 726 3 14 1134 552 Future Volume (veh/h) 614 0 451 3 1 28 229 726 3 14 1134 552 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1709 1750 1750 1518 1504 1695 1750 1600 1709 1709 Adj Flow Rate, veh/h 667 0 490 3 1 30 249 789 3 15 1233 600 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 0.92 Percent Heavy Veh, % 3 0 3 0 0 17 18 4 0 11 3 3 Cap, veh/h 495 0 579 60 16 469 208 1344 5 178 1461 652 Arrive On Green 0.32 0.00 0.32 0.32 0.32 0.32 0.08 0.41 0.41 0.12 0.45 0.45 Sat Flow, veh/h 1338 0 1448 921 48 1442 2779 3291 13 1524 3247 1448 Grp Volume(v), veh/h 667 0 490 3 0 31 249 386 406 15 1233 600 Grp Sat Flow(s),veh/h/ln 1338 0 1448 921 0 1490 1390 1611 1693 1524 1624 1448 Q Serve(g_s), s 37.3 0.0 36.8 0.0 0.0 1.7 9.0 22.4 22.4 1.1 40.4 46.7 Cycle Q Clear(g_c), s 39.0 0.0 36.8 39.0 0.0 1.7 9.0 22.4 22.4 1.1 40.4 46.7 Prop In Lane 1.00 1.00 1.00 0.97 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 495 0 579 60 0 484 208 658 691 178 1461 652 V/C Ratio(X) 1.35 0.00 0.85 0.05 0.00 0.06 1.19 0.59 0.59 0.08 0.84 0.92 Avail Cap(c_a), veh/h 495 0 579 60 0 484 208 658 691 178 1461 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 32.6 60.0 0.0 27.9 55.5 27.6 27.6 47.3 29.3 31.0 Incr Delay (d2), s/veh 169.4 0.0 11.1 0.3 0.0 0.1 117.5 2.9 2.8 0.2 6.1 20.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 38.0 0.0 14.5 0.1 0.0 0.6 6.5 8.8 9.3 0.4 16.1 19.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 213.0 0.0 43.8 60.3 0.0 28.0 173.0 30.5 30.4 47.5 35.4 51.4 LnGrp LOS F A D E A C F C C D D D Approach Vol, veh/h 1157 34 1041 1848 Approach Delay, s/veh 141.3 30.8 64.6 40.7 Approach LOS F C E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 55.0 45.0 15.0 60.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.1 24.4 41.0 11.0 48.7 41.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.0 4.1 0.0 Intersection Summary HCM 6th Ctrl Delay 75.2 HCM 6th LOS E Queues 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- AM Peak 09/02/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 667 490 3 31 249 792 15 1233 600 v/c Ratio 1.64 0.71 0.05 0.07 1.22 0.49 0.13 0.85 0.61 Control Delay 329.5 28.4 31.0 10.3 181.3 22.4 51.7 36.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 329.5 28.4 31.0 10.3 181.3 22.4 51.7 36.3 4.6 Queue Length 50th (ft) ~747 253 2 1 ~121 173 11 437 0 Queue Length 95th (ft) #978 387 10 23 #207 316 32 538 68 Internal Link Dist (ft) 1144 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 406 694 58 437 204 1623 174 1452 979 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.64 0.71 0.05 0.07 1.22 0.49 0.09 0.85 0.61 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. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- PM Peak 09/02/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 828 4 527 23 11 31 462 1174 0 31 1035 722 Future Volume (veh/h) 828 4 527 23 11 31 462 1174 0 31 1035 722 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1736 1750 1750 1545 1736 1723 1750 1545 1709 1736 Adj Flow Rate, veh/h 900 4 573 25 12 34 502 1276 0 34 1125 785 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 0.92 Percent Heavy Veh, % 1 0 1 0 0 15 1 2 0 15 3 1 Cap, veh/h 479 2 589 60 131 371 241 1337 0 172 1461 662 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.08 0.41 0.00 0.12 0.45 0.45 Sat Flow, veh/h 1289 6 1471 850 403 1142 3208 3359 0 1472 3247 1471 Grp Volume(v), veh/h 904 0 573 25 0 46 502 1276 0 34 1125 785 Grp Sat Flow(s),veh/h/ln 1295 0 1471 850 0 1545 1604 1637 0 1472 1624 1471 Q Serve(g_s), s 36.5 0.0 39.0 0.0 0.0 2.5 9.0 45.4 0.0 2.5 35.0 54.0 Cycle Q Clear(g_c), s 39.0 0.0 39.0 39.0 0.0 2.5 9.0 45.4 0.0 2.5 35.0 54.0 Prop In Lane 1.00 1.00 1.00 0.74 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 481 0 589 60 0 502 241 1337 0 172 1461 662 V/C Ratio(X) 1.88 0.00 0.97 0.42 0.00 0.09 2.09 0.95 0.00 0.20 0.77 1.19 Avail Cap(c_a), veh/h 481 0 589 60 0 502 241 1337 0 172 1461 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.28 0.28 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 0.0 35.4 60.0 0.0 28.2 55.5 34.4 0.0 47.9 27.8 33.0 Incr Delay (d2), s/veh 404.3 0.0 30.4 4.6 0.0 0.1 492.9 6.1 0.0 0.6 4.0 98.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 68.3 0.0 21.0 0.8 0.0 0.9 20.0 18.3 0.0 0.9 13.7 36.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 448.3 0.0 65.7 64.6 0.0 28.3 548.4 40.5 0.0 48.5 31.7 131.2 LnGrp LOS F A E E A C F D A D C F Approach Vol, veh/h 1477 71 1778 1944 Approach Delay, s/veh 299.9 41.0 183.9 72.2 Approach LOS F D F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 55.0 45.0 15.0 60.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 4.5 47.4 41.0 11.0 56.0 41.0 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 173.3 HCM 6th LOS F Queues 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- PM Peak 09/02/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 904 573 25 46 502 1276 34 1125 785 v/c Ratio 2.32 0.81 0.43 0.10 2.10 0.82 0.26 0.77 0.72 Control Delay 623.3 34.9 58.2 13.1 536.7 34.8 54.1 32.4 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 623.3 34.9 58.2 13.1 536.7 34.8 54.1 32.4 5.8 Queue Length 50th (ft) ~1143 330 15 6 ~317 498 24 378 0 Queue Length 95th (ft) #1391 #502 #54 34 #427 #655 57 467 80 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 390 707 58 477 239 1548 168 1452 1094 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.32 0.81 0.43 0.10 2.10 0.82 0.20 0.77 0.72 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. HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th extension Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street N 27th Avenue extension Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 16 131 195 36 129 109 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 6.43 6.23 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 159 140 Capacity, c (veh/h) 724 1307 v/c Ratio 0.22 0.11 95% Queue Length, Q₉₅ (veh) 0.8 0.4 Control Delay (s/veh) 11.4 8.1 Level of Service, LOS B A Approach Delay (s/veh) 11.4 4.8 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:16:06 PM Cattail_&_27th_extension_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th extension Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street N 27th Avenue extension Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 56 164 139 69 180 213 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 6.43 6.23 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 239 196 Capacity, c (veh/h) 575 1335 v/c Ratio 0.42 0.15 95% Queue Length, Q₉₅ (veh) 2.1 0.5 Control Delay (s/veh) 15.7 8.2 Level of Service, LOS C A Approach Delay (s/veh) 15.7 4.5 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:17:47 PM Cattail_&_27th_extension_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Honor Ln Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 17 36 0 49 0 101 125 0 0 57 0 Percent Heavy Vehicles (%) 0 0 0 0 0 3 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.23 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.33 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 57 53 110 0 Capacity, c (veh/h) 755 489 1554 1461 v/c Ratio 0.08 0.11 0.07 0.00 95% Queue Length, Q₉₅ (veh) 0.2 0.4 0.2 0.0 Control Delay (s/veh) 10.2 13.3 7.5 7.5 Level of Service, LOS B B A A Approach Delay (s/veh) 10.2 13.3 3.7 0.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 2:51:28 PM 27_&_Honor_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Honor Ln Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 47 96 0 23 0 47 210 0 0 136 0 Percent Heavy Vehicles (%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 155 25 51 0 Capacity, c (veh/h) 693 470 1446 1352 v/c Ratio 0.22 0.05 0.04 0.00 95% Queue Length, Q₉₅ (veh) 0.9 0.2 0.1 0.0 Control Delay (s/veh) 11.7 13.1 7.6 7.7 Level of Service, LOS B B A A Approach Delay (s/veh) 11.7 13.1 1.6 0.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 2:53:39 PM 27_&_Honor_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Honor Ln Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 1 0 1 0 0 1 2 0 0 1 2 0 Configuration LT R LTR L T TR L T TR Volume, V (veh/h) 0 0 17 10 0 10 49 462 14 13 503 0 Percent Heavy Vehicles (%) 0 0 3 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.50 6.50 6.96 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.33 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 18 22 53 14 Capacity, c (veh/h) 0 721 332 1033 1059 v/c Ratio 0.02 0.07 0.05 0.01 95% Queue Length, Q₉₅ (veh) 0.1 0.2 0.2 0.0 Control Delay (s/veh) 5.0 10.1 16.6 8.7 8.4 Level of Service, LOS A B C A A Approach Delay (s/veh) 10.1 16.6 0.8 0.2 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:19:50 PM Honor_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Honor Ln Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 1 0 1 0 0 1 2 0 0 1 2 0 Configuration LT R LTR L T TR L T TR Volume, V (veh/h) 0 0 47 14 0 14 23 521 16 14 594 0 Percent Heavy Vehicles (%) 0 0 2 0 0 0 2 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.50 6.50 6.94 7.50 6.50 6.90 4.14 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.32 3.50 4.00 3.30 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 51 30 25 15 Capacity, c (veh/h) 0 673 295 935 1002 v/c Ratio 0.08 0.10 0.03 0.01 95% Queue Length, Q₉₅ (veh) 0.2 0.3 0.1 0.0 Control Delay (s/veh) 5.0 10.8 18.6 9.0 8.6 Level of Service, LOS A B C A A Approach Delay (s/veh) 10.8 18.6 0.4 0.2 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 3:23:28 