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HomeMy WebLinkAbout17 - Traffic Impact Study - J & D Development Ph 2 - Lot 1 IJ • AD Family Development abel�n trafficPhase 2 - Lot 1 services Traffic Impact Study Bozeman, Montana �p,N Prepared For: Big Sky Land Consulting, PLLC 5530 Burnt Road Belgrade, MT 59714 January, 2017 go South Howie Street Helena,Montana 596oi 4o6-4S9-1443 _,r,__ __ J&D Family Development Phase 2 -Lot 1 Bozeman, Montana Table of Contents A. Executive Summary......................................................................................9 B. Project Description........................................................................................I C. Existing Conditions........................................................................................9 AdjacentRoadways ..............................................................................2 TrafficCounts........................................................................................3 Additional Developments ......................................................................3 Planned Road Improvements................................................................4 D. Proposed Development..............................................................................4 E. Trip Generation and Assignment................................................................4 F. Trip Distribution ..........................................................................................4 G. Traffic Impacts Outside of the Development...............................................6 H. Impact Summary & Recommendations......................................................7 List of Figures Figure 1 — Proposed Development Site...................................................................2 Figure 2— Proposed Development............................... Figure 3 —Trip Distribution.......................................................................................6 List of Tables Table 1 — Trip Generation Rates.............................................................................4 Table 2— Future Level of Service Summary...........................................................7 i J&D Family Development Phase 2 -Lot 1 Bozeman,Montana AD Family Development Phase 2 - Lot 1 Traffic Impact Study Update Bozeman, Montana A. EXECUTIVE SUMMARY The J&D Family Development Phase 2 - Lot 1 is a 4.7-acre mixed-use commercial development located west of Cottonwood Road and south of Babcock Street in Bozeman, MT. The project would produce 704 new daily trips in the area. As proposed, Lot 1 of the J&D Family Development will not create any additional roadway capacity concerns in this area. All area roads and intersections will continue to operate at acceptable levels of service with the planned road improvements currently underway in the area. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from the construction of Lot 1 of the J&D Family Development Phase 2 west of Cottonwood Road in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The site is located on the northeast corner of the J&D Family Development site. The property would be developed into 4.7 acres of mixed-use commercial and retail space. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within mile of the proposed development, which includes the intersections of Cottonwood Road with Durston Road, Babcock Street, and Huffine Lane and the intersection of Babcock Street with Ferguson Road to the east. C. EXISTING CONDITIONS The J&D Family Development began construction in 2010 and currently includes three JC Billion car dealership buildings on the southern portion of the property. The subject property for Lot 1 is located south of Babcock Street and west of Cottonwood Road. Automotive Avenue has been completed to the west of Lot 1 and connects Babcock Street to Fallon Street. See Figure 1 for a location map of the proposed development. Abelin Traffic Services 1 January 2016 J&D Family Development Phase 2 -Lot 1 Bozeman,Montana Figure 1- Proposed Development Site . n _ D • • -- _ _ ii • _ um .