Loading...
HomeMy WebLinkAbout008 Traffic Impact Study_Blackwood Sub    130 South Howie Street Helena, Montana 59601 406-459-1443 November 2, 2021 Matt Hausauer, P.E. Bridger Land Group 115 W. Kagy Blvd, Suite L Bozeman, MT 59715 RE: Blackwood Groves TIS Addendum Dear Matt, it is my understanding that the developers of the Blackwood Groves Apartments project have requested an updated traffic analysis for the project based on proposed changes to the planned land uses within the development. The most current plans for this project include the development of 204 residential apartments on Blocks 1 and 13 along South 19th Avenue. The area intended for the new residential apartments is included in Phase 9 of the subdivision, which will be platted concurrently with Phase 1. However, these Blocks will be restricted from development until the Phase 2 infrastructure improvements adjacent to these Blocks are installed. Therefore, since these blocks will be restricted from development until Phase 2, the development on these Blocks is included in Phase 2 in this report for simplicity. The original traffic analysis of the property did not include specific land uses for these lots. The most current phasing plan for the Blackwood Groves Subdivision development is shown below in Table 1.    Table 1 – Blackwood Groves Phasing Plan   Single‐Family Multi‐Family Commercial  Office  General  Commercial   dwelling units dwelling units KSF KSF  Phase 1 132      Phase 2    426*     Phase 3 19 90     Phase 4 87 14     Phase 5 21 14     Phase 6    84 150 155  Phase 7    154     Phase 8 30      TOTAL 289 578 150 155  *204 Additional Residential Apartments    ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the proposed development using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Tenth Edition). A vehicle “trip” is defined as any trip that either begins or ends at the development site. ATS determined that 2 the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. According to the ITE trip generation rates, at full build-out the development would produce 879 AM peak hour trips, 1,407 PM peak hour trips, and 14,837 daily trips. The total trip generation with the new proposed land uses is 1,154 VPD higher (+8.4%) than the values calculated for the original TIS. See Table 3 for current detailed trip generation information. Based on the proximity to MSU and the high number of pedestrians observed in this area, it is likely that many of the residents of the apartments will be MSU students and many will walk or bike to MSU. However, no reduction was made for the likely pedestrian trips to provide a more conservative analysis of the roadway impacts in this area. Table 2 - Trip Generation Rates Land Use Units AM Peak Hour Trip Ends per Unit Total AM Peak Hour Trip Ends PM Peak Hour Trip Ends per Unit Total PM Peak Hour Trip Ends Weekday Trip Ends per Unit Total Weekday Trip Ends Residential Apartment #221 426 0.36 153 0.44 187 5.44 2,317 Condominium/ Townhouse #220 272 0.46 125 0.56 152 7.32 1,991 Single Family Residential #210 289 0.74 214 0.99 286 9.44 2,728 1st Floor Com. Apartment #231 84 0.3 25 0.36 30 3.44 289 Office Park #750 150 1.44 216 1.07 161 11.07 1,661 Shopping Center #820 155 0.94 146 3.81 591 37.75 5,851 TOTAL 879 1,407 14,837 Internal (Shared) Trips- These trips are created by associated facilities within or directly adjacent to the development. The trips are combined into one joint trip to the development and do not represent additional trips on the surrounding road network. Modern mixed-use developments, which are designed to be pedestrian and bicycle friendly, can produce high levels of internally captured trips. The National Academies of Sciences, Engineering, and Medicine 2011. Enhancing Internal Trip Capture Estimation for Mixed-Use Developments report determined the trip capture rates for a variety of mixed-use developments that are similar to the overall land development pattern in the area of the Blackwood Groves development. Additional shared trip information for the project was calculated using the recommended procedures in Trip Generation (Institute