PM Honor_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Site Access Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h) 503 47 115 312 18 44 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 125 20 48 Capacity, c (veh/h) 973 187 517 v/c Ratio 0.13 0.11 0.09 95% Queue Length, Q₉₅ (veh) 0.4 0.4 0.3 Control Delay (s/veh) 9.2 26.6 12.7 Level of Service, LOS A D B Approach Delay (s/veh) 2.5 16.8 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/19/2020 1:21:33 PM Valley_Center_&_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Site Access Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h) 469 26 61 593 45 112 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 66 49 122 Capacity, c (veh/h) 1024 165 551 v/c Ratio 0.06 0.30 0.22 95% Queue Length, Q₉₅ (veh) 0.2 1.2 0.8 Control Delay (s/veh) 8.8 35.9 13.4 Level of Service, LOS A E B Approach Delay (s/veh) 0.8 19.8 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/19/2020 1:20:26 PM Valley_Center_&_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Warbler Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Warbler Way/Site Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 34 32 7 9 35 120 18 0 81 43 0 13 Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec) 4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23 Base Follow-Up Headway (sec) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec) 2.23 2.23 3.53 4.03 3.33 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 37 10 108 61 Capacity, c (veh/h) 1402 1557 940 652 v/c Ratio 0.03 0.01 0.11 0.09 95% Queue Length, Q₉₅ (veh) 0.1 0.0 0.4 0.3 Control Delay (s/veh) 7.6 7.3 9.3 11.1 Level of Service, LOS A A A B Approach Delay (s/veh) 3.6 0.5 9.3 11.1 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:37:11 AM Catamount_&_Warbler_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Warbler Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Warbler Way/Site Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 18 77 24 72 32 57 15 0 18 114 0 33 Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec) 4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23 Base Follow-Up Headway (sec) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec) 2.23 2.23 3.53 4.03 3.33 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 20 78 36 160 Capacity, c (veh/h) 1488 1472 702 604 v/c Ratio 0.01 0.05 0.05 0.26 95% Queue Length, Q₉₅ (veh) 0.0 0.2 0.2 1.1 Control Delay (s/veh) 7.5 7.6 10.4 13.1 Level of Service, LOS A A B B Approach Delay (s/veh) 1.2 3.6 10.4 13.1 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:38:15 AM Catamount_&_Warbler_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Site Access Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 19 15 181 58 42 150 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 6.43 6.23 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 37 46 Capacity, c (veh/h) 615 1297 v/c Ratio 0.06 0.04 95% Queue Length, Q₉₅ (veh) 0.2 0.1 Control Delay (s/veh) 11.2 7.9 Level of Service, LOS B A Approach Delay (s/veh) 11.2 2.0 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:56:10 AM Davis_&_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Site Access Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 56 40 215 26 20 225 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 6.43 6.23 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 104 22 Capacity, c (veh/h) 584 1295 v/c Ratio 0.18 0.02 95% Queue Length, Q₉₅ (veh) 0.6 0.1 Control Delay (s/veh) 12.5 7.8 Level of Service, LOS B A Approach Delay (s/veh) 12.5 0.8 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 10:57:18 AM Davis_&_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Site Access Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 43 36 103 22 21 113 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.13 6.23 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 86 112 Capacity, c (veh/h) 711 1428 v/c Ratio 0.12 0.08 95% Queue Length, Q₉₅ (veh) 0.4 0.3 Control Delay (s/veh) 10.8 7.7 Level of Service, LOS B A Approach Delay (s/veh) 10.8 6.5 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 2:58:31 PM 27th_&_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 9/1/2020 East/West Street Site Access Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h) 110 99 59 151 36 60 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.13 6.23 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 228 64 Capacity, c (veh/h) 711 1480 v/c Ratio 0.32 0.04 95% Queue Length, Q₉₅ (veh) 1.4 0.1 Control Delay (s/veh) 12.4 7.5 Level of Service, LOS B A Approach Delay (s/veh) 12.4 2.4 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 9/1/2020 2:59:59 PM 27th_&_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & E Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street East Site Access Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 45 31 94 106 11 34 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 102 49 Capacity, c (veh/h) 1506 843 v/c Ratio 0.07 0.06 95% Queue Length, Q₉₅ (veh) 0.2 0.2 Control Delay (s/veh) 7.6 9.5 Level of Service, LOS A A Approach Delay (s/veh) 3.8 9.5 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:06:40 AM Westlake_&_E_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & E Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street East Site Access Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 109 15 43 99 30 90 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 47 131 Capacity, c (veh/h) 1443 830 v/c Ratio 0.03 0.16 95% Queue Length, Q₉₅ (veh) 0.1 0.6 Control Delay (s/veh) 7.6 10.1 Level of Service, LOS A B Approach Delay (s/veh) 2.5 10.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:07:54 AM Westlake_&_E_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & W Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street West Site Access Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 42 31 94 23 11 34 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 102 49 Capacity, c (veh/h) 1510 882 v/c Ratio 0.07 0.06 95% Queue Length, Q₉₅ (veh) 0.2 0.2 Control Delay (s/veh) 7.6 9.3 Level of Service, LOS A A Approach Delay (s/veh) 6.2 9.3 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:28:06 AM Westlake_&_W_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & W Site Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street West Site Access Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h) 35 15 43 86 30 89 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 47 130 Capacity, c (veh/h) 1543 926 v/c Ratio 0.03 0.14 95% Queue Length, Q₉₅ (veh) 0.1 0.5 Control Delay (s/veh) 7.4 9.5 Level of Service, LOS A A Approach Delay (s/veh) 2.6 9.5 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7 ™TWSC Version 7.2.1 Generated: 6/18/2020 11:29:24 AM Westlake_&_W_Site_future_PM.xtw A P P E N D I X E AUXILIARY TURN LANE & SIGNAL WARRANTS – FULL BUILDOUT (2040) AM PM AM PM AM PM AM PM AM PM AM PM EB Right-Turn Lane YES YES NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NB Left-Turn Lane NO NO SB Right-Turn Lane NO NO NO NO SB Left-Turn Lane NO NO EB Right-Turn Lane YES YES NO NO NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO YES YES NB Right-Turn Lane NO NO NO YES NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO NO NO SB Left-Turn Lane NO NO EB Right-Turn Lane YES YES YES YES YES NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO YES NO NB Right-Turn Lane NO NO NO YES NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO YES NO NO SB Left-Turn Lane NO NO N 27th Ave & Site Access 2021 2040 2020 E Valley Center Rd & Catamount Street Davis Lane & Cattail Street N 27th Ave & E Valley Center Rd E Valley Center Rd & Street BTURN LANE WARRANTS Davis Lane & E Valley Center Rd Existing Traffic Volumes (2020) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 341 77 75 Y 60 0 PM weekday 319 109 77 Y 60 0 AM weekday 153 18 100 N 35 0 PM weekday 375 69 70 N 35 0 AM weekday 181 26 96 N 35 0 PM weekday 294 65 101 N 35 20 Existing Traffic Volumes (2020) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 106 1 90 N 45 0 PM weekday 337 47 90 N 45 0 AM weekday 259 6 90 N 45 0 PM weekday 182 9 90 N 45 0 Davis & Valley Center EB Davis & Cattail NB Davis & Cattail SB Catamount & Valley Center NB Catamount & Valley Center SB Phase 1 Traffic Volumes (2021) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 409 80 65 Y 60 0 PM weekday 355 114 73 Y 60 0 AM weekday 202 48 113 N 35 20 PM weekday 409 84 65 Y 35 0 AM weekday 191 27 95 N 35 0 PM weekday 320 67 77 N 35 0 AM weekday 307 11 79 N 50 0 PM weekday 349 19 73 N 50 0 AM weekday 320 55 77 N 60 0 PM weekday 216 23 91 N 60 0 AM weekday 16 0 118 N 25 0 PM weekday 27 0 116 N 25 0 Phase 1 Traffic Volumes (2021) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 259 1 90 N 45 0 PM weekday 413 48 90 N 45 0 AM weekday 311 7 90 N 45 0 PM weekday 345 9 90 N 45 0 Davis & Valley Center EB Davis & Cattail NB Davis & Cattail SB Catamount & Valley Center NB Catamount & Valley Center SB Valley Center & Site EB 27th & Site SB 27th & Valley Center EB Future Traffic Volumes (2040) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 702 176 26 Y 60 0 PM weekday 574 189 43 Y 60 0 AM weekday 359 65 72 N 35 0 PM weekday 589 115 41 Y 35 0 AM weekday 291 41 101 N 35 20 PM weekday 519 100 51 Y 35 0 AM weekday 547 58 47 Y 50 0 PM weekday 579 47 43 Y 50 0 AM weekday 550 47 47 Y 60 0 PM weekday 495 26 54 N 60 0 AM weekday 