• a r a re • Adjacent Roadways Cottonwood Road is a north/south principal arterial street. North of Huffine Lane the road has experienced a significant amount of new development over the past ten years including the JC Billion car dealerships and a variety of offices, apartment, and residential developments. South of Babcock Street the road has a five lane cross section, and north of Babcock Street the road has a two-lane cross section. The intersections of Cottonwood Road with Durston Road and Huffine Lane are currently signalized. The posted speed limit is 35 MPH south of Babcock Street and 40 MPH north of Babcock Street. Abehn Traffic Services 2 January 2016 J&D Family Development Phase 2 -Lot 1 Bozeman, Montana West Babcock Street is an east-west, two-way collector route which extends west of Main Street. West of Cottonwood Road the street has a paved width of 42 feet with a center two- way left-turn lane and bike lanes. The posted speed limit is 30 MPH. Traffic Counts In May 2016 Abelin Traffic Services (ATS) collected turning movement count data at the intersections of Babcock Street with Cottonwood Road. This data was supplemented with data collected by ATS at Durston Road/Cottonwood Road in November 2016 and at the intersection of Ferguson Avenue/Babcock Street in October 2016. Data was also obtained from an October 2016 traffic count at Huffine Lane/Cottonwood Road collected by MDT. Additional Developments This area of Bozeman is currently growing rapidly. A variety of residential and commercial projects are currently underway or proposed for the area. These project include the Cottonwood Corner Apartments and Northeast Babcock Development directly across from the proposed development site on Cottonwood Road, the Norton Ranch residential development to the west and the Lupine Village residential development to the east on Babcock Street, and the Rosa Apartments, Boulder Creek Subdivision, Westbrook Subdivision, and Traditions 3 subdivision north of the site along Cottonwood Road. Projected traffic from all of these projects was taken into account when developing the overall future traffic volumes for the area around the proposed Lot 1 of the J&D Family Development. Planned Road Improvements The City of Bozeman is currently planning improvement projects along Cottonwood Road. These plans include upgrading Cottonwood Road to a five-lane arterial section from Huffine Lane to Baxter Lane. The City of Bozeman also has plans to install a traffic signal at the intersection of Ferguson Road and Babcock Street and has plans to widen Babcock Street to a three-lane cross-section from Cottonwood Road to Ferguson Road to address increasing traffic volumes in this area. Level of Service Due to high level of ongoing growth within the study area, no existing LOS calculations were performed for any area intersections. The level of existing growth, future development, and planned road improvements in the area does not allow for a meaningful comparison of existing and fixture projected road conditions. A detailed analysis of future LOS conditions is included in Section G. Abelin Traffic Services 3 January 2016 J&D Family Development Phase 2 -Lot 1 Bozeman, Montana D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 4.7 acres of land located west of Cottonwood Road which would be developed into a mixed-use commercial and retail development. Access to Lot 1 would be provided through three approaches: one onto Automotive Avenue to the west, one onto Babcock Street to the north, and one onto Cottonwood Road to the east (right in/out only). The Lot 1 site plan is shown in Figure 2. It is anticipated these project would begin construction in 2017 with full build-out by 2020. E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the proposed developments using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Ninth Edition). These rates are the national standard and are based on the most current information available to planners. A vehicle "trip" is defined as any trip that either begins or ends at the development site. ATS determined that 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 89 AM peak