of Transportation Engineers, Tenth 3 Edition). The internal capture report determined that similar mixed-use developments produce internally captured trips at rates of 28% to 41%. Based on the ITE Manual, the shared trip rate was calculated at 25% (included in Appendix D). For the purposes of this report an internal capture rate of 25% was used for the evaluation of internally captured vehicle trips within the Blackwood Groves development as was used in the previous reports for this project. ATS reevaluated the projected Level of Service for full-buildout of the development and the future conditions at the study intersections with the proposed changes to the land use. The existing LOS for 2020 conditions is shown in Table 3. Projected 2025 conditions with the planned development are shown in Table 4 and the projected 2035 future LOS with the project is shown in Table 5. Table 3 – Existing 2020 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Graf Street 15.5 B 13.1 B Kagy Boulevard & 11th Avenue 17.1 B 21.3 C Graf Street & 11th Avenue 4.1 A 4.3 A Graf Street & S 3rd Avenue 4.1 A 3.8 A Goldenstein Ln. & S 3rd Ave.* 13.3 B 9.6 A *Based on Traffic data collected 3-22-21 Table 4 –Projected 2025 Level of Service Summary With Development AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Graf Street 20.9 C 15.8 B Kagy Boulevard & 11th Avenue 22.8 C 33.1 C Graf Street & 11th Avenue 5.2 A 6.3 A Graf Street & S 3rd Avenue 4.7 A 4.5 A 19th Avenue & Mid Approach 16.1 c 21.9 C 19th Avenue & Blackwood 22.2/14.7 C/B 24.1/18.6 C/C S 3rd Avenue & Cambridge Dr. 16.2 C 11.4 B Goldenstein Ln. & S 3rd Ave. 16.7 C 9.9 A The 2025 LOS conditions table shows that the projected delay with the proposed apartments will increase at the study intersections, but the LOS will remain within acceptable levels. The impacts from the apartments will be focused along the 19th Avenue corridor with smaller levels of impacts along 11th Avenue and 3rd Avenue. The 2017 Bozeman Transportation Master Plan (BTMP) projects traffic conditions on roadways throughout Bozeman through 2040, considering all anticipated land development projects expected in this area of Bozeman over the next 25 years. The BTMP suggests that traffic volumes on 19th Avenue will increase to 21,000 VPD (+61%) and traffic volumes 4 on Kagy Boulevard will increase to 19,000 VPD (+27%) by 2040. Traffic volumes on Graf Street are expected to reach 6,600 VPD (+73%) and traffic volume on South 3rd Avenue will reach 5,000 (+100%). 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 50%. This growth factor was applied on top of the projected traffic volumes calculated for the Blackwood Groves development. The results indicate that the intersections along of South 19th Avenue will require widening to five lanes on 19th to function property through 2035 as described in BTMP MSN-46. These improvements will be necessary by approximately 2030. Additionally, the intersection of 11th Avenue and Kagy Boulevard will require the planned widening along Kagy Boulevard to a five-lane cross-section (BTMP MSN-8) to function through 2035. The remaining roundabouts and intersections within the development should function through 2035 without any additional roadway improvements. It is possible the intersections of 19th Avenue with the Middle Approach and Blackwood Road may experience operational issues by 2035 with the development of Blackwood Groves and other developments in this area. At this time it is difficult to evaluate the overall future traffic control needs along the 19th Avenue corridor or if higher forms of traffic control may be warranted at these two intersections. Based on general traffic signal spacing rules (1/2 mile between traffic signals), it may be more appropriate to develop a future traffic signal at Blackwood Road and potentially restrict left-turn movements at the middle approach, but there is not currently sufficient information to make this determination at this time. It is also possible that the intersection of 3rd Avenue and Goldenstein Lane may require additional traffic controls by 2035, but the overall traffic