134 113 122 N 25 20 PM weekday 96 60 127 N 25 20 Future Traffic Volumes (2040) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 601 1 83 N 45 0 PM weekday 744 68 73 N 45 0 AM weekday 556 10 86 N 45 0 PM weekday 669 13 78 N 45 0 Catamount & Valley Center NB Catamount & Valley Center SB Davis & Valley Center EB Davis & Cattail NB Davis & Cattail SB Valley Center & Site EB 27th & Site SB 27th & Valley Center EB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A ) Existing (2018) Phase 1 (2020) Future (2040) Guidelines for Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways (Figure 28.4B ) Existing (2018) Phase 1 (2020) Future (2040) Existing Traffic Volumes (2020) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 91 6 6.6% 341 N 60 PM weekday 318 4 1.3%319 N 60 AM weekday 153 1 0.7% 181 N 35 PM weekday 375 5 1.3% 294 N 35 AM weekday 181 4 2.2% 153 N 35 PM weekday 294 3 1.0%375 N 35 Davis & Valley Center WB Davis & Cattail NB Davis & Cattail SB Phase 1 Traffic Volumes (2021) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 111 7 6.3% 409 N 60 PM weekday 388 4 1.0%355 N 60 AM weekday 202 1 0.5% 191 N 35 PM weekday 409 6 1.5% 320 N 35 AM weekday 191 4 2.1% 202 N 35 PM weekday 320 3 0.9%409 N 35 AM weekday 236 149 63.1% 320 Y 60 PM weekday 378 62 16.4%216 Y 60 AM weekday 105 87 82.9% 16 N 25 PM weekday 153 36 23.5%27 N 25 Davis & Valley Center WB Davis & Cattail NB Davis & Cattail SB Valley Center & Site WB 27th & Site NB Future Traffic Volumes (2040) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 183 10 5.5% 702 N 60 PM weekday 605 6 1.0%574 N 60 AM weekday 359 1 0.3% 291 N 35 PM weekday 589 8 1.4% 519 N 35 AM weekday 291 5 1.7% 359 N 35 PM weekday 519 4 0.8%589 N 35 AM weekday 427 115 26.9% 550 Y 60 PM weekday 654 61 9.3%495 Y 60 AM weekday 125 103 82.4% 134 N 25 PM weekday 210 59 28.1%96 N 25 Davis & Valley Center WB Davis & Cattail NB Davis & Cattail SB Valley Center & Site WB 27th & Site 14 NB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2020) Phase 1 2021 Full Build 2040 Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Existing (2020) Phase 1 2021 Full Build 2040 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 800 Op p o s i n g v o l u m e ( V o ) Advancing Volume (Va) 40 mph 5% 10% 20% 30% Existing Phase 1 Future 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 Op p o s i n g v o l u m e ( V o ) Advancing Volume (Va) 60 mph 5% 10% 20% 30% Existing Phase 1 Future Left turn treatment should be considered Left turn treatment not necessary Left turn treatment should be considered Left turn treatment not necessary    x x     x    x  -- -- -- -- -- -- -- -- -- -- -- -- x x x x x x x x x x x x     x -- -- -- -- -- -- Yes     No x x East Valley Center Road & Catamount Street (100% EB RTs) Davis Lane & Cattail Street E Valley Center Road & Davis Lane Full Buildout (2040) TRAFFIC SIGNAL WARRANTS East Valley Center Road & Catamount Street (50% EB RTs) East Valley Center Road & Catamount Street (0% EB RTs) E Valley Center Road & N 27th Ave 8. Roadway Network Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System 7. Crash History 9. Intersection Near a Grade Crossing Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 118 0 309 86 395 118 7:00 175 0 702 183 885 175 8:00 165 0 533 147 680 165 9:00 126 0 507 142 649 126 10:00 153 0 483 219 702 153 11:00 192 0 487 271 758 192 12:00 205 0 589 311 900 205 13:00 194 0 472 354 826 194 14:00 213 0 506 334 840 213 15:00 248 0 511 407 918 248 16:00 264 0 567 499 1066 264 17:00 354 0 574 605 1179 354 18:00 192 0 444 364 808 192 19:00 112 0 304 242 546 112 20:00 89 0 211 215 426 89 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2800 0 7199 4379 11578 2800 Condition A - Minimum Vehicular Volume (70% Columns): Yes (14 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (13 hrs) Combination of Conditions A & B (56% Columns): Yes (15 hrs) Yes (14 hrs) Warrant 1 Satisfied? Yes Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 118 0 309 86 395 118 7:00 175 0 702 183 885 175 8:00 165 0 533 147 680 165 9:00 126 0 507 142 649 126 10:00 153 0 483 219 702 153 11:00 192 0 487 271 758 192 12:00 205 0 589 311 900 205 13:00 194 0 472 354 826 194 14:00 213 0 506 334 840 213 15:00 248 0 511 407 918 248 16:00 264 0 567 499 1066 264 17:00 354 0 574 605 1179 354 18:00 192 0 444 364 808 192 19:00 112 0 304 242 546 112 20:00 89 0 211 215 426 89 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2800 0 7199 4379 11578 2800 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? Yes (12 hrs) Warrant 2 Satisfied? Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future (2040) Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? Yes (152.62) High minor approach volume > 100 for peak hour? Yes (354) Total entering volume > 800 for peak hour? Yes (1533) Category A warrant satisfied? Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? Yes Warrant 3 Satisfied? Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 1.65 Total Volume of Major Approaches (vehs) 885 High Minor Approach Volume (vehs) 175 Total Entering Volume (vehs) 1060 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 152.62 Total Volume of Major Approaches (vehs) 1179 High Minor Approach Volume (vehs) 354 Total Entering Volume (vehs) 1533 X Sanderson Stewart 9/24/2018 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 9/24/2018 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?No Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 9/1/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 27 0 287 108 395 27 7:00 67 0 547 463 1010 67 8:00 38 0 513 246 759 38 9:00 66 0 479 225 704 66 10:00 96 0 454 302 756 96 11:00 113 0 486 370 856 113 12:00 140 0 454 342 796 140 13:00 179 0 501 450 951 179 14:00 159 0 477 554 1031 159 15:00 168 0 443 514 957 168 16:00 181 0 463 588 1051 181 17:00 271 0 579 498 1077 271 18:00 157 0 394 462 856 157 19:00 82 0 271 376 647 82 20:00 58 0 177 367 544 58 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 1802 0 6525 5865 12390 1802 Condition A - Minimum Vehicular Volume (70% Columns): Yes (8 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (13 hrs) Combination of Conditions A & B (56% Columns): Yes (9 hrs) Yes (13 hrs) Warrant 1 Satisfied? Yes Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 9/1/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 27 0 287 108 395 27 7:00 67 0 547 463 1010 67 8:00 38 0 513 246 759 38 9:00 66 0 479 225 704 66 10:00 96 0 454 302 756 96 11:00 113 0 486 370 856 113 12:00 140 0 454 342 796 140 13:00 179 0 501 450 951 179 14:00 159 0 477 554 1031 159 15:00 168 0 443 514 957 168 16:00 181 0 463 588 1051 181 17:00 271 0 579 498 1077 271 18:00 157 0 394 462 856 157 19:00 82 0 271 376 647 82 20:00 58 0 177 367 544 58 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 1802 0 6525 5865 12390 1802 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? Yes (10 hrs) Warrant 2 Satisfied? Yes Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 9/1/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? Yes (17.89) High minor approach volume > 100 for peak hour? Yes (271) Total entering volume > 800 for peak hour? Yes (1348) Category A warrant satisfied? Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? Yes Warrant 3 Satisfied? Yes Total Volume of Major Approaches (vehs) 1077 High Minor Approach Volume (vehs) 271 Total Entering Volume (vehs) 1348 Total Entering Volume (vehs) 1077 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 17.89 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.39 Total Volume of Major Approaches (vehs) 1010 High Minor Approach Volume (vehs) 67 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X Sanderson Stewart 9/1/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 9/1/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 100% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 142 332 63 29 474 63 7:00 601 556 155 69 1157 155 8:00 361 585 135 64 946 135 9:00 328 520 79 45 848 79 10:00 429 496 93 33 925 93 11:00 517 509 113 41 1026 113 12:00 603 488 145 39 1091 145 13:00 618 517 133 27 1135 133 14:00 715 528 73 29 1243 73 15:00 706 528 117 33 1234 117 16:00 842 491 115 62 1333 115 17:00 744 669 150 61 1413 150 18:00 733 468 125 103 1201 125 19:00 582 300 127 116 882 127 20:00 497 266 67 93 763 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 8418 7253 1690 844 15671 1716 Condition A - Minimum Vehicular Volume (70% Columns): Yes (10 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (14 hrs) Combination of Conditions A & B (56% Columns): Yes (12 hrs) Yes (14 hrs) Warrant 1 Satisfied? Yes Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 420 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 630 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 0% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 142 332 3 29 474 29 7:00 601 556 10 69 1157 69 8:00 361 585 6 64 946 64 9:00 328 520 6 45 848 45 10:00 429 496 9 33 925 33 11:00 517 509 9 41 1026 41 12:00 603 488 16 39 1091 39 13:00 618 517 12 27 1135 27 14:00 715 528 12 29 1243 29 15:00 706 528 14 33 1234 33 16:00 842 491 12 62 1333 62 17:00 744 669 18 61 1413 61 18:00 733 468 12 103 1201 103 19:00 582 300 20 116 882 116 20:00 497 266 11 93 763 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 8418 7253 170 844 15671 844 Condition A - Minimum Vehicular Volume (70% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): No (7 hrs) Combination of Conditions A & B (56% Columns): No (3 hrs) Yes (8 hrs) Warrant 1 Satisfied? No Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 630 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Major Street Total > 420 and Higher Minor Street Total > 105 for 8 hours? Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 50% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 142 332 33 29 474 33 7:00 601 556 83 69 1157 83 8:00 361 585 69 64 946 69 9:00 328 520 42 45 848 45 10:00 429 496 52 33 925 52 11:00 517 509 61 41 1026 61 12:00 603 488 81 39 1091 81 13:00 618 517 73 27 1135 73 14:00 715 528 44 29 1243 44 15:00 706 528 65 33 1234 65 16:00 842 491 63 62 1333 63 17:00 744 669 84 61 1413 84 18:00 733 468 69 103 1201 103 19:00 582 300 75 116 882 116 20:00 497 266 40 93 763 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 8418 7253 934 844 15671 1065 Condition A - Minimum Vehicular Volume (70% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (11 hrs) Combination of Conditions A & B (56% Columns): No (4 hrs) Yes (14 hrs) Warrant 1 Satisfied? Yes Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 630 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Major Street Total > 420 and Higher Minor Street Total > 105 for 8 hours? Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 100% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 142 332 63 29 474 63 7:00 601 556 155 69 1157 155 8:00 361 585 135 64 946 135 9:00 328 520 79 45 848 79 10:00 429 496 93 33 925 93 11:00 517 509 113 41 1026 113 12:00 603 488 145 39 1091 145 13:00 618 517 133 27 1135 133 14:00 715 528 73 29 1243 73 15:00 706 528 117 33 1234 117 16:00 842 491 115 62 1333 115 17:00 744 669 150 61 1413 150 18:00 733 468 125 103 1201 125 19:00 582 300 127 116 882 127 20:00 497 266 67 93 763 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 8418 7253 1690 844 15671 1716 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? Yes (14 hrs) Warrant 2 Satisfied? Yes Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 0% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 142 332 3 29 474 29 7:00 601 556 10 69 1157 69 8:00 361 585 6 64 946 64 9:00 328 520 6 45 848 45 10:00 429 496 9 33 925 33 11:00 517 509 9 41 1026 41 12:00 603 488 16 39 1091 39 13:00 618 517 12 27 1135 27 14:00 715 528 12 29 1243 29 15:00 706 528 14 33 1234 33 16:00 842 491 12 62 1333 62 17:00 744 669 18 61 1413 61 18:00 733 468 12 103 1201 103 19:00 582 300 20 116 882 116 20:00 497 266 11 93 763 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 8418 7253 170 844 15671 844 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? Yes (7 hrs) Warrant 2 Satisfied? Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 50% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 142 332 33 29 474 33 7:00 601 556 83 69 1157 83 8:00 361 585 69 64 946 69 9:00 328 520 42 45 848 45 10:00 429 496 52 33 925 52 11:00 517 509 61 41 1026 61 12:00 603 488 81 39 1091 81 13:00 618 517 73 27 1135 73 14:00 715 528 44 29 1243 44 15:00 706 528 65 33 1234 65 16:00 842 491 63 62 1333 63 17:00 744 669 84 61 1413 84 18:00 733 468 69 103 1201 103 19:00 582 300 75 116 882 116 20:00 497 266 40 93 763 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 8418 7253 934 844 15671 1065 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? Yes (11 hrs) Warrant 2 Satisfied? Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 100% Right Turns Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? No (0.98) High minor approach volume > 100 for peak hour? Yes (150) Total entering volume > 800 for peak hour? Yes (1624) Category A warrant satisfied? No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? Yes Warrant 3 Satisfied? Yes Total Volume of Major Approaches (vehs) 1413 High Minor Approach Volume (vehs) 150 Total Entering Volume (vehs) 1624 Total Entering Volume (vehs) 1381 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 0.98 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 1.21 Total Volume of Major Approaches (vehs) 1157 High Minor Approach Volume (vehs) 69 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 0% Right Turns Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? No (1.40) High minor approach volume > 100 for peak hour? No (61) Total entering volume > 800 for peak hour? Yes (1492) Category A warrant satisfied? No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? No Warrant 3 Satisfied? No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.78 Total Volume of Major Approaches (vehs) 1157 High Minor Approach Volume (vehs) 69 Total Entering Volume (vehs) 1236 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 1.40 Total Volume of Major Approaches (vehs) 1413 High Minor Approach Volume (vehs) 61 Total Entering Volume (vehs) 1492 X Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 50% Right Turns Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? No (0.60) High minor approach volume > 100 for peak hour? No (84) Total entering volume > 800 for peak hour? Yes (1558) Category A warrant satisfied? No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? Yes Warrant 3 Satisfied? Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.95 Total Volume of Major Approaches (vehs) 1157 High Minor Approach Volume (vehs) 69 Total Entering Volume (vehs) 1309 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 0.60 Total Volume of Major Approaches (vehs) 1413 High Minor Approach Volume (vehs) 84 Total Entering Volume (vehs) 1558 X Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 9/2/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 141 46 65 299 65 7:00 359 291 130 98 650 130 8:00 263 310 86 107 573 107 9:00 304 201 86 83 505 86 10:00 396 316 91 103 712 103 11:00 349 295 117 108 644 117 12:00 474 375 112 114 849 114 13:00 414 359 96 114 773 114 14:00 380 365 100 108 745 108 15:00 480 361 127 136 841 136 16:00 509 455 130 126 964 130 17:00 589 519 179 188 1108 188 18:00 421 369 144 126 790 144 19:00 265 236 91 93 501 93 20:00 168 185 72 85 353 85 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 5529 4778 1607 1654 10307 1720 Condition A - Minimum Vehicular Volume (100% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (100% Columns): No (6 hrs) Combination of Conditions A & B (80% Columns): No (5 hrs) Yes (10 hrs) Warrant 1 Satisfied? No Major Street Total > 500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total >750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 141 46 65 299 65 7:00 359 291 130 98 650 130 8:00 263 310 86 107 573 107 9:00 304 201 86 83 505 86 10:00 396 316 91 103 712 103 11:00 349 295 117 108 644 117 12:00 474 375 112 114 849 114 13:00 414 359 96 114 773 114 14:00 380 365 100 108 745 108 15:00 480 361 127 136 841 136 16:00 509 455 130 126 964 130 17:00 589 519 179 188 1108 188 18:00 421 369 144 126 790 144 19:00 265 236 91 93 501 93 20:00 168 185 72 85 353 85 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 5529 4778 1607 1654 10307 1720 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)? No (2 hrs) Warrant 2 Satisfied? No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) Category A: Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs? Yes (45.35) High minor approach volume > 100 for peak hour? Yes (188) Total entering volume > 800 for peak hour? Yes (1475) Category A warrant satisfied? Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)? Yes Warrant 3 Satisfied? Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.79 Total Volume of Major Approaches (vehs) 650 High Minor Approach Volume (vehs) 130 Total Entering Volume (vehs) 878 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 45.35 Total Volume of Major Approaches (vehs) 1108 High Minor Approach Volume (vehs) 188 Total Entering Volume (vehs) 1475 Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing A P P E N D I X F CAPACITY CALCULATIONS – FULL BUILDOUT (2040) – IMPROVED MOVEMENT SUMMARY Site: 101 [Valley Center & Davis AM] Valley Center & Davis AM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of Queue Mov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 190 3.0 0.260 7.9 LOS A 1.1 28.8 0.62 0.61 0.62 31.3 18 R2 1 3.0 0.260 7.9 LOS A 1.1 28.8 0.62 0.61 0.62 30.4 Approach 191 3.0 0.260 7.9 LOS A 1.1 28.8 0.62 0.61 0.62 31.2 East: E Valley Center Rd 1 L2 11 3.0 0.181 4.9 LOS A 0.8 21.5 0.37 0.24 0.37 35.2 6 T1 188 3.0 0.181 4.9 LOS A 0.8 21.5 0.37 0.24 0.37 35.1 Approach 199 3.0 0.181 4.9 LOS A 0.8 21.5 0.37 0.24 0.37 35.1 West: E Valley Center Rd 2 T1 572 3.0 0.576 9.2 LOS A 5.2 134.2 0.14 0.03 0.14 33.1 12 R2 191 3.0 0.576 9.2 LOS A 5.2 134.2 0.14 0.03 0.14 32.1 Approach 763 3.0 0.576 9.2 LOS A 5.2 134.2 0.14 0.03 0.14 32.8 All Vehicles 1153 3.0 0.576 8.3 LOS A 5.2 134.2 0.26 0.16 0.26 32.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000 -2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 2:58:26 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 MOVEMENT SUMMARY Site: 101 [Valley Center & Davis PM] Valley Center & Davis PM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of Queue Mov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 359 3.0 0.446 9.7 LOS A 2.7 69.1 0.65 0.65 0.75 30.6 18 R2 26 3.0 0.446 9.7 LOS A 2.7 69.1 0.65 0.65 0.75 29.8 Approach 385 3.0 0.446 9.7 LOS A 2.7 69.1 0.65 0.65 0.75 30.6 East: E Valley Center Rd 1 L2 7 3.0 0.715 16.7 LOS C 10.6 270.1 0.83 1.06 1.51 29.9 6 T1 651 3.0 0.715 16.7 LOS C 10.6 270.1 0.83 1.06 1.51 29.8 Approach 658 3.0 0.715 16.7 LOS C 10.6 270.1 0.83 1.06 1.51 29.8 West: E Valley Center Rd 2 T1 418 3.0 0.469 7.4 LOS A 3.5 89.2 0.08 0.02 0.08 33.9 12 R2 205 3.0 0.469 7.4 LOS A 3.5 89.2 0.08 0.02 0.08 33.0 Approach 624 3.0 0.469 7.4 LOS A 3.5 89.2 0.08 0.02 0.08 33.6 All Vehicles 1666 3.0 0.715 11.6 LOS B 10.6 270.1 0.51 0.58 0.80 31.