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HomeMy WebLinkAboutApp. F. - Traffic Impact Study Supplement 07-22-2020 130 South Howie Street Helena, Montana 59601 406-459-1443 July 20, 2020 Greg Stratton 2880 Technology Blvd West, Suite 273 Bozeman, MT 59718 RE: Norton East Ranch Phase 5 TIS Supplement #2 Dear Greg, Abelin Traffic Services has developed supplemental information for the April 2020 Norton East Ranch Phase 5 Subdivision TIS. This additional information is in relation to comments from the City of Bozeman letter dated 5-20-2020. The detailed responses to the comments and questions from the City are as follow: Section BMC 38.220.060.A.12.f Part 8-A LOS Analysis for Laurel Parkway and West Babcock Street The 2017 Bozeman Transportation Master Plan does not provide any long-range future traffic volume projections for this section of Laurel Parkway. The total projected traffic from the Norton Ranch developments will reach 5,000 VPD by the end of Phase 6 and much of this traffic will flow through the intersection of Babcock Street and Laurel Parkway. Both Laurel Parkway and West Babcock Street are designated collector routes and are not intended to carry high traffic volumes in the future. If these routes are intended to operate as collector roadways, the intersection traffic controls should be configured to encourage lower traffic volumes and vehicle speeds. It is recommended that the developers install a four-way STOP at this intersection to help maintain traffic flow from these residential areas but discourage cut-through traffic. A LOS analysis performed for this intersection configuration indicates that a four-way STOP control at this location would function at LOS B under peak-hour conditions with 5,000 VPD on both Laurel Parkway and Babcock Street (see attached LOS worksheets). Part 8-B Traffic Data Collection Timing The data used in the 2020 TIS Update is from a variety of sources. With the level of road construction occurring in this area over the last several years it has been difficult to collect new reliable data for the area roadways. New traffic data was collected at the intersection of Durston Road and Laurel Parkway in September 2019 which recorded school traffic at that time. Peak-hour turning movement count data for the intersections of Durston Road & Cottonwood Road was obtained from the 2017 Bozeman Transportation Master Plan. Traffic data collected during the summer of 2017 was used for analysis of the intersections on Cottonwood Road south of Durston Road only. The data collected in 2017 along Cottonwood Road was grown by 5% using historic count data from Durston Road, Babcock Street, and Cottonwood Road to increase traffic volumes to 2019 levels. New data for these intersections would obviously be preferable with the 2 roadway improvements which are set to go online in 2020 but is currently unavailable. Projected traffic volumes from the new Bozeman High School was included in the AM traffic projections within the original traffic report. Updated LOS calculations for existing and projected traffic volumes for the Norton Phase 5 project are shown in the following tables. The tables show slight increases in overall delay from the original projections from the 2019 TIS. The new traffic signal at the intersection of Babcock Street and Cottonwood Road will have sufficient capacity to address the future traffic from the existing and planned schools in this area. Table 1 – Existing Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Laurel Parkway & Durston Road 11.7 B 12.2 B Cottonwood Road & Duston Road 13.0 B 11.7 B Cottonwood Road & Babcock Street* 10.4/11.3 B/B 16.2/10.8 B/B Cottonwood Road & Fallon Street* 9.9/11.8 A/B 13.9/16.4 B/C *Northbound/Southbound or Westbound/Eastbound Side Street LOS and Delay. Table 2 –Future Level of Service Summary With Norton Phase 5 AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Laurel Parkway & Durston Road 15.7 C 14.5 B Cottonwood Road & Durston Road 30.1 C 13.4 B Cottonwood Road & Babcock Street** 12.3 B 11.8 B Cottonwood Road & Fallon Street* 13.3/18.1 B/C 14.6/19.3 B/C *Northbound/Southbound or Westbound/Eastbound Side Street LOS and Delay **With New Traffic Signal Part 14 – 15-Year LOS Calculation and Recommendations The extension of Cottonwood Road north to Oak Street will be open in the summer of 2020 and this route will likely be extended to Baxter Road within the next five years. These new road connections will significantly alter roadway traffic patterns throughout this area. The magnitude of these traffic volume 3 changes requires a regional traffic model to evaluate accurately. The 2017 Bozeman Transportation Master Plan projects traffic conditions on roadways throughout Bozeman through 2040 and takes into account all anticipated land development projects which are expected to occur in this area of Bozeman over the next 20 years. In order to evaluate the 15-year traffic volume projections for this area ATS reviewed the 2040 traffic volumes from the Bozeman Transportation Master Plan and scaled the anticipated traffic volume growth to likely 2035 conditions using an overall traffic volume growth rate of 160%. This growth factor was applied on top of the projected traffic volumes calculated for the Norton Ranch Phases 5 and 6. The results of this analysis suggest that the intersection of Durston Road with Laurel Parkway will operate at LOS F by 2035 with the current four-way STOP control configuration and may require the installation of a traffic signal to improve operations (see attached LOS worksheets). The unbuilt portions of the Norton East Ranch project will account for only 5-6% of the traffic at this intersection by 2040. The Bozeman Transportation plan predicted that the intersection of Durston Road and Laurel Parkway would function at LOS B in 2040 and presumed that the intersection would be signalized by that time. Based on the current traffic projections, the need to improve this intersection would occur with or without any additional development at the Norton East Ranch. Improvements to this intersection should only be performed when traffic volume warrants are met, which will depend heavily on how and when other road connections in this area are made. The current road network changes under construction and planned will significantly impact how drivers travel though this area of Bozeman. Therefore, developing accurate 15-year traffic volume projections for this portion of Bozeman is extremely difficult. The 2017 Transportation plan did a good job of attempting to project traffic volumes into the future but did not precisely model the planned roadway improvements that are likely to occur west of Laurel Parkway over the next 10-20 years. It is also difficult to know how much development was accounted for within the transportation plan for the Norton development properties. The intersection of Durston Road and Laurel Parkway will function at LOS C as a four-way STOP through buildout of Phases 5 and 6 of the Norton Ranch. As a general rule, a traffic signal should not be installed unless specific warrants are met as defined in the MUTCD and it is not likely that the intersection will meet any warrants for signalization with Phase 5 of this project. The capacity issues predicated for this location will likely be caused by continued development around Durston Road to the west of Laurel Parkway in the future. It is not recommended that a traffic signal be installed with Phase 5 of the Norton Ranch development. 