growth trends in this area are more difficult to predict. The required long-term traffic controls in this area will be easier to evaluate when additional properties adjacent to these intersections are planned for development. Table 5 –Projected 2035 Future Level of Service Summary With Development AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Graf Street* 26.7 C 19.5 B Kagy Boulevard & 11th Avenue* 21.9 C 34.0 C Graf Street & 11th Avenue 6.0 A 7.5 A Graf Street & S 3rd Avenue 5.4 A 5.0 A 19th Avenue & Mid Approach* 20.3 C 31.6 D 19th Avenue & Blackwood* 22.1/14.5 C/B 39.5/17.1 E/C S 3rd Avenue & Cambridge Dr. 18.6 C 12.2 B Goldenstein Ln. & S 3rd Ave. 31.4 D 10.7 B *With planned widening projects. 5 If you have any additional questions regarding the TIS for the Blackwood Groves development, please feel free to contact me at 406-459-1443. Sincerely, Bob Abelin, P.E. PTOE Abelin Traffic Services, Inc. Blackwood Groves Development Traffic Model 11th Existing 17.1 B AM Peak Hour 72 84 (15 Min x 4)60 440 84 16 Kagy 19th 44 68 396 104 40 92 15.5 B 88 128 20 80 4.1 A 4.1 A 252 32 16 120 120 Graf 68 12 20 0 96 108 8 28 32 112 48 48 364 64 80 48 64 8 24 32 0 0 0 272 0 0 0 0 0 0 0 0 144 Cambridge 396 0 0 0 0 0 0 0 0 112 0 0 8 0 272 0 Blackwood 0 0 8 0 0 396 IN 368 3rd 0 0 OUT 1076 13.3 B 108 140 248 48 160 208 Goldenstein 196 196 28 28 380 300 680 Blackwood Groves Development Traffic Model 11th Existing 21.3 C PM Peak Hour 76 116 (15 Min x 4)156 476 140 28 Kagy 19th 40 100 512 136 92 48 13.1 B 84 108 76 36 4.3 A 3.8 A 420 68 48 112 104 Graf 112 60 60 8 36 28 4 16 28 88 68 28 300 152 20 80 48 4 20 36 4 0 0 484 0 0 0 0 0 0 0 0 116 Cambridge 324 0 0 0 0 0 0 0 0 116 0 0 8 0 484 0 Blackwood 0 0 8 0 0 324 IN 696 3rd 0 0 OUT 1204 9.6 A 52 12 64 32 64 96 Goldenstein 56 56 64 64 204 76 280 Blackwood Groves Development Traffic Model 11th Site Generated Traffic AM Model 45 27 Kagy 19th 20 50 18 30 136 89 22 Graf 22 17 39 25 44 154 101 19 25 50 98 112 28 17 87 25 45%Cambridge 56 35%126 19 11 22 In 413 32 13 out 467 Internal Cap 25% 56 IN 310 25 OUT 350 Blackwood 50 14 20% 22 IN 310 3rd 12 OUT 350 11 11.2 39 34 13 13 Goldenstein Blackwood Groves Development Traffic Model 11th Site Generated Traffic PM Model 76 46 Kagy 19th 30 76 30 45 233 152 38 Graf 38 29 67 38 66 231 151 28 38 85 147 191 48 29 148 37 45%Cambridge 84 35%189 28 19 37 In 706 47 19 out 701 Internal Cap 25% 84 IN 530 37 OUT 526 Blackwood 85 21 20% 37 IN 530 3rd 21 OUT 526 19 19 38 58 58 Goldenstein Blackwood Groves Development Traffic Model 11th Other Projects AM Model 4 2131 Graf Development Kagy IN 43 19th OUT 123 11 90% to 19th IN 39 OUT 111 27 4 8 4 2 Graf 77 4 11 7 2 22 11 4 11 11 156 4 Cambridge 4 127 67 55 2 Sacajawea Middle School 11 IN 223 Blackwood OUT 182 4 3rd IN 39 11 4 OUT 111 Blackwood Groves Development Traffic Model 11th Other Projects PM Model 11 2131 Graf Development Kagy IN 123 19th OUT 79 7 90% to 19th IN 111 OUT 71 77 11 22 11 7 Graf 50 11 7 4 4 14 7 3 7 7 41 3 Cambridge 11 43 18 18 4 Sacajawea Middle School 7 IN 59 Blackwood OUT 61 11 3rd IN 111 7 11 OUT 71 Blackwood Groves Development Traffic Model 11th Total Projected Traffic 22.8 C Full Buildout 83 97 AM Peak Hour 117 506 97 45 Kagy 19th 51 98 Growth Factor 455 181 1.15 64 136 20.9 C 5.2 A 128 147 27 92 4.7 A 426 45 108 142 163 Graf 78 14 23 22 127 202 13 43 37 161 57 77 573 85 193 60 93 20 28 37 25 16.1 C 0 0 16.2 C 373 98 112 28 173 87 25 0 0 170 Cambridge 515 126 0 146 78 22 32 0 67 130 0 0 22.2/14.7 C/B 9 56 348 0 Blackwood 50 14 9 0 0 481 IN 731 3rd 0 12 OUT 1671 16.7 C 124 172 296 68 184 252 Goldenstein 225 225 32 32 Blackwood Groves Development Traffic Model 11th Total Projected Traffic 33.1 Full Buildout 87 133 PM Peak Hour 267 547 161 78 Kagy 19th 46 145 Growth Factor 589 239 1.15 136 101 15.8 B 6.3 A 174 124 98 41 4.5 A 716 100 208 140 164 Graf 129 69 69 47 70 82 16 26 32 143 83 46 576 182 174 95 84 12 23 41 42 21.9 C 0 0 11.4 B 648 147 191 48 70 148 37 0 0 136 Cambridge 468 189 0 71 37 37 47 0 37 138 0 0 24.1/18.6 C/C 9 84 601 0 Blackwood 85 21 9 0 0 421 IN 1234 3rd 0 21 OUT 1947 9.9 A 79 33 112 37 74 110 Goldenstein 64 