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000 -2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:02:51 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 526 176 10 173 175 0 Future Volume (veh/h) 526 176 10 173 175 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1750 Adj Flow Rate, veh/h 572 191 11 188 131879664 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh/h 702 234 124 943 9999 9999 Arrive On Green 0.57 0.57 0.57 0.57 0.14 0.14 Sat Flow, veh/h 1236 413 26 16604068826726434674479104 Grp Volume(v), veh/h 0 763 199 0 131879664 2 Grp Sat Flow(s),veh/h/ln 0 1648 1686 0 1641 1483 Q Serve(g_s), s 0.0 12.9 0.0 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 12.9 2.0 0.0 0.1 0.0 Prop In Lane 0.25 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 0 937 1067 0 5856214016 4990656512 V/C Ratio(X) 0.00 0.81 0.19 0.00 0.02 0.00 Avail Cap(c_a), veh/h 0 1708 1814 01639739904013973839872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 6.0 3.7 0.0 12.8 0.0 Incr Delay (d2), s/veh 0.0 1.8 0.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.7 0.1 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.8 3.7 0.0 12.8 0.0 LnGrp LOS A A A A B A Approach Vol, veh/h 763 199 131879664 Approach Delay, s/veh 7.8 3.7 12.8 Approach LOS A A B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 10.0 24.7 24.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 36.0 36.0 Max Q Clear Time (g_c+I1), s 2.1 14.9 4.0 Green Ext Time (p_c), s 0.3 4.8 1.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Queues 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL Lane Group Flow (vph) 763 199 190 v/c Ratio 0.67 0.18 0.52 Control Delay 11.4 5.7 24.9 Queue Delay 0.0 0.0 0.0 Total Delay 11.4 5.7 24.9 Queue Length 50th (ft) 135 24 49 Queue Length 95th (ft) 297 54 115 Internal Link Dist (ft) 1620 1709 1035 Turn Bay Length (ft) Base Capacity (vph) 1234 1216 498 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.62 0.16 0.38 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 385 189 6 599 330 24 Future Volume (veh/h) 385 189 6 599 330 24 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1750 1750 Adj Flow Rate, veh/h 418 205 7 651 359 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 495 243 96 765 437 32 Arrive On Green 0.45 0.45 0.45 0.45 0.29 0.29 Sat Flow, veh/h 1091 535 5 1685 1513 110 Grp Volume(v), veh/h 0 623 658 0 386 0 Grp Sat Flow(s),veh/h/ln 0 1626 1689 0 1627 0 Q Serve(g_s), s 0.0 13.2 0.4 0.0 8.6 0.0 Cycle Q Clear(g_c), s 0.0 13.2 13.6 0.0 8.6 0.0 Prop In Lane 0.33 0.01 0.93 0.07 Lane Grp Cap(c), veh/h 0 738 860 0 470 0 V/C Ratio(X) 0.00 0.84 0.76 0.00 0.82 0.00 Avail Cap(c_a), veh/h 0 922 1052 0 754 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 9.4 9.4 0.0 12.9 0.0 Incr Delay (d2), s/veh 0.0 6.0 2.7 0.0 4.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.1 2.7 0.0 3.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.4 12.1 0.0 16.8 0.0 LnGrp LOS A B B A B A Approach Vol, veh/h 623 658 386 Approach Delay, s/veh 15.4 12.1 16.8 Approach LOS B B B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 16.2 22.6 22.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 10.6 15.2 15.6 Green Ext Time (p_c), s 0.8 2.1 2.0 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Queues 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL Lane Group Flow (vph) 623 658 385 v/c Ratio 0.79 0.84 0.73 Control Delay 20.6 25.4 23.1 Queue Delay 0.0 0.0 0.0 Total Delay 20.6 25.4 23.1 Queue Length 50th (ft) 121 149 89 Queue Length 95th (ft) #308 #345 #168 Internal Link Dist (ft) 1620 1709 1035 Turn Bay Length (ft) Base Capacity (vph) 828 827 650 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.75 0.80 0.59 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. MOVEMENT SUMMARY Site: 101 [Valley Center & 27th AM (Site Folder: General)] 27th & Valley Center AM Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: N 27th Ave 3 L2 39 3.0 42 3.0 0.095 5.7 LOS A 0.4 9.6 0.55 0.48 0.55 33.2 18 R2 28 3.0 30 3.0 0.095 5.7 LOS A 0.4 9.6 0.55 0.48 0.55 32.2 Approach 67 3.0 73 3.0 0.095 5.7 LOS A 0.4 9.6 0.55 0.48 0.55 32.8 East: E Valley Center Rd 1 L2 77 3.0 84 3.0 0.393 6.6 LOS A 2.5 64.1 0.21 0.08 0.21 34.0 6 T1 386 3.0 420 3.0 0.393 6.6 LOS A 2.5 64.1 0.21 0.08 0.21 33.9 Approach 463 3.0 503 3.0 0.393 6.6 LOS A 2.5 64.1 0.21 0.08 0.21 33.9 West: E Valley Center Rd 2 T1 489 3.0 532 3.0 0.485 8.1 LOS A 3.4 87.7 0.35 0.18 0.35 33.6 12 R2 58 3.0 63 3.0 0.485 8.1 LOS A 3.4 87.7 0.35 0.18 0.35 32.7 Approach 547 3.0 595 3.0 0.485 8.1 LOS A 3.4 87.7 0.35 0.18 0.35 33.5 All Vehicles 1077 3.0 1171 3.0 0.485 7.3 LOS A 3.4 87.7 0.31 0.16 0.31 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000 -2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, September 1, 2020 5:08:30 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\Sept 2020\Roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Valley Center & 27th PM (Site Folder: General)] 27th & Valley Center PM Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: N 27th Ave 3 L2 195 3.0 212 3.0 0.404 10.2 LOS B 2.2 55.5 0.68 0.73 0.82 30.9 18 R2 76 3.0 83 3.0 0.404 10.2 LOS B 2.2 55.5 0.68 0.73 0.82 30.0 Approach 271 3.0 295 3.0 0.404 10.2 LOS B 2.2 55.5 0.68 0.73 0.82 30.6 East: E Valley Center Rd 1 L2 51 3.0 55 3.0 0.505 9.3 LOS A 3.3 83.8 0.55 0.41 0.55 32.9 6 T1 447 3.0 486 3.0 0.505 9.3 LOS A 3.3 83.8 0.55 0.41 0.55 32.8 Approach 498 3.0 541 3.0 0.505 9.3 LOS A 3.3 83.8 0.55 0.41 0.55 32.8 West: E Valley Center Rd 2 T1 532 3.0 578 3.0 0.498 8.1 LOS A 3.7 94.7 0.29 0.13 0.29 33.6 12 R2 47 3.0 51 3.0 0.498 8.1 LOS A 3.7 94.7 0.29 0.13 0.29 32.7 Approach 579 3.0 629 3.0 0.498 8.1 LOS A 3.7 94.7 0.29 0.13 0.29 33.5 All Vehicles 1348 3.0 1465 3.0 0.505 9.0 LOS A 3.7 94.7 0.47 0.36 0.49 32.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000 -2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, September 1, 2020 5:12:04 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\Sept 2020\Roundabouts.sip9 HCM 6th Signalized Intersection Summary 3: N 27th Ave & E Valley Center Dr 09/02/2020 Year 2040 AM Peak 09/02/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 489 58 77 386 39 28 Future Volume (veh/h) 489 58 77 386 39 28 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 532 63 84 420 42 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 801 95 508 913 128 114 Arrive On Green 0.53 0.53 0.53 0.53 0.08 0.08 Sat Flow, veh/h 1511 179 823 1723 1641 1460 Grp Volume(v), veh/h 0 595 84 420 42 30 Grp Sat Flow(s),veh/h/ln 0 1690 823 1723 1641 1460 Q Serve(g_s), s 0.0 6.5 2.1 3.9 0.6 0.5 Cycle Q Clear(g_c), s 0.0 6.5 8.6 3.9 0.6 0.5 Prop In Lane 0.11 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 896 508 913 128 114 V/C Ratio(X) 0.00 0.66 0.17 0.46 0.33 0.26 Avail Cap(c_a), veh/h 0 2650 1361 2700 643 572 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 4.4 7.5 3.7 11.1 11.1 Incr Delay (d2), s/veh 0.0 0.9 0.2 0.4 1.5 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.1 0.1 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.2 7.6 4.1 12.6 12.3 LnGrp LOS A A A A B B Approach Vol, veh/h 595 504 72 Approach Delay, s/veh 5.2 4.7 12.5 Approach LOS A A B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 7.0 18.5 18.5 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 2.6 8.5 10.6 Green Ext Time (p_c), s 0.1 3.7 2.9 Intersection Summary HCM 6th Ctrl Delay 5.4 HCM 6th LOS A Queues 3: N 27th Ave & E Valley Center Dr 09/02/2020 Year 2040 AM Peak 09/02/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 595 84 420 42 30 v/c Ratio 0.45 0.15 0.31 0.15 0.11 Control Delay 5.2 4.4 4.2 18.7 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.2 4.4 4.2 18.7 9.1 Queue Length 50th (ft) 65 7 42 11 0 Queue Length 95th (ft) 141 23 88 31 17 Internal Link Dist (ft) 1532 1705 1249 Turn Bay Length (ft) 400 100 Base Capacity (vph) 1519 633 1538 433 409 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.39 0.13 0.27 0.10 0.07 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 27th Ave & E Valley Center Dr 09/02/2020 Year 2040 PM Peak 09/02/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 532 47 51 447 195 76 Future Volume (veh/h) 532 47 51 447 195 76 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 578 51 55 486 212 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 784 69 389 866 310 276 Arrive On Green 0.50 0.50 0.50 0.50 0.19 0.19 Sat Flow, veh/h 1560 138 797 1723 1641 1460 Grp Volume(v), veh/h 0 629 55 486 212 83 Grp Sat Flow(s),veh/h/ln 0 1698 797 1723 1641 1460 Q Serve(g_s), s 0.0 9.5 1.9 6.3 3.9 1.6 Cycle Q Clear(g_c), s 0.0 9.5 11.4 6.3 3.9 1.6 Prop In Lane 0.08 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 853 389 866 310 276 V/C Ratio(X) 0.00 0.74 0.14 0.56 0.68 0.30 Avail Cap(c_a), veh/h 0 1727 799 1753 860 765 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 6.4 10.9 5.6 12.2 11.3 Incr Delay (d2), s/veh 0.0 1.3 0.2 0.6 2.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.0 0.2 0.6 1.