4 With the recent traffic signal installation and lane improvements at the intersection of Babcock Street and Cottonwood Road, the capacity of this intersection will be significantly increased. These intersection improvements would allow Norton Phase 5 to be fully developed with no connection north on Laurel Parkway to Durston Road and the Babcock Street/Cottonwood Road intersection would still function at LOS B in the AM and PM peak hours (12.6 sec/veh AM, 13.5 sec/veh PM). See attached LOS worksheets for additional details. If you have any additional questions regarding the traffic impacts from this project, please feel free to contact me at 459-1443. Sincerely, Bob Abelin, P.E. PTOE Abelin Traffic Services, Inc. HCS7 All-Way Stop Control Report General Information Site Information Analyst RLA Intersection Laurel Parkway & Babcock Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 7/20/2020 East/West Street Babcock Street Analysis Year 2035 North/South Street Laurel Parkweay Analysis Time Period (hrs)0.25 Peak Hour Factor 0.92 Time Analyzed Peak Periods Project Description Norton Ranch Phase 5 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 50 100 50 50 100 50 50 200 50 50 200 50 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)217 217 326 326 Percent Heavy Vehicles 2 2 2 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.193 0.193 0.290 0.290 Final Departure Headway, hd (s)6.33 6.33 5.94 5.94 Final Degree of Utilization, x 0.382 0.382 0.538 0.538 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)4.33 4.33 3.94 3.94 Capacity, Delay and Level of Service Flow Rate, v (veh/h)217 217 326 326 Capacity 569 569 606 606 95% Queue Length, Q₉₅ (veh)1.8 1.8 3.2 3.2 Control Delay (s/veh)13.2 13.2 15.6 15.6 Level of Service, LOS B B C C Approach Delay (s/veh)13.2 13.2 15.6 15.6 Approach LOS B B C C Intersection Delay, s/veh | LOS 14.7 B Copyright © 2020 University of Florida. All Rights Reserved. HCS™AWSC Version 7.8.5 Generated: 7/20/2020 9:52:27 AMLaurelBabcockfuture.xaw HCS7 All-Way Stop Control Report General Information Site Information Analyst RLA Intersection Laurel Parkway & Durston Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 8/11/2017 East/West Street Durston Road Analysis Year 2035 North/South Street Laurel Parkway Analysis Time Period (hrs)0.25 Peak Hour Factor 1.00 Time Analyzed AM Future Project Description Norton Ranch Phase 5 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 109 618 60 57 451 64 74 22 114 128 26 179 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR LT R Flow Rate, v (veh/h)109 678 57 515 74 136 154 179 Percent Heavy Vehicles 1 2 2 1 2 2 2 1 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.097 0.603 0.051 0.458 0.066 0.121 0.137 0.159 Final Departure Headway, hd (s)7.97 7.43 8.04 7.45 9.18 8.12 8.80 7.69 Final Degree of Utilization, x 0.241 1.400 0.127 1.066 0.189 0.307 0.376 0.382 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)5.67 5.13 5.74 5.15 6.88 5.82 6.50 5.39 Capacity, Delay and Level of Service Flow Rate, v (veh/h)109 678 57 515 74 136 154 179 Capacity 452 484 448 483 392 443 409 468 95% Queue Length, Q₉₅ (veh)0.9 32.1 0.4 16.0 0.7 1.3 1.7 1.8 Control Delay (s/veh)13.2 213.3 11.9 86.5 14.0 14.4 16.7 15.1 Level of Service, LOS B F B F B B C C Approach Delay (s/veh)185.6 79.1 14.2 15.8 Approach LOS F F B C Intersection Delay, s/veh | LOS 104.9 F Copyright © 2020 University of Florida. All Rights Reserved. HCS™AWSC Version 7.8 Generated: 7/14/2020 2:27:50 PMLaurelAMfuture.xaw HCS7 All-Way Stop Control Report General Information Site Information Analyst RLA Intersection Laurel Parkway & Durston Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 8/11/2017 East/West Street Durston Road Analysis Year 2035 North/South Street Laurel Parkway Analysis Time Period (hrs)0.25 Peak Hour Factor 1.00 Time Analyzed PM Future Project Description Norton Ranch Phase 5 Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 109 608 75 117 243 45 62 20 120 154 49 102 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR LT R Flow Rate, v (veh/h)109 683 117 288 62 140 203 102 Percent Heavy Vehicles 1 2 2 1 2 2 2 1 