64 74 74 Blackwood Groves Development Traffic Model 11th (LOS with 4 thru lanes) Total Projected Traffic 21.9 C Future 2035 Conditions 108 126 AM Peak Hour 138 660 126 51 Kagy 19th 66 122 Growth Factor 594 218 1.5 78 168 26.7 C 6.0 A 159 192 34 120 5.4 A 514 56 113 184 205 Graf 102 18 30 22 161 239 16 53 48 200 74 94 700 107 221 76 115 23 36 48 25 20.3 C 0 0 469 98 112 28 173 18.6 C 87 25 0 0 220 Cambridge 654 126 0 146 78 22 32 0 67 170 0 0 22.1/14.5 C/B 12 56 (LOS with 4 thru lanes) 444 0 Blackwood 50 14 12 0 0 620 IN 859 3rd 0 12 OUT 2048 31.4 D 162 221 85 240 Goldenstein 294 42 Blackwood Groves Development Traffic Model 11th (LOS with 4 thru lanes) Total Projected Traffic 34.0 C Future 2035 Conditions 114 174 PM Peak Hour 321 714 210 88 Kagy 19th 60 180 Growth Factor 768 287 1.5 168 117 19.5 C 7.5 A 203 162 125 54 5.0 A 863 124 224 179 201 Graf 168 90 90 50 83 92 17 31 42 174 106 56 681 235 181 123 100 13 30 54 44 31.6 D 0 0 818 147 191 48 70 12.2 B 148 37 0 0 177 Cambridge 581 189 0 71 37 37 47 0 37 178 0 0 39.5/17.1 E/C 12 84 (LOS with 4 Lanes) 770 0 Blackwood 85 21 12 0 0 534 IN 1477 3rd 0 21 OUT 2369 10.7 B 97 37 48 96 Goldenstein 84 96 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 13, 2020 Area Type Other Jurisdiction Bozeman Time Period AM Peak Hour With Dev PHF 1.00 Urban Street 19th Avenue Analysis Year 2025 Analysis Period 1> 7:00 Intersection Graff Street File Name Graff19thAMfuture1.xus Project Description Blackwood Groves Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 202 77 20 14 45 147 13 573 28 78 426 128 Signal Information Green Yellow Red 1.7 3.5 44.7 1.8 5.1 13.3 4.0 0.0 4.0 4.0 4.0 4.0 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 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 3.0 1.1 4.0 Phase Duration, s 14.9 26.4 5.8 17.3 5.7 48.7 9.1 52.1 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 2.9 3.0 2.9 3.0 2.9 0.0 2.9 0.0 Queue Clearance Time ( g s ), s 10.7 6.1 2.6 12.8 2.3 3.9 Green Extension Time ( g e ), s 0.3 0.5 0.0 0.5 0.0 0.0 0.1 0.0 Phase Call Probability 0.99 1.00 0.30 1.00 1.00 0.86 Max Out Probability 0.00 0.00 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 202 97 14 192 13 573 28 78 286 268 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1709 1688 1557 1688 1772 1525 1688 1772 1631 Queue Service Time ( g s ), s 8.7 4.1 0.6 10.8 0.3 21.7 0.8 1.9 8.1 8.2 Cycle Queue Clearance Time ( g c ), s 8.7 4.1 0.6 10.8 0.3 21.7 0.8 1.9 8.1 8.2 Green Ratio ( g/C )0.29 0.25 0.17 0.15 0.51 0.50 0.50 0.57 0.53 0.53 Capacity ( c ), veh/h 318 426 305 230 471 879 757 391 948 873 Volume-to-Capacity Ratio ( X )0.636 0.228 0.046 0.836 0.028 0.652 0.037 0.200 0.302 0.307 Back of Queue ( Q ), ft/ln ( 50 th percentile)81.6 38.9 6.1 101.3 2.7 208.4 6.6 14.2 71.8 66.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.2 1.5 0.2 4.0 0.1 8.2 0.3 0.6 2.8 2.7 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 26.8 26.9 31.5 37.3 10.9 16.9 11.6 12.0 11.6 11.6 Incremental Delay ( d 2 ), s/veh 0.8 0.1 0.0 3.1 0.0 3.7 0.1 0.1 0.8 0.9 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 27.6 27.0 31.5 40.4 10.9 20.6 11.7 12.1 12.4 12.6 Level of Service (LOS)C C C D B C B B B B Approach Delay, s/veh / LOS 27.4 C 39.8 D 20.0 C 12.4 B Intersection Delay, s/veh / LOS 20.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.29 B 2.13 B 1.90 B 1.89 B Bicycle LOS Score / LOS 0.98 A 0.83 A 1.50 B 1.01 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 11/2/2021 9:04:59 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 13, 2020 Area Type Other Jurisdiction Bozeman Time Period PM Peak Hour With Dev. PHF 1.00 Urban Street 19th Avenue Analysis Year 2025 Analysis Period 1> 7:00 Intersection Graff Street File Name Graff19thPMfuture1.xus Project Description Blackwood Groves 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 46 12 69 100 124 16 576 23 129 716 174 Signal Information Green Yellow Red 2.0 3.8 52.1 20.1 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 3.0 1.1 4.0 Phase Duration, s 24.1 24.1 6.0 56.1 9.8 59.9 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 2.9 0.0 2.9 0.0 Queue Clearance