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.6 11.0 6.2 14.9 11.9 LnGrp LOS A A B A B B Approach Vol, veh/h 629 541 295 Approach Delay, s/veh 7.6 6.7 14.1 Approach LOS A A B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 11.1 21.3 21.3 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 33.0 33.0 Max Q Clear Time (g_c+I1), s 5.9 11.5 13.4 Green Ext Time (p_c), s 0.7 3.7 2.9 Intersection Summary HCM 6th Ctrl Delay 8.6 HCM 6th LOS A Queues 3: N 27th Ave & E Valley Center Dr 09/02/2020 Year 2040 PM Peak 09/02/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 629 55 486 212 83 v/c Ratio 0.69 0.19 0.53 0.53 0.20 Control Delay 13.3 8.4 10.2 21.0 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 8.4 10.2 21.0 5.9 Queue Length 50th (ft) 100 6 70 42 0 Queue Length 95th (ft) 247 26 168 118 26 Internal Link Dist (ft) 1532 1705 1249 Turn Bay Length (ft) 400 100 Base Capacity (vph) 1252 397 1262 618 604 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.50 0.14 0.39 0.34 0.14 Intersection Summary MOVEMENT SUMMARY Site: 101 [Catamount & Valley Center AM (Site Folder: General)] Catamount & Valley Center AM Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: E Valley Center Rd 3 L2 86 3.0 93 3.0 0.246 4.9 LOS A 1.2 29.5 0.08 0.02 0.08 34.6 8 T1 514 3.0 559 3.0 0.246 4.8 LOS A 1.2 29.5 0.07 0.02 0.07 35.0 18 R2 1 3.0 1 3.0 0.246 4.7 LOS A 1.1 28.7 0.07 0.02 0.07 34.3 Approach 601 3.0 653 3.0 0.246 4.8 LOS A 1.2 29.5 0.07 0.02 0.07 35.0 East: Catamount St 1 L2 65 3.0 71 3.0 0.097 5.6 LOS A 0.3 8.6 0.53 0.49 0.53 32.5 6 T1 1 3.0 1 3.0 0.097 5.6 LOS A 0.3 8.6 0.53 0.49 0.53 32.4 16 R2 3 3.0 3 3.0 0.097 5.6 LOS A 0.3 8.6 0.53 0.49 0.53 31.5 Approach 69 3.0 75 3.0 0.097 5.6 LOS A 0.3 8.6 0.53 0.49 0.53 32.4 North: E Valley Center Rd 7 L2 1 3.0 1 3.0 0.262 5.7 LOS A 1.2 30.3 0.34 0.22 0.34 35.0 4 T1 546 3.0 593 3.0 0.262 5.5 LOS A 1.2 30.3 0.33 0.21 0.33 35.0 14 R2 10 3.0 11 3.0 0.262 5.4 LOS A 1.2 29.6 0.32 0.20 0.32 33.9 Approach 557 3.0 605 3.0 0.262 5.5 LOS A 1.2 30.3 0.33 0.21 0.33 35.0 West: Catamount St 5 L2 9 3.0 10 3.0 0.219 7.1 LOS A 0.8 20.9 0.57 0.57 0.57 34.1 2 T1 1 3.0 1 3.0 0.219 7.1 LOS A 0.8 20.9 0.57 0.57 0.57 34.0 12 R2 145 3.0 158 3.0 0.219 7.1 LOS A 0.8 20.9 0.57 0.57 0.57 33.0 Approach 155 3.0 168 3.0 0.219 7.1 LOS A 0.8 20.9 0.57 0.57 0.57 33.0 All Vehicles 1382 3.0 1502 3.0 0.262 5.4 LOS A 1.2 30.3 0.26 0.18 0.26 34.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000 -2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, September 1, 2020 5:14:42 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\Sept 2020\Roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Catamount & Valley Center PM (Site Folder: General)] Catamount & Valley Center PM Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: E Valley Center Rd 3 L2 137 3.0 149 3.0 0.310 5.7 LOS A 1.6 40.2 0.15 0.05 0.15 33.9 8 T1 539 3.0 586 3.0 0.310 5.5 LOS A 1.6 40.2 0.15 0.05 0.15 34.5 18 R2 68 3.0 74 3.0 0.310 5.5 LOS A 1.5 39.1 0.14 0.05 0.14 33.9 Approach 744 3.0 809 3.0 0.310 5.6 LOS A 1.6 40.2 0.15 0.05 0.15 34.4 East: Catamount St 1 L2 47 3.0 51 3.0 0.092 6.0 LOS A 0.3 8.1 0.55 0.53 0.55 32.7 6 T1 3 3.0 3 3.0 0.092 6.0 LOS A 0.3 8.1 0.55 0.53 0.55 32.7 16 R2 11 3.0 12 3.0 0.092 6.0 LOS A 0.3 8.1 0.55 0.53 0.55 31.8 Approach 61 3.0 66 3.0 0.092 6.0 LOS A 0.3 8.1 0.55 0.53 0.55 32.6 North: E Valley Center Rd 7 L2 14 3.0 15 3.0 0.325 6.6 LOS A 1.6 39.7 0.40 0.28 0.40 34.4 4 T1 642 3.0 698 3.0 0.325 6.4 LOS A 1.6 39.7 0.39 0.27 0.39 34.5 14 R2 13 3.0 14 3.0 0.325 6.2 LOS A 1.5 38.9 0.38 0.27 0.38 33.5 Approach 669 3.0 727 3.0 0.325 6.4 LOS A 1.6 39.7 0.39 0.27 0.39 34.5 West: Catamount St 5 L2 10 3.0 11 3.0 0.231 7.8 LOS A 0.8 21.7 0.60 0.60 0.60 33.7 2 T1 8 3.0 9 3.0 0.231 7.8 LOS A 0.8 21.7 0.60 0.60 0.60 33.6 12 R2 132 3.0 143 3.0 0.231 7.8 LOS A 0.8 21.7 0.60 0.60 0.60 32.6 Approach 150 3.0 163 3.0 0.231 7.8 LOS A 0.8 21.7 0.60 0.60 0.60 32.7 All Vehicles 1624 3.0 1765 3.0 0.325 6.1 LOS A 1.6 40.2 0.31 0.21 0.31 34.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000 -2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, September 1, 2020 5:16:07 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\Sept 2020\Roundabouts.sip9 HCM 6th Signalized Intersection Summary 3: E Valley Center Dr & Catamount Street 09/02/2020 Year 2040 AM Peak 09/02/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 1 145 65 1 3 86 514 1 0 546 10 Future Volume (veh/h) 9 1 145 65 1 3 86 514 1 0 546 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 10 1 158 71 1 3 93 559 1 0 593 11 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 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 157 8 242 514 11 11 533 1458 3 279 1430 27 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.44 0.44 0.44 0.00 0.44 0.44 Sat Flow, veh/h 51 44 1370 1367 60 59 816 3352 6 850 3287 61 Grp Volume(v), veh/h 169 0 0 75 0 0 93 273 287 0 295 309 Grp Sat Flow(s),veh/h/ln 1465 0 0 1487 0 0 816 1637 1722 850 1637 1712 Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 0.0 2.3 2.9 2.9 0.0 3.2 3.2 Cycle Q Clear(g_c), s 2.8 0.0 0.0 1.0 0.0 0.0 5.5 2.9 2.9 0.0 3.2 3.2 Prop In Lane 0.06 0.93 0.95 0.04 1.00 0.00 1.00 0.04 Lane Grp Cap(c), veh/h 407 0 0 535 0 0 533 712 749 279 712 745 V/C Ratio(X) 0.42 0.00 0.00 0.14 0.00 0.00 0.17 0.38 0.38 0.00 0.41 0.41 Avail Cap(c_a), veh/h 1112 0 0 1134 0 0 1223 2096 2205 998 2096 2193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 9.9 0.0 0.0 9.1 0.0 0.0 6.9 4.9 4.9 0.0 5.0 5.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.1 0.0 0.0 0.2 0.3 0.3 0.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 0.3 0.0 0.0 0.2 0.2 0.2 0.0 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.5 0.0 0.0 9.3 0.0 0.0 7.1 5.3 5.3 0.0 5.4 5.4 LnGrp LOS B A A A A A A A A A A A Approach Vol, veh/h 169 75 653 604 Approach Delay, s/veh 10.5 9.3 5.5 5.4 Approach LOS B A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 16.2 9.6 16.2 9.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 33.0 17.0 33.0 17.0 Max Q Clear Time (g_c+I1), s 7.5 4.8 5.2 3.0 Green Ext Time (p_c), s 3.7 0.8 3.4 0.3 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Queues 3: E Valley Center Dr & Catamount Street 09/02/2020 Year 2040 AM Peak 09/02/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL NBT SBT Lane Group Flow (vph) 169 75 93 560 604 v/c Ratio 0.36 0.22 0.24 0.32 0.34 Control Delay 5.3 11.2 8.1 6.3 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.3 11.2 8.1 6.3 6.4 Queue Length 50th (ft) 1 8 8 27 29 Queue Length 95th (ft) 30 32 31 58 62 Internal Link Dist (ft) 870 500 924 931 Turn Bay Length (ft) 300 Base Capacity (vph) 896 816 708 3182 3172 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.09 0.13 0.18 0.19 Intersection Summary HCM 6th Signalized Intersection Summary 3: E Valley Center Dr & Catamount Street 09/02/2020 Year 2040 PM Peak 09/02/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 8 132 47 3 11 137 539 68 14 642 13 Future Volume (veh/h) 10 8 132 47 3 11 137 539 68 14 642 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 11 9 143 51 3 12 149 586 74 15 698 14 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 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 134 20 207 372 35 44 518 1510 190 539 1694 34 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.52 0.52 0.52 0.52 0.52 0.52 Sat Flow, veh/h 58 123 1295 1033 219 278 738 2924 368 774 3282 66 Grp Volume(v), veh/h 163 0 0 66 0 0 149 327 333 15 348 364 Grp Sat Flow(s),veh/h/ln 1476 0 0 1530 0 0 738 1637 1656 774 1637 1711 Q Serve(g_s), s 1.2 0.0 0.0 0.0 0.0 0.0 4.8 3.7 3.8 0.4 4.0 4.0 Cycle Q Clear(g_c), s 3.2 0.0 0.0 1.1 0.0 0.0 8.8 3.7 3.8 4.1 4.0 4.0 Prop In Lane 0.07 0.88 0.77 0.18 1.00 0.22 1.00 0.04 Lane Grp Cap(c), veh/h 360 0 0 451 0 0 518 845 855 539 845 883 V/C Ratio(X) 0.45 0.00 0.00 0.15 0.00 0.00 0.29 0.39 0.39 0.03 0.41 0.41 Avail Cap(c_a), veh/h 744 0 0 788 0 0 1021 1962 1986 1068 1962 2051 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.2 0.0 0.0 11.3 0.0 0.0 7.3 4.5 4.5 5.8 4.6 4.6 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.1 0.0 0.0 0.3 0.3 0.3 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 0.3 0.0 0.0 0.4 0.3 0.3 0.0 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.1 0.0 0.0 11.5 0.0 0.0 7.6 4.8 4.8 5.8 4.9 4.9 LnGrp LOS B A A B A A A A A A A A Approach Vol, veh/h 163 66 809 727 Approach Delay, s/veh 13.1 11.5 5.3 4.9 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 20.9 9.9 20.9 9.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 37.0 13.0 37.0 13.0 Max Q Clear Time (g_c+I1), s 10.8 5.2 6.1 3.1 Green Ext Time (p_c), s 5.1 0.5 4.3 0.2 Intersection Summary HCM 6th Ctrl Delay 6.1 HCM 6th LOS A Queues 3: E Valley Center Dr & Catamount Street 09/02/2020 Year 2040 PM Peak 09/02/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 163 66 149 660 15 712 v/c Ratio 0.39 0.22 0.38 0.34 0.04 0.36 Control Delay 7.5 13.3 9.4 5.3 4.9 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 13.3 9.4 5.3 4.9 5.7 Queue Length 50th (ft) 2 7 14 30 1 35 Queue Length 95th (ft) 41 37 53 64 7 74 Internal Link Dist (ft) 870 500 924 931 Turn Bay Length (ft) 300 250 Base Capacity (vph) 661 551 624 3061 657 3103 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.12 0.24 0.22 0.02 0.23 Intersection Summary MOVEMENT SUMMARY Site: 101 [Davis & Cattail AM] Davis & Cattail AM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of Queue Mov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 1 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 34.5 8 T1 318 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 34.5 18 R2 71 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 33.5 Approach 390 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 34.3 East: Cattail St 1 L2 64 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 33.4 6 T1 30 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 33.4 16 R2 12 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 32.4 Approach 107 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 33.3 North: Davis Ln 7 L2 5 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 35.1 4 T1 266 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 35.0 14 R2 45 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 34.0 Approach 316 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 34.9 West: Cattail St 5 L2 78 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 33.6 2 T1 60 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 33.5 12 R2 3 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 32.6 Approach 141 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 33.5 All Vehicles 954 3.0 0.339 5.7 LOS A 1.9 48.2 0.37 0.24 0.37 34.