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.097 0.607 0.104 0.256 0.055 0.124 0.180 0.091 Final Departure Headway, hd (s)7.48 6.92 7.84 7.23 8.54 7.48 8.17 7.11 Final Degree of Utilization, x 0.226 1.313 0.255 0.578 0.147 0.291 0.461 0.201 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)5.18 4.62 5.54 4.93 6.24 5.18 5.87 4.81 Capacity, Delay and Level of Service Flow Rate, v (veh/h)109 683 117 288 62 140 203 102 Capacity 481 520 459 498 422 481 441 506 95% Queue Length, Q₉₅ (veh)0.9 29.1 1.0 3.6 0.5 1.2 2.4 0.7 Control Delay (s/veh)12.4 175.0 13.2 19.4 12.7 13.2 17.7 11.6 Level of Service, LOS B F B C B B C B Approach Delay (s/veh)152.6 17.6 13.1 15.6 Approach LOS F C B C Intersection Delay, s/veh | LOS 79.4 F Copyright © 2020 University of Florida. All Rights Reserved. HCS™AWSC Version 7.8 Generated: 7/14/2020 2:28:55 PMLaurelPMfuture.xaw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood and Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 8/25/2017 East/West Street Fallon Street Analysis Year 2035 North/South Street South Cottonwood Road Time Analyzed AM Peak Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 5 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 (veh/h)9 5 65 60 4 18 0 52 754 55 0 67 1005 27 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 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)7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 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 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)79 82 52 67 Capacity, c (veh/h)259 157 669 812 v/c Ratio 0.30 0.52 0.08 0.08 95% Queue Length, Q₉₅ (veh)1.2 2.6 0.3 0.3 Control Delay (s/veh)24.8 50.5 10.8 9.8 Level of Service (LOS)C F B A Approach Delay (s/veh)24.8 50.5 0.7 0.6 Approach LOS C F Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 7/14/2020 2:25:23 PMFallonAMfuture.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood and Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 8/25/2017 East/West Street Fallon Street Analysis Year 2035 North/South Street South Cottonwood Road Time Analyzed PM Peak Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 5 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 (veh/h)14 30 60 79 60 30 0 115 776 86 0 37 471 9 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 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)7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 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 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)104 169 115 37 Capacity, c (veh/h)165 129 1079 776 v/c Ratio 0.63 1.31 0.11 0.05 95% Queue Length, Q₉₅ (veh)3.5 10.8 0.4 0.1 Control Delay (s/veh)57.9 247.6 8.7 9.9 Level of Service (LOS)F F A A Approach Delay (s/veh)57.9 247.6 1.0 0.7 Approach LOS F F Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 7/14/2020 2:27:14 PMFallonPMfuture.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Apr 2, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak With Development PHF 1.00 Urban Street Cottonwood Road Analysis Year 2035 Analysis Period 1> 7:00 Intersection Babcock Street File Name BabcockSignalwithAMfuture.xus Project Description Norton Ranch Phase 5 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 87 56 105 116 28 28 67 697 25 48 880 87 Signal Information Green Yellow Red 4.9 1.1 52.9 19.1 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 6.0 6.0 1.1 4.0 1.1 4.0 Phase Duration, s 23.1 23.1 8.9 56.9 10.0 58.