hour trips, 79 PM peak hour trips, and 704 daily trips. See Table 1 for detailed trip generation information. Table 1 - Trip Generation Rates AM Peak Total AM PM Peak Total PM Hour Trip Peak Hour Trip Peak Weekday Total Ends per Hour Trip Ends per Hour Trip Trip Ends Weekday Land Use Units Unit Ends Unit Ends per Unit Trip Ends Business Park 4.7 (ITE#770) acres 18.86 89 16.84 79 149.79 704 F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivisions was based upon the existing ADT volumes along the adjacent roadways and the peak-hour turning volumes. Traffic is expected to distribute onto the surrounding road network as shown on Figure 3. Abelin Traffic Services 4 January 2016 J&D Family Development Phase 2 -Lot 1 Bozeman, Montana Figure 2 - Proposed AD Family LOT 1 ' S' SEWER MAIN V ' '$� 540.5''36�" W--�, II �� it 77 -`DEDICATE W 6 — / _-. __ -., �. ' , , _ F(3E1ND _2-BRAS • . _=-- _y89'39,'- ', E -,-( ,� � �r N` MONUMENT B _4 60:a 1 =- 67:�a WATER\ ' 12 UTILII'? EASEMENT TYP SE 1T/ g' WATER & EXISTING STORM POND_7__ _PACE .{ SEWER MAIN EASEMENT `ti, �; ; ¢ ------------ - "� I \t " - 120' I ZONING J3 NDARY E , t I t-----� �L,a�Lc---- -{� fit NG 50' l -_- - -- -------+ryes-__ ` \' ,y� EASEMENT`- o Q. r EXISTING EXISTING ST43RM 0 V' Wl•R/SWR STUB LOT EASEMEN,T,,,— \ ° --- > Q -EASEMENTS, TYP \ „ , fz S =; ;i,l�l MIND B-1 --r� I ZONING-- W1 t: I ;,;I OjEM _ q:70 ACTEMPORARY.S?ORR i I li•i (204,655 SF) POND BASEMENT I r� ABANDONED WITH THIS' & F' -PCAT-------- , - 12' UTILITY Eq MENT,TYP. 12 WATER & 8t'SEWER MAIN j I 'EASEMENT EXISTING 30' TRAIL 'EAST I _ ;F �5'----- ----- 67 iJ S 89' NOR N 5�0 MIZg j 0 j -- ----- -- --- ----- �`'l,rA AN 60 ok Iy I F II Abelin Traffic Services 5 January 2016 J&D Famihy Development Phase 2 -Lot 1 Bozeman,Montana Figure 3 —Trip Distribution 50% Durston Road Babcock Street 30% J&D Family Lot 1 20% Huffine Lane G. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. The anticipated intersection LOS with the J&D Family Lot 1 development is shown in Table 2. The future traffic modeling also includes the projected traffic volumes from the other nearby development identified in Section C. These calculations are included in Appendix A of this report. Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. This evaluation was conducted in accordance with the procedures outlined in the Transportation Research Board's Highway Capacity Manual (HCM) - Special Report 209 and the Highway Capacity Software (HCS) version 6.9. Intersections are graded from A to F representing the average delay that a vehicle entering an intersection can expect. Typically, a LOS of C or better is considered acceptable for peak-hour conditions. Table 2 indicates that the construction of the J&D Family Development Phase 2 - Lot 1 will not cause any roadway capacity problems at area intersections. The planned installation of the traffic signal at the intersection of Babcock Street and Ferguson Road will allow the intersection to function with a high level of reserve capacity into the future. The Cottonwood Road intersections will have sufficient reserve capacity to handle the additional traffic loads from the anticipated projects in the area. It should also be noted that although the intersection of Cottonwood Road Abelin Traffic Services 6 January 2016 J&D Family Development Phase 2 -Lot 1 Bozeman, Montana with Babcock Street will be nearing capacity with all of the proposed developments in this area, the planned road widening of Cottonwood Road north from Babcock Street to Durston Road to a full five-lane cross-section will improve the operations at the Cottonwood Road/Babcock Street intersection and provide significant fixture capacity for continued development. With the planned road improvements in this area, all streets will remain well within their recommended carrying capacity for their functional classification(40,000 VPD for 5-lane arterials and 18,000 VPD for 3- lane collectors). Table 2 —Future Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay Sec. LOS Cottonwood Road & 22.3 C 26.2 C Durston Road Cottonwood Road & 18.9/16.5 C/C 22.3/14.7 C/B Babcock Street* Cottonwood