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000 -2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:17:27 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 MOVEMENT SUMMARY Site: 101 [Davis & Cattail PM] Davis & Cattail PM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of Queue Mov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 9 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 32.4 8 T1 507 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 32.3 18 R2 125 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 31.4 Approach 640 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 32.1 East: Cattail St 1 L2 128 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 31.7 6 T1 63 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 31.7 16 R2 13 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 30.8 Approach 204 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 31.6 North: Davis Ln 7 L2 4 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 33.0 4 T1 451 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 32.9 14 R2 109 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 32.0 Approach 564 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 32.8 West: Cattail St 5 L2 111 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 32.2 2 T1 78 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 32.1 12 R2 5 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 31.3 Approach 195 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 32.1 All Vehicles 1603 3.0 0.586 9.7 LOS A 4.3 110.6 0.59 0.48 0.59 32.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000 -2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:19:25 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 HCM 6th Signalized Intersection Summary 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 55 3 59 28 11 1 293 65 5 245 41 Future Volume (veh/h) 72 55 3 59 28 11 1 293 65 5 245 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 78 60 3 64 30 12 1 318 71 5 266 45 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 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 371 195 8 388 147 39 143 513 114 148 537 90 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 659 856 33 701 646 172 1 1363 304 8 1427 238 Grp Volume(v), veh/h 141 0 0 106 0 0 390 0 0 316 0 0 Grp Sat Flow(s),veh/h/ln 1548 0 0 1519 0 0 1667 0 0 1674 0 0 Q Serve(g_s), s 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.8 0.0 0.0 1.3 0.0 0.0 4.8 0.0 0.0 3.7 0.0 0.0 Prop In Lane 0.55 0.02 0.60 0.11 0.00 0.18 0.02 0.14 Lane Grp Cap(c), veh/h 574 0 0 575 0 0 771 0 0 775 0 0 V/C Ratio(X) 0.25 0.00 0.00 0.18 0.00 0.00 0.51 0.00 0.00 0.41 0.00 0.00 Avail Cap(c_a), veh/h 1240 0 0 1216 0 0 2317 0 0 2317 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 0.0 8.0 0.0 0.0 6.4 0.0 0.0 6.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.2 0.0 0.0 0.5 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.3 0.0 0.0 1.0 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.4 0.0 0.0 8.2 0.0 0.0 6.9 0.0 0.0 6.4 0.0 0.0 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 141 106 390 316 Approach Delay, s/veh 8.4 8.2 6.9 6.4 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 14.5 10.8 14.5 10.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 33.0 17.0 33.0 17.0 Max Q Clear Time (g_c+I1), s 6.8 3.8 5.7 3.3 Green Ext Time (p_c), s 2.7 0.6 2.1 0.4 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Queues 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 141 106 390 316 v/c Ratio 0.36 0.28 0.35 0.28 Control Delay 13.3 11.6 7.0 6.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.3 11.6 7.0 6.5 Queue Length 50th (ft) 17 11 40 31 Queue Length 95th (ft) 63 47 110 87 Internal Link Dist (ft) 1350 1715 939 893 Turn Bay Length (ft) Base Capacity (vph) 752 732 1558 1559 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.19 0.14 0.25 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 72 5 118 58 12 8 466 115 4 415 100 Future Volume (veh/h) 102 72 5 118 58 12 8 466 115 4 415 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 111 78 5 128 63 13 9 507 125 4 451 109 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 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 323 150 8 347 114 20 110 677 165 107 682 164 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.51 0.51 0.51 0.51 0.51 0.51 Sat Flow, veh/h 793 754 41 887 572 99 6 1328 323 3 1338 321 Grp Volume(v), veh/h 194 0 0 204 0 0 641 0 0 564 0 0 Grp Sat Flow(s),veh/h/ln 1587 0 0 1558 0 0 1658 0 0 1662 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.6 0.0 0.0 3.9 0.0 0.0 10.6 0.0 0.0 8.6 0.0 0.0 Prop In Lane 0.57 0.03 0.63 0.06 0.01 0.20 0.01 0.19 Lane Grp Cap(c), veh/h 481 0 0 481 0 0 952 0 0 953 0 0 V/C Ratio(X) 0.40 0.00 0.00 0.42 0.00 0.00 0.67 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 828 0 0 820 0 0 1786 0 0 1792 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 0.0 12.5 0.0 0.0 6.7 0.0 0.0 6.2 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.6 0.0 0.0 0.8 0.0 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 1.2 0.0 0.0 2.3 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.0 0.0 0.0 13.1 0.0 0.0 7.6 0.0 0.0 6.8 0.0 0.0 LnGrp LOS B A A B A A A A A A A A Approach Vol, veh/h 194 204 641 564 Approach Delay, s/veh 13.0 13.1 7.6 6.8 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 11.8 22.5 11.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 15.0 35.0 15.0 Max Q Clear Time (g_c+I1), s 12.6 5.6 10.6 5.9 Green Ext Time (p_c), s 5.0 0.7 4.3 0.8 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Queues 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 194 204 641 564 v/c Ratio 0.58 0.62 0.73 0.64 Control Delay 25.0 26.8 14.0 11.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 25.0 26.8 14.0 11.5 Queue Length 50th (ft) 44 46 115 93 Queue Length 95th (ft) #126 #144 228 183 Internal Link Dist (ft) 1350 1715 939 893 Turn Bay Length (ft) Base Capacity (vph) 435 428 1301 1306 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.48 0.49 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- AM Peak 09/02/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 10 269 6 21 63 154 1067 16 72 1275 14 Future Volume (veh/h) 70 10 269 6 21 63 154 1067 16 72 1275 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1736 1750 1750 1682 1736 1723 1654 1381 1723 1750 Adj Flow Rate, veh/h 76 11 292 7 23 68 167 1160 17 78 1386 15 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 0.92 Percent Heavy Veh, % 2 0 1 0 0 5 1 2 7 27 2 0 Cap, veh/h 294 352 443 262 62 185 237 1447 21 449 2357 26 Arrive On Green 0.05 0.20 0.20 0.01 0.16 0.16 0.10 0.30 0.30 0.27 0.49 0.49 Sat Flow, veh/h 1641 1750 1471 1667 390 1153 1654 4775 70 1316 4797 52 Grp Volume(v), veh/h 76 11 292 7 0 91 167 762 415 78 906 495 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1543 1654 1568 1710 1316 1568 1713 Q Serve(g_s), s 3.7 0.5 17.3 0.4 0.0 5.3 8.1 22.4 22.4 0.0 20.7 20.7 Cycle Q Clear(g_c), s 3.7 0.5 17.3 0.4 0.0 5.3 8.1 22.4 22.4 0.0 20.7 20.7 Prop In Lane 1.00 1.00 1.00 0.75 1.00 0.04 1.00 0.03 Lane Grp Cap(c), veh/h 294 352 443 262 0 247 237 950 518 449 1541 842 V/C Ratio(X) 0.26 0.03 0.66 0.03 0.00 0.37 0.71 0.80 0.80 0.17 0.59 0.59 Avail Cap(c_a), veh/h 294 525 588 330 0 463 237 1163 634 449 1541 842 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.65 0.65 0.65 Uniform Delay (d), s/veh 31.4 32.1 30.5 34.7 0.0 37.5 30.3 32.1 32.1 25.9 18.2 18.2 Incr Delay (d2), s/veh 0.5 0.0 1.7 0.0 0.0 0.9 9.1 7.1 12.4 0.1 1.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.2 6.3 0.1 0.0 2.1 3.7 9.0 10.6 1.3 7.1 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.8 32.1 32.2 34.7 0.0 38.4 39.4 39.2 44.5 26.0 19.3 20.2 LnGrp LOS C C C C A D D D D C B C Approach Vol, veh/h 379 98 1344 1479 Approach Delay, s/veh 32.1 38.1 40.8 19.9 Approach LOS C D D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 32.8 36.2 4.9 26.1 14.0 55.0 9.0 22.0 Change Period (Y+Rc), s 5.9 * 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 8.0 * 37 5.0 30.0 10.0 35.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 2.0 24.4 2.4 19.3 10.1 22.7 5.7 7.3 Green Ext Time (p_c), s 0.1 5.9 0.0 0.8 0.0 6.9 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 30.