Time ( g s ), s 19.2 13.3 2.3 4.5 Green Extension Time ( g e ), s 0.8 0.8 0.0 0.0 0.2 0.0 Phase Call Probability 1.00 1.00 1.00 0.96 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 58 69 224 16 576 23 129 461 429 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1157 1708 1345 1611 1688 1772 1525 1688 1772 1651 Queue Service Time ( g s ), s 6.2 2.4 3.9 11.3 0.3 18.3 0.6 2.5 12.0 12.1 Cycle Queue Clearance Time ( g c ), s 17.2 2.4 6.1 11.3 0.3 18.3 0.6 2.5 12.0 12.1 Green Ratio ( g/C )0.22 0.22 0.22 0.22 0.60 0.58 0.58 0.66 0.62 0.62 Capacity ( c ), veh/h 200 386 350 364 404 1022 880 497 1097 1022 Volume-to-Capacity Ratio ( X )0.411 0.150 0.197 0.616 0.040 0.563 0.026 0.260 0.420 0.420 Back of Queue ( Q ), ft/ln ( 50 th percentile)42 23.6 29.8 103.1 2.5 158.8 4.2 16.1 95.9 88.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 0.9 1.2 4.1 0.1 6.3 0.2 0.6 3.8 3.6 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 38.9 27.9 30.3 31.3 7.9 11.9 8.2 8.4 8.8 8.8 Incremental Delay ( d 2 ), s/veh 0.5 0.1 0.1 0.6 0.0 2.2 0.1 0.1 1.2 1.3 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 39.4 28.0 30.4 32.0 8.0 14.2 8.2 8.5 10.0 10.1 Level of Service (LOS)D C C C A B A A B B Approach Delay, s/veh / LOS 34.7 C 31.6 C 13.8 B 9.8 A Intersection Delay, s/veh / LOS 15.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.29 B 2.12 B 1.88 B 1.87 B Bicycle LOS Score / LOS 0.72 A 0.97 A 1.50 B 1.33 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 11/2/2021 9:06:56 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 13, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour With Dev. PHF 1.00 Urban Street Kagy Blvd Analysis Year 2025 Analysis Period 1> 7:00 Intersection 11th Avenue File Name Kagy11thAMfuture1.xus Project Description Blackwood Groves Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 51 455 64 45 506 97 98 181 136 97 117 83 Signal Information Green Yellow Red 4.1 0.3 45.4 28.3 0.0 0.0 3.0 0.0 3.0 3.0 0.0 0.0 1.0 0.0 1.0 1.0 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 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 8.3 49.7 8.1 49.4 32.3 32.3 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 3.1 0.0 3.6 3.6 Queue Clearance Time ( g s ), s 3.3 3.1 18.4 26.5 Green Extension Time ( g e ), s 0.1 0.0 0.1 0.0 1.9 1.9 Phase Call Probability 0.72 0.68 1.00 1.00 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 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 51 519 45 603 98 317 97 200 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1731 1688 1719 1062 1510 984 1517 Queue Service Time ( g s ), s 1.3 18.9 1.1 24.1 7.2 16.4 8.5 9.4 Cycle Queue Clearance Time ( g c ), s 1.3 18.9 1.1 24.1 16.2 16.4 24.5 9.4 Green Ratio ( g/C )0.55 0.51 0.55 0.50 0.31 0.31 0.31 0.31 Capacity ( c ), veh/h 350 880 394 869 306 473 214 475 Volume-to-Capacity Ratio ( X )0.146 0.590 0.114 0.694 0.320 0.670 0.454 0.421 Back of Queue ( Q ), ft/ln ( 50 th percentile)10.9 190.8 9.7 246.6 45.9 145.4 51.4 83 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.4 7.5 0.4 9.7 1.8 5.7 2.0 3.3 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.8 15.5 12.0 17.0 30.7 26.9 37.3 24.4 Incremental Delay ( d 2 ), s/veh 0.1 2.9 0.0 4.6 0.2 0.6 0.6 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 12.9 18.4 12.0 21.5 30.9 27.5 37.8 24.7 Level of Service (LOS)B B B C C C D C Approach Delay, s/veh / LOS 17.9 B 20.9 C 28.3 C 29.0 C Intersection Delay, s/veh / LOS 22.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.89 B 1.89 B 1.92 B 1.92 B Bicycle LOS Score / LOS 1.43 A 1.56 B 1.17 A 0.98 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 11/2/2021 9:07:33 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 13, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour With Dev PHF 1.00 Urban Street Kagy Blvd Analysis Year 2025 Analysis Period 1> 7:00 Intersection 11th Avenue File Name Kagy11thPMfuture1.xus Project Description Blackwood Groves Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 46 589 136 78 547 133 145 269 101 161 267 87 Signal Information Green Yellow Red 4.1 1.0 41.9 31.