Road & 21.1 C 28.7 C Huffine Lane Babcock Street & 12.1 B 11.9 B Ferguson Road** *Westbound/Eastbound Side Street LOS and Delay. **With Planned Traffic Signal. H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, Lot 1 of the J&D Family Development will not create any additional roadway capacity concerns in this area. All area roads and intersections will continue to operate at acceptable levels of service with the planned road improvements currently underway in the area. Abelin Traffic Services 7 January 2016 APPENDIX A Traffic Model JD Family PH 2 Existing Traffic Plus Cottonwood Proposed AM Peak PM Peak Developments 4 4J L 24 6 « Including: 66 j 4- 186 43 Rosa Apartments 71 r 168 Durston 45 Boulder Creek 3 1 41 49 8 Westbrook 383 t 21 299 ' Traditions 3 215 Z 176 119 NE Babcock Development Cottonwood Corner Apt. Norton Ph 3 23 4 L 43 16 4 L 37 37 Lupine Village 331 1 11 576 j 4- 55 246 Babcock 44 tor 104 81 r 44 Babcock 38 32 .1 h 6 15 141 14 41 17 '♦ t 250 84 t 233 8 ' 9 Z 1* 41 88 Z 67 8 126 4) L 79 138 193 j 4- 772 189 204 t 88 Huffine 111 228 1 h 96 87 1157 t 196 633 ' 84 Z 1* 108 72 JD Family PH 2 Model Volumes Cottonwood AM Peak PM Peak L f 1 4- r 27 Durston 1 h 2 , � t ' 11 Z 11* 5 2 38 IJ t. 3 /J L 8 4 1 «- 23 1 *- 10 Babcock 76 14 r r Babcock 16 13 7 1 15 0 .? #1 10 63 32 4 -r t 2 t 19 ' IN 76 3 Z 2 Z IN 16 13 OUT 13 OUT 63 1 4J t. 5 4 « 1 1 4- 4 1 r Huffine 4 5 l h 1 5 ' Z 1* 13 JD Family PH 2 Total Projected Traffic Cottonwood AM Peak PM Peak With Development 4 t. 24 6 66 l ♦` 186 43 71 L► t' 195 Durston 45 3 51 8 383 t 21 299 227 Z 181 122 61 4J IL 43 19 4J 37 45 331 1 4-- 34 576 1 4- 66 246 Babcock 44 104 81 r 44 Babcock 38 39 1 22 16 1 h 25 73 21 t 250 86 233 27 12 7 f* 41 90 Z 67 21 127 IJ L 85 142 194 j 772 194 205 y t 88 Huffine 116 233 .? h 96 88 1157 t 202 633 84 Z 108 72 APPENDIX B LOS Calculations HCS •10 Signalized Intersection Resul' Summary General Information Intersection Information 1 �' Agency ATS Duration, h 0.25 '8 •'vst RLA Analysis Date Nov 12,2016 Area Type Other diction City of Bozeman Time Period AM Peak Hour PHF 0.96 Urban Street Durston Road Analysis Year With Dev. 1 Analysis Period 1>7:00 _ Intersection Cottonwood Road File Name CottonwoodAMwith-Copy.xus Project Description J&D Family Lot 1 -" Demand Information EB WB NB SB Approach Movement L T R L T RL T R L T R Demand (v),veh/h 3 383 227 195 186 24 21 181 71 66 4 Signal Information Cycle, s 47.0 Reference Phase 2 2 � 4 Offset, s 0 Reference Point End Green 5.0 25.0 5.0 0.0 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 4.0 4.0 4.0 0.0 0.0 0.0 Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 0.0 0.0 0.0 10.0 5 6 7 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 8.0 8.0 Phase Duration, s 9.0 29.0 9.0 29.0 9.0 9.0 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 3.1 3.1 3.1 3.3 3.3 Queue Clearance Time (g s), s 2.0 15.9 4.4 5.2 7.0 6.8 _Green Extension Time(g e), s 0.0 0.0 0.0 1.8 0.0 0.0 i Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 1 1.00 1.00 t16 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L TL T R L T R Assigned Movement 5 2 12 1 6 3 8 18 7 4 14 Adjusted Flow Rate (v),veh/h 3 635 203 219 264 147 Adjusted Saturation Flow Rate(s), veh/h/In 1667 1640 1667 1715 1634 1425 Queue Service Time(g s), s 0.0 13.9 2.4 1 3.2 0.2 0.0 Cycle Queue Clearance Time(g c), s 0.0 13.9 2.4 3 22 5.0 4.8 Green Ratio(g/C) 0.64 0.53 0.64 0.53 0.11 0.11 Capacity(c),veh/h 827 872 486 912 266 267 Volume-to-Capacity Ratio(X) 0.004 0.728 0.418 0.240 0.991 0,551 Back of Queue( Q),ft/In (50 th percentile) 0.1 94.5 1 9.7 19 162.41 1 37.6 Back of Queue ( Q),veh/In (50 th percentile) 0.0 3.8 0.4 0.8 6.5 1.5 Queue Storage Ratio(RQ) (50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i), s/veh 3.4 8.4 7.1 5.9 21.9 20.9 Incremental Delay(d 2), s/veh 0.0 2.7 0.2 0.0 52.6 1.4 Initial Queue Delay(d 3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 3.4 11.1 7.3 6.0 74.4 22.3 Level of Service(LOS) A B A A E C Approach Delay, s/veh/LOS 11.1 B 6.6 A 74.4 E 22.3 C Intersection Delay, s/veh/LOS 22.3 C h,, ,cimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.1 