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.3 3.3 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 10.3 18.5 3.4 2.9 Green Extension Time ( g e ), s 0.8 0.6 0.1 0.0 0.1 0.0 Phase Call Probability 1.00 1.00 0.81 1.00 Max Out Probability 0.00 0.07 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 87 161 116 56 67 363 359 48 491 476 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1348 1542 1225 1580 1641 1723 1701 1641 1723 1668 Queue Service Time ( g s ), s 5.1 8.3 8.3 2.6 1.4 9.9 9.9 0.9 14.3 14.3 Cycle Queue Clearance Time ( g c ), s 7.6 8.3 16.5 2.6 1.4 9.9 9.9 0.9 14.3 14.3 Green Ratio ( g/C )0.21 0.21 0.21 0.21 0.64 0.59 0.59 0.65 0.60 0.60 Capacity ( c ), veh/h 328 327 228 335 412 1013 1000 538 1035 1002 Volume-to-Capacity Ratio ( X )0.266 0.493 0.509 0.167 0.163 0.358 0.359 0.089 0.475 0.475 Back of Queue ( Q ), ft/ln ( 50 th percentile)41.2 76.8 62.5 24.7 10.5 91.1 88.7 6.9 131.4 125.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.6 3.0 2.5 1.0 0.4 3.6 3.5 0.3 5.2 5.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 32.1 31.2 38.4 29.0 7.5 9.7 9.7 6.1 10.0 10.0 Incremental Delay ( d 2 ), s/veh 0.2 0.4 0.7 0.1 0.1 1.0 1.0 0.0 1.6 1.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 32.2 31.6 39.1 29.1 7.6 10.7 10.7 6.1 11.6 11.7 Level of Service (LOS)C C D C A B B A B B Approach Delay, s/veh / LOS 31.8 C 35.8 D 10.4 B 11.4 B Intersection Delay, s/veh / LOS 15.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.29 B 2.29 B 1.88 B 1.88 B Bicycle LOS Score / LOS 0.90 A 0.77 A 1.14 A 1.32 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8 Generated: 7/14/2020 2:21:37 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Apr 2, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak With Development PHF 1.00 Urban Street Cottonwood Road Analysis Year 2035 Analysis Period 1> 7:00 Intersection Babcock Street File Name BabcockSignalwithPMfuture.xus Project Description Norton Ranch Phase 5 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 139 31 65 12 33 90 136 597 153 37 369 89 Signal Information Green Yellow Red 5.8 0.2 53.6 18.4 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 6.0 6.0 1.1 4.0 1.1 4.0 Phase Duration, s 22.4 22.4 9.8 57.6 10.0 57.8 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.3 3.3 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 17.8 8.3 4.8 2.7 Green Extension Time ( g e ), s 0.5 0.7 0.2 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 0.97 1.00 Max Out Probability 0.04 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 139 96 12 123 136 388 362 37 235 223 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1268 1536 1300 1522 1641 1723 1601 1641 1723 1607 Queue Service Time ( g s ), s 9.6 4.8 0.7 6.3 2.8 10.6 10.6 0.7 5.7 5.8 Cycle Queue Clearance Time ( g c ), s 15.8 4.8 5.4 6.3 2.8 10.6 10.6 0.7 5.7 5.8 Green Ratio ( g/C )0.20 0.20 0.20 0.20 0.66 0.60 0.60 0.66 0.60 0.60 Capacity ( c ), veh/h 251 313 277 311 662 1026 954 529 1030 961 Volume-to-Capacity Ratio ( X )0.554 0.306 0.043 0.396 0.205 0.378 0.379 0.070 0.228 0.232 Back of Queue ( Q ), ft/ln ( 50 th percentile)74.7 44.1 5.6 57.8 20.3 96.7 89.3 5.1 51.6 48.7 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.9 1.7 0.2 2.3 0.8 3.8 3.6 0.2 2.0 1.9 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 37.8 30.4 32.7 31.0 6.0 9.5 9.5 5.9 8.4 8.4 Incremental Delay ( d 2 ), s/veh 0.7 0.2 0.0 0.3 0.1 1.1 1.1 0.0 0.5 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 38.5 30.6 32.7 31.3 6.1 10.5 10.6 5.9 8.9 9.0 Level of Service (LOS)D C C C A B B A A A Approach Delay, s/veh / LOS 35.3 D 31.4 C 9.9 A 8.7 A Intersection Delay, s/veh / LOS 14.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.29 B 2.29 B 1.88 B 1.88 B Bicycle LOS Score / LOS 0.88 A 0.71 A 1.22 A 0.90 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8 Generated: 7/14/2020 2:23:29 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Apr 2, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak With Development PHF 1.00 Urban Street Cottonwood Road Analysis Year 2025 Analysis Period 1> 7:00 Intersection Babcock Street File Name BabcockSignalwithAMalt.xus Project Description Norton Ranch Phase 5- No LP Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 82 41 75 72 26 18 54 436 16 30 550 89 Signal Information Green Yellow Red 3.2 1.3 60.0 13.6 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 6.0 6.0 1.1 4.0 1.1 4.0 Phase Duration, s 17.6 17.6 8.4 65.2 7.2 64.