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 0.0 1.0 0.0 1.0 1.0 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 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 8.1 45.9 9.1 46.9 35.0 35.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 3.1 0.0 3.5 3.5 Queue Clearance Time ( g s ), s 3.2 4.1 31.9 33.0 Green Extension Time ( g e ), s 0.0 0.0 0.1 0.0 0.0 0.0 Phase Call Probability 0.68 0.86 1.00 1.00 Max Out Probability 0.00 0.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 46 725 78 680 145 370 161 354 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1710 1688 1708 960 1605 949 1620 Queue Service Time ( g s ), s 1.2 35.4 2.1 31.2 13.4 17.7 13.3 16.5 Cycle Queue Clearance Time ( g c ), s 1.2 35.4 2.1 31.2 29.9 17.7 31.0 16.5 Green Ratio ( g/C )0.51 0.47 0.52 0.48 0.34 0.34 0.34 0.34 Capacity ( c ), veh/h 239 795 228 814 235 553 221 558 Volume-to-Capacity Ratio ( X )0.193 0.912 0.342 0.835 0.618 0.669 0.730 0.634 Back of Queue ( Q ), ft/ln ( 50 th percentile)11.1 421 18.8 343.8 83.4 172 105.3 159.7 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.4 16.6 0.7 13.5 3.3 6.8 4.1 6.3 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 17.2 22.4 18.6 20.5 37.3 25.1 39.2 24.7 Incremental Delay ( d 2 ), s/veh 0.1 16.5 0.3 9.9 3.6 2.5 10.2 1.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 17.3 38.9 18.9 30.4 40.9 27.7 49.4 26.6 Level of Service (LOS)B D B C D C D C Approach Delay, s/veh / LOS 37.6 D 29.2 C 31.4 C 33.7 C Intersection Delay, s/veh / LOS 33.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.90 B 1.90 B 1.92 B 1.92 B Bicycle LOS Score / LOS 1.76 B 1.74 B 1.34 A 1.34 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 11/2/2021 9:08:19 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection 19th & Mid Approach Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 11/4/2020 East/West Street Mid Approach Analysis Year 2025 North/South Street South 19th Time Analyzed AM Peak With Dev Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 1 2 0 Configuration LR TR L T Volume (veh/h)25 98 515 22 87 373 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.2 4.1 Critical Headway (sec)6.86 6.26 4.16 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)123 87 Capacity, c (veh/h)445 1020 v/c Ratio 0.28 0.09 95% Queue Length, Q₉₅ (veh)1.1 0.3 Control Delay (s/veh)16.1 8.9 Level of Service (LOS)C A Approach Delay (s/veh)16.1 1.7 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:10:10 AM19thMidApproachAMfuture1.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection 19th & Mid Approach Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 11/4/2020 East/West Street Mid Approach Analysis Year 2025 North/South Street South 19th Time Analyzed PM Peak With Dev Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 1 2 0 Configuration LR TR L T Volume (veh/h)37 147 468 37 148 648 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.2 4.1 Critical Headway (sec)6.86 6.26 4.16 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)184 148 Capacity, c (veh/h)394 1049 v/c Ratio 0.47 0.14 95% Queue Length, Q₉₅ (veh)2.4 0.5 Control Delay (s/veh)21.9 9.0 Level of Service (LOS)C A Approach Delay (s/veh)21.9 1.7 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:10:42 AM19thMidApproachPMfuture1.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection 19th & Blackwood Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 11/4/2020 East/West Street Blackwood Analysis Year 2025 North/South Street South 19th Time Analyzed AM Peak With Dev Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 1 0 0 1 1 1 Configuration LTR LTR L TR L T R Volume (veh/h)9 1 1 14 1 56 1 481 12 50 348 9 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 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)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 71 1 50 Capacity, c (veh/h)220 440 1196 1065 v/c Ratio 0.05 0.16 0.00 0.05 95% Queue Length, Q₉₅ (veh)0.2 0.6 0.0 0.1 Control Delay (s/veh)22.2 14.7 8.0 8.5 Level of Service (LOS)C B A A Approach Delay (s/veh)22.2 14.7 0.0 1.0 Approach LOS C B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:09:11 AM19thBlackwoodAMfuture1.