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- AM Peak 09/02/2020 Improvements Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 76 11 292 7 91 167 1177 78 1401 v/c Ratio 0.34 0.03 0.51 0.03 0.38 0.62 0.43 0.25 0.53 Control Delay 36.3 35.8 13.9 30.2 20.0 27.2 16.0 20.2 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.3 35.8 13.9 30.2 20.0 27.2 16.0 20.2 16.7 Queue Length 50th (ft) 39 6 55 3 13 59 191 24 221 Queue Length 95th (ft) 79 23 143 15 60 116 202 51 278 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 Base Capacity (vph) 221 525 587 236 497 281 2724 311 2642 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.02 0.50 0.03 0.18 0.59 0.43 0.25 0.53 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- PM Peak 09/02/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 20 447 13 54 100 384 1797 24 47 1368 37 Future Volume (veh/h) 81 20 447 13 54 100 384 1797 24 47 1368 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1736 1750 1750 1682 1736 1723 1654 1381 1723 1750 Adj Flow Rate, veh/h 88 22 486 14 59 109 417 1953 26 51 1487 40 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 0.92 Percent Heavy Veh, % 2 0 1 0 0 5 1 2 7 27 2 0 Cap, veh/h 287 438 674 289 123 228 405 2245 30 185 1696 46 Arrive On Green 0.04 0.25 0.25 0.02 0.22 0.22 0.21 0.47 0.47 0.17 0.72 0.72 Sat Flow, veh/h 1641 1750 1471 1667 550 1017 1654 4783 64 1316 4709 127 Grp Volume(v), veh/h 88 22 486 14 0 168 417 1280 699 51 990 537 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1567 1654 1568 1711 1316 1568 1700 Q Serve(g_s), s 4.9 1.1 30.0 0.8 0.0 11.2 25.0 43.9 44.0 0.0 28.7 28.7 Cycle Q Clear(g_c), s 4.9 1.1 30.0 0.8 0.0 11.2 25.0 43.9 44.0 0.0 28.7 28.7 Prop In Lane 1.00 1.00 1.00 0.65 1.00 0.04 1.00 0.07 Lane Grp Cap(c), veh/h 287 438 674 289 0 351 405 1472 803 185 1130 612 V/C Ratio(X) 0.31 0.05 0.72 0.05 0.00 0.48 1.03 0.87 0.87 0.28 0.88 0.88 Avail Cap(c_a), veh/h 287 438 674 332 0 392 405 1570 857 185 1130 612 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.66 0.66 0.66 Uniform Delay (d), s/veh 34.0 34.2 26.3 35.0 0.0 40.5 35.9 28.5 28.6 44.3 14.7 14.7 Incr Delay (d2), s/veh 0.6 0.0 3.8 0.1 0.0 1.0 52.9 7.3 12.4 0.5 6.7 11.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.5 11.9 0.3 0.0 4.5 15.6 17.0 19.7 1.3 5.6 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.6 34.2 30.0 35.1 0.0 41.5 88.8 35.8 41.0 44.8 21.4 26.2 LnGrp LOS C C C D A D F D D D C C Approach Vol, veh/h 596 182 2396 1578 Approach Delay, s/veh 30.9 41.0 46.5 23.8 Approach LOS C D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.9 62.2 5.9 36.0 29.0 49.1 9.0 32.9 Change Period (Y+Rc), s 5.9 * 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 * 60 5.0 30.0 25.0 40.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 2.0 46.0 2.8 32.0 27.0 30.7 6.9 13.2 Green Ext Time (p_c), s 0.0 10.4 0.0 0.0 0.0 6.1 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 36.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 3: N 19th Ave & Cattail Street 09/02/2020 Year 2040- PM Peak 09/02/2020 Improvements Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 88 22 486 14 168 417 1979 51 1527 v/c Ratio 0.54 0.08 0.61 0.06 0.72 0.76 0.67 0.37 0.84 Control Delay 53.0 43.8 18.6 36.1 45.2 36.4 17.0 30.6 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.0 43.8 18.6 36.1 45.2 36.4 17.0 30.6 23.2 Queue Length 50th (ft) 58 14 174 9 71 235 359 13 154 Queue Length 95th (ft) 99 39 298 25 139 #396 446 m20 #517 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 Base Capacity (vph) 162 437 800 232 438 550 2939 139 1814 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.05 0.61 0.06 0.38 0.76 0.67 0.37 0.84 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 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- AM Peak 09/02/2020 Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 614 0 451 3 1 28 229 726 3 14 1134 552 Future Volume (veh/h) 614 0 451 3 1 28 229 726 3 14 1134 552 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1709 1750 1750 1518 1504 1695 1750 1600 1709 1709 Adj Flow Rate, veh/h 667 0 490 3 1 30 249 789 3 15 1233 600 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 0.92 Percent Heavy Veh, % 3 0 3 0 0 17 18 4 0 11 3 3 Cap, veh/h 667 719 744 203 6 192 284 1768 7 195 1337 721 Arrive On Green 0.21 0.00 0.41 0.13 0.13 0.13 0.20 0.74 0.74 0.02 0.38 0.38 Sat Flow, veh/h 3158 1750 1448 921 48 1442 2779 4760 18 1524 4666 1448 Grp Volume(v), veh/h 667 0 490 3 0 31 249 511 281 15 1233 600 Grp Sat Flow(s),veh/h/ln 1579 1750 1448 921 0 1490 1390 1543 1692 1524 1555 1448 Q Serve(g_s), s 19.0 0.0 13.2 0.3 0.0 1.7 7.8 5.7 5.7 0.7 22.7 14.4 Cycle Q Clear(g_c), s 19.0 0.0 13.2 0.3 0.0 1.7 7.8 5.7 5.7 0.7 22.7 14.4 Prop In Lane 1.00 1.00 1.00 0.97 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 667 719 744 203 0 199 284 1146 629 195 1337 721 V/C Ratio(X) 1.00 0.00 0.66 0.01 0.00 0.16 0.88 0.45 0.45 0.08 0.92 0.83 Avail Cap(c_a), veh/h 667 719 744 203 0 199 284 1146 629 253 1348 724 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 0.0 16.1 33.9 0.0 34.5 35.2 8.0 8.0 26.3 26.9 4.6 Incr Delay (d2), s/veh 35.0 0.0 2.1 0.0 0.0 0.4 23.1 1.1 2.1 0.2 11.9 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 0.0 3.6 0.1 0.0 0.6 3.2 1.6 1.9 0.2 8.5 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.5 0.0 18.2 33.9 0.0 34.9 58.3 9.1 10.1 26.5 38.8 15.4 LnGrp LOS F A B C A C E A B C D B Approach Vol, veh/h 1157 34 1041 1848 Approach Delay, s/veh 48.4 34.8 21.2 31.1 Approach LOS D C C C Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 39.4 43.0 15.2 31.8 25.0 18.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 30.0 37.0 9.0 26.0 19.0 12.0 Max Q Clear Time (g_c+I1), s 2.7 7.7 15.2 9.8 24.7 21.0 3.7 Green Ext Time (p_c), s 0.0 4.9 1.7 0.0 1.1 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C Queues 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- AM Peak 09/02/2020 Improvements Synchro 10 Report Page 3 Lane Group EBL EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 667 490 3 31 249 792 15 1233 600 v/c Ratio 1.01 0.62 0.02 0.16 0.85 0.34 0.08 0.74 0.54 Control Delay 74.5 15.2 34.3 15.3 66.5 15.9 23.9 30.3 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.5 15.2 34.3 15.3 66.5 15.9 23.9 30.3 2.6 Queue Length 50th (ft) ~199 122 2 1 73 104 6 247 0 Queue Length 95th (ft) #314 210 10 26 #144 170 21 #336 24 Internal Link Dist (ft) 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 660 784 176 197 294 2346 183 1674 1105 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.63 0.02 0.16 0.85 0.34 0.08 0.74 0.54 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. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- PM Peak 09/02/2020 Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 828 4 527 23 11 31 462 1174 0 31 1035 722 Future Volume (veh/h) 828 4 527 23 11 31 462 1174 0 31 1035 722 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1736 1750 1750 1545 1736 1723 1750 1545 1709 1736 Adj Flow Rate, veh/h 900 4 573 25 12 34 502 1276 0 34 1125 785 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 0.92 Percent Heavy Veh, % 1 0 1 0 0 15 1 2 0 15 3 1 Cap, veh/h 970 578 858 100 19 54 811 2310 0 42 1244 760 Arrive On Green 0.25 0.33 0.33 0.05 0.05 0.05 0.51 0.98 0.00 0.04 0.35 0.35 Sat Flow, veh/h 3208 1750 1471 850 403 1142 3208 4858 0 1472 4666 1471 Grp Volume(v), veh/h 900 4 573 25 0 46 502 1276 0 34 1125 785 Grp Sat Flow(s),veh/h/ln 1604 1750 1471 850 0 1545 1604 1568 0 1472 1555 1471 Q Serve(g_s), s 30.0 0.2 1.6 3.5 0.0 3.5 13.5 1.3 0.0 2.8 27.5 17.5 Cycle Q Clear(g_c), s 30.0 0.2 1.6 3.5 0.0 3.5 13.5 1.3 0.0 2.8 27.5 17.5 Prop In Lane 1.00 1.00 1.00 0.74 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 970 578 858 100 0 73 811 2310 0 42 1244 760 V/C Ratio(X) 0.93 0.01 0.67 0.25 0.00 0.63 0.62 0.55 0.00 0.82 0.90 1.03 Avail Cap(c_a), veh/h 970 700 961 159 0 180 811 2310 0 86 1244 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.69 0.69 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.7 27.0 17.1 56.1 0.0 56.1 25.5 0.5 0.0 57.4 37.3 10.2 Incr Delay (d2), s/veh 14.6 0.0 1.5 1.3 0.0 8.7 1.0 0.7 0.0 30.6 10.9 41.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.0 0.1 10.7 0.8 0.0 1.5 4.1 0.3 0.0 1.4 10.7 17.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.4 27.0 18.6 57.4 0.0 64.8 26.5 1.2 0.0 88.0 48.2 51.5 LnGrp LOS D C B E A E C A A F D F Approach Vol, veh/h 1477 71 1778 1944 Approach Delay, s/veh 40.4 62.2 8.4 50.2 Approach LOS D E A D Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.4 64.9 45.7 36.3 38.0 34.0 11.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 7.0 47.0 48.0 22.0 32.0 30.0 14.0 Max Q Clear Time (g_c+I1), s 4.8 3.3 3.6 15.5 29.5 32.0 5.5 Green Ext Time (p_c), s 0.0 11.5 2.3 1.1 2.1 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C Queues 6: N 19th Ave & Valley Center 09/02/2020 Year 2040- PM Peak 09/02/2020 Improvements Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 900 4 573 25 46 502 1276 34 1125 785 v/c Ratio 0.95 0.01 0.66 0.29 0.37 0.86 0.55 0.35 0.72 0.75 Control Delay 55.3 24.2 19.0 61.1 32.0 47.1 12.0 62.9 39.0 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.3 24.2 19.0 61.1 32.0 47.1 12.0 62.9 39.0 10.3 Queue Length 50th (ft) 315 2 242 19 9 197 238 26 286 119 Queue Length 95th (ft) #401 10 340 47 47 #285 244 59 355 225 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 946 700 864 154 193 585 2312 101 1562 1050 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.01 0.66 0.16 0.24 0.86 0.55 0.34 0.72 0.75 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.