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 9.1 13.0 2.9 2.5 Green Extension Time ( g e ), s 0.6 0.5 0.1 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 0.74 0.53 Max Out Probability 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 82 116 72 44 54 227 225 30 327 312 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1362 1543 1276 1605 1641 1723 1701 1641 1723 1639 Queue Service Time ( g s ), s 5.0 6.2 4.9 2.2 0.9 4.4 4.4 0.5 7.0 7.1 Cycle Queue Clearance Time ( g c ), s 7.1 6.2 11.0 2.2 0.9 4.4 4.4 0.5 7.0 7.1 Green Ratio ( g/C )0.15 0.15 0.15 0.15 0.72 0.68 0.68 0.70 0.67 0.67 Capacity ( c ), veh/h 255 234 187 243 623 1172 1157 708 1147 1091 Volume-to-Capacity Ratio ( X )0.321 0.496 0.386 0.181 0.087 0.194 0.194 0.042 0.285 0.286 Back of Queue ( Q ), ft/ln ( 50 th percentile)41.9 58.6 39 21 5.7 35.4 34.6 3.4 58.7 55.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.6 2.3 1.5 0.8 0.2 1.4 1.4 0.1 2.3 2.2 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 36.4 35.0 40.1 33.3 4.1 5.3 5.3 4.3 6.2 6.2 Incremental Delay ( d 2 ), s/veh 0.3 0.6 0.5 0.1 0.0 0.4 0.4 0.0 0.6 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 36.6 35.6 40.5 33.4 4.1 5.7 5.7 4.3 6.8 6.9 Level of Service (LOS)D D D C A A A A A A Approach Delay, s/veh / LOS 36.1 D 37.8 D 5.5 A 6.7 A Intersection Delay, s/veh / LOS 12.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.30 B 2.30 B 1.86 B 1.86 B Bicycle LOS Score / LOS 0.81 A 0.68 A 0.91 A 1.04 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 7/20/2020 9:55:31 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Apr 2, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak With Development PHF 1.00 Urban Street Cottonwood Road Analysis Year 2025 Analysis Period 1> 7:00 Intersection Babcock Street File Name BabcockSignalwithPMalt.xus Project Description Norton Ranch Phase 5 - No LP Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 124 28 54 7 28 56 96 373 96 23 230 86 Signal Information Green Yellow Red 2.6 2.8 57.5 15.0 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Float Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 6.0 6.0 1.1 4.0 1.1 4.0 Phase Duration, s 19.0 19.0 9.5 64.4 6.6 61.5 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.3 3.3 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 14.5 6.6 3.6 2.4 Green Extension Time ( g e ), s 0.5 0.6 0.1 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 0.91 0.44 Max Out Probability 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 124 82 7 84 96 241 228 23 162 154 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1314 1540 1316 1538 1641 1723 1601 1641 1723 1565 Queue Service Time ( g s ), s 8.3 4.2 0.4 4.3 1.6 4.8 4.9 0.4 3.4 3.5 Cycle Queue Clearance Time ( g c ), s 12.5 4.2 4.6 4.3 1.6 4.8 4.9 0.4 3.4 3.5 Green Ratio ( g/C )0.17 0.17 0.17 0.17 0.71 0.67 0.67 0.67 0.64 0.64 Capacity ( c ), veh/h 237 257 239 257 816 1155 1074 675 1101 1000 Volume-to-Capacity Ratio ( X )0.523 0.319 0.029 0.327 0.118 0.208 0.212 0.034 0.147 0.154 Back of Queue ( Q ), ft/ln ( 50 th percentile)66.8 39.4 3.4 40.4 10.8 39.9 37.4 3.1 29.1 27.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.6 1.6 0.1 1.6 0.4 1.6 1.5 0.1 1.1 1.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 38.5 33.0 35.0 33.0 4.2 5.7 5.7 5.1 6.5 6.5 Incremental Delay ( d 2 ), s/veh 0.7 0.3 0.0 0.3 0.0 0.4 0.5 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 39.2 33.3 35.0 33.3 4.2 6.1 6.1 5.1 6.8 6.8 Level of Service (LOS)D C C C A A A A A A Approach Delay, s/veh / LOS 36.8 D 33.4 C 5.8 A 6.7 A Intersection Delay, s/veh / LOS 13.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.30 B 2.30 B 1.86 B 1.87 B Bicycle LOS Score / LOS 0.83 A 0.64 A 0.95 A 0.77 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 7/20/2020 9:28:11 AM