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection 19th & Blackwood Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 11/4/2020 East/West Street Blackwood Analysis Year 2025 North/South Street South 19th Time Analyzed PM Peak With Dev Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 1 0 0 1 1 1 Configuration LTR LTR L TR L T R Volume (veh/h)9 1 12 21 1 84 1 421 21 85 601 9 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.13 6.53 6.23 7.13 6.53 6.23 4.13 4.13 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)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 106 1 85 Capacity, c (veh/h)211 369 964 1113 v/c Ratio 0.10 0.29 0.00 0.08 95% Queue Length, Q₉₅ (veh)0.3 1.2 0.0 0.2 Control Delay (s/veh)24.1 18.6 8.7 8.5 Level of Service (LOS)C C A A Approach Delay (s/veh)24.1 18.6 0.0 1.0 Approach LOS C C Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:09:40 AM19thBlackwoodPMfuture1.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cambridge & 3rd Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 11/4/2020 East/West Street Cambridge Analysis Year 2025 North/South Street South 3rd Time Analyzed AM Peak With Dev Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 (veh/h)146 67 78 130 170 173 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized 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)213 78 Capacity, c (veh/h)532 1210 v/c Ratio 0.40 0.06 95% Queue Length, Q₉₅ (veh)1.9 0.2 Control Delay (s/veh)16.2 8.2 Level of Service (LOS)C A Approach Delay (s/veh)16.2 3.4 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:11:19 AMCambridgeAMFuture1.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cambridge & 3rd Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 11/4/2020 East/West Street Cambridge Analysis Year 2025 North/South Street South 3rd Time Analyzed PM Peak With Dev Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 (veh/h)71 37 37 138 136 70 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized 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)108 37 Capacity, c (veh/h)671 1359 v/c Ratio 0.16 0.03 95% Queue Length, Q₉₅ (veh)0.6 0.1 Control Delay (s/veh)11.4 7.7 Level of Service (LOS)B A Approach Delay (s/veh)11.4 1.8 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:11:50 AMCambridgePMFuture1.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Goldenstein & 3rd Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 3/19/2021 East/West Street Goldenstein Lane Analysis Year 2025 North/South Street 3rd Street Time Analyzed AM Peak With Dev.Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)225 32 184 173 68 124 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized 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)225 192 Capacity, c (veh/h)1196 498 v/c Ratio 0.19 0.39 95% Queue Length, Q₉₅ (veh)0.7 1.8 Control Delay (s/veh)8.7 16.7 Level of Service (LOS)A C Approach Delay (s/veh)7.8 16.7 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:12:20 AMGoldensteinAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Goldenstein & 3rd Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 3/19/2021 East/West Street Goldenstein Lane Analysis Year 2025 North/South Street 3rd Street Time Analyzed PM Peak With Dev.Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Blackwood Groves 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)64 74 74 33 37 79 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized 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)64 116 Capacity, c (veh/h)1478 843 v/c Ratio 0.04 0.14 95% Queue Length, Q₉₅ (veh)0.1 0.5 Control Delay (s/veh)7.5 9.9 Level of Service (LOS)A A Approach Delay (s/veh)3.7 9.9 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 11/2/2021 9:12:51 AMGoldensteinPMwith.xtw HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Graff & 3rd Agency or Co.ATS E/W Street Name Graff Street Date Performed 10/13/2020 N/S Street Name 3rd Avenue Analysis Year 2025 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak With Dev.Peak Hour Factor 1.00 Project Description Blackwood Groves Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 161 60 0 127 163 0 57 93 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 166 62 0 131 168 0 59 96 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 228 299 155 Entry Volume, veh/h 221 290 150 Circulating Flow (vc), pc/h 131 59 166 358 Exiting Flow (vex), pc/h 262 227 0 193 Capacity (cpce), pc/h 1207 1299 1165 Capacity (c), veh/h 1172 1262 1131 v/c Ratio (x)0.19 0.23 0.13 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.7 4.9 4.3 Lane LOS A A A 95% Queue, veh 0.7 0.9 0.5 Approach Delay, s/veh 4.7 4.9 4.3 Approach LOS A A A Intersection Delay, s/veh | LOS 4.7 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.9.5 Generated: 11/2/2021 9:13:31 AMGraff3rdAMfuture1.xro HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Graff & 3rd Agency or Co.ATS E/W Street Name Graff Street Date Performed 10/13/2020 N/S Street Name 3rd Avenue Analysis Year 2025 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak With Dev Peak Hour Factor 1.00 Project Description Blackwood Groves Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 143 95 0 70 164 0 83 84 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 147 98 0 72 169 0 85 87 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 245 241 172 Entry Volume, veh/h 238 234 167 Circulating Flow (vc), pc/h 72 85 147 326 Exiting Flow (vex), pc/h 234 254 0 170 Capacity (cpce), pc/h 1282 1265 1188 Capacity (c), veh/h 1245 1229 1153 v/c Ratio (x)0.19 0.19 0.14 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.5 4.6 4.4 Lane LOS A A A 95% Queue, veh 0.7 0.7 0.5 Approach Delay, s/veh 4.5 4.6 4.4 Approach LOS A A A Intersection Delay, s/veh | LOS 4.5 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.9.5 Generated: 11/2/2021 9:14:07 AMGraff3rdPMfuture1.xro HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Graff & 11th Agency or Co.ATS E/W Street Name Graff Street Date Performed 10/13/2020 N/S Street Name 11th Avenue Analysis Year 2025 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak With Dev Peak Hour Factor 1.00 Project Description Blackwood Groves Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 43 85 37 0 22 142 92 0 37 193 25 0 23 108 27 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 44 88 38 0 23 146 95 0 38 199 26 0 24 111 28 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 170 264 263 163 Entry Volume, veh/h 165 256 255 158 Circulating Flow (vc), pc/h 158 281 156 207 Exiting Flow (vex), pc/h 138 212 338 172 Capacity (cpce), pc/h 1175 1036 1177 1117 Capacity (c), veh/h 1140 1006 1143 1085 v/c Ratio (x)0.14 0.25 0.22 0.15 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.4 6.1 5.2 4.6 Lane LOS A A A A 95% Queue, veh 0.5 1.0 0.9 0.5 Approach Delay, s/veh 4.4 6.1 5.2 4.6 Approach LOS A A A A Intersection Delay, s/veh | LOS 5.2 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.9.5 Generated: 11/2/2021 9:14:37 AMGraff11thAMfuture1.xro HCS7 Roundabouts Report General Information Site Information Analyst RLA Intersection Graff & 11th Agency or Co.ATS E/W Street Name Graff Street Date Performed 10/13/2020 N/S Street Name 11th Avenue Analysis Year 2025 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak With Dev.Peak Hour Factor 1.00 Project Description Blackwood Groves Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 26 182 41 0 47 140 41 0 32 174 42 0 69 208 98 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 27 187 42 0 48 144 42 0 33 179 43 0 71 214 101 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway (s)4.9763 4.9763 4.9763 4.9763 Follow-Up Headway (s)2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 256 234 255 386 Entry Volume, veh/h 249 227 248 375 Circulating Flow (vc), pc/h 333 239 285 225 Exiting Flow (vex), pc/h 301 278 248 304 Capacity (cpce), pc/h 983 1081 1032 1097 Capacity (c), veh/h 954 1050 1002 1065 v/c Ratio (x)0.26 0.22 0.25 0.35 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 6.4 5.5 6.0 7.0 Lane LOS A A A A 95% Queue, veh 1.0 0.8 1.0 1.6 Approach Delay, s/veh 6.4 5.5 6.0 7.0 Approach LOS A A A A Intersection Delay, s/veh | LOS 6.3 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.9.5 Generated: 11/2/2021 9:15:05 AMGraff11thPMfuture1.xro