B 2.1 1 B 2.3 B 2.3 B Bicycle LOS Score/LOS 1.5 A 1.2 1 A 1 0.9 A 0.7 A :opyright©2017 University of Florida,All Rights Reserved. HCS 2010T" Streets Version 6.90 Generated:1/25/2017 8:21:37 AEI HCS '10 Signalized Intersection Resul' Summary General Information Intersection Information Agency ATS Duration, h 0.25 A• -'vst RLA Analysis Date Nov 12, 2016 Area Type Other .diction City of Bozeman Time Period PM Peak Hour PHF 0.93 Urban Street Durston Road Analysis Year With Analysis Period 1>7:00 Development Intersection 1cottonwood Road File Name Cottonwood PMwith-Copy.xus q - -•,. Project Description JJ&D Family Lot 1 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v),veh/h 8 299 122 180 395 83 161 71 188 45 43 6 Signal Information Cycle, s 68.0 Reference Phase 2 •• ,� 1 � 2 3 4 Offset, s 0 Reference Point End Green 5.0 33.0 18.0 0.0 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 4.0 4.0 14.0 0.0 0.0 0.0 Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 10.0 10.0 0.0 0.0 s 6 7 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 8.0 8.0 Phase Duration, s 9.0 37.0 9.0 37.0 22.0 22.0 Change Period, ( Y+R o), s 4.0 4.0 4.0 1 4.0 4.0 4.0 Max Allow Headway(MAH), s 3.1 3.1 3.1 3.1 3.3 3.3 Queue Clearance Time(g s), s 2.2 15.5 6.0 17.6 20.0 5.8 n Extension Time(g e), s 0.0 0.0 0.0 1.9 0.0 0.0 Pease Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 1.00 1.00 0.01 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 9 453 194 514 452 101 Adjusted Saturation Flow Rate(s), veh/h/In 1634 1631 1634 1664 1471 1135 Queue Service Time (g s), s 0.2 13.5 4.0 15.6 14.2 0.0 Cycle Queue Clearance Time(g c), s 0.2 13.5 4.0 15.6 18.0 3.8 Green Ratio(g/C) 0.56 0.49 0.56 0.49 0.26 0.26 Capacity(c),veh/h 425 791 467 807 463 379 Volume-to-Capacity Ratio(X) 0.020 0.5721 0.415 0.6371 0.976 0.267 Back of Queue( Q),ft/In (50 th percentile) 1.2 109 29.4 1132.1 1293.4 30 Back of Queue ( Q),veh/In (50 th percentile) 0.0 4.3 1.2 5.2 11.6 1.2 Queue Storage Ratio ( RQ) (50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i), s/veh 9.0 12.5 9.7 13.0 26.1 19.6 Incremental Delay(d 2), s/veh 0.0 0.6 0.2 1.3 35.4 0.1 Initial Queue Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 9.0 13.1 9.9 14.3 61.5 19.8 Level of Service (LOS) A B A B E B Approach Delay, s/veh/LOS 13.0 B 13.1 B 61.5 E 19.8 B I -section Delay, s/veh/LOS 26.2 C Multimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.1 B 2.1 B 2.3 B 2.3 B Bicycle LOS Score/LOS 1.2 A 1.7 A 1.2 A 0.7 A :opyright©2017 University of Florida,All Rights Reserved. HCS 2010TM Streets Version 6.90 Generated:1/25/2017 8:22:35 AM HCS `10 Signalized Intersection Resu► Summary General Information Intersection Information �' '" s`• Agency Abelin Traffic Duration, h 0.25 A- -'yst RLA Analysis Date May 31, 2016 Area Type Other ,diction MDT Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year With Dev. Analysis Period 1>7:00 Intersection JCottonwood AM File Name CottonwoodAM.xus Project Description IJ&D Family Lot 1 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand( v), veh/h 233 1157 84 88 772 85 96 202 108 205 194 127 Signal Information Cycle, s 56.0 Reference Phase 2 , Offset, s 0 Reference Point End ! c r{ 1 2 ' :�Grgen[5�4 24.0 5.0 8.0 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 4.0 4.0 0.0 3.0 0.0 0.0 Force Mode Fixed Simult. Gap N/S On Red 0.0 2.0 0.0 11.0 10.0 10.0 5 6 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 3.0 Phase Duration, s 9.0 30.0 9.0 30.0 5.0 12.0 5.0 12.0 Change Period, ( Y+R c), s 4.0 6.0 4.0 6.0 0.0 4.0 0.0 4.0 Max Allow Headway(MAH), s 2.8 3.1 2.8 3.1 2.8 3.1 2.8 3.1 Queue Clearance Time (g s), s 6.3 20.5 3.5 12.9 4.6 7.3 7.0 8.1 Green Extension Time (g e), s 0.0 2.0 0.0 3.0 0.0 0.0 0.0 0.0 I' e Call Probability 1.00 1.00 1.00 1.00 1.00 1 1.00 1.00 1 1.00 Max Out Probability 1.00 0.95 1.00 0.69 1.00 1 1.00 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 233 627 614 88 436 421 96 160 150 205 194 127 Adjusted Saturation Flow Rate(s), veh/h/In 1699 1716 1674 1699 1716 1656 1634 1716 1519 1634 1716 1483 Queue Service Time(g s), s 4.3 18.5 18.5 1.5 1 10.9 10.9 2.6 1 4.9 5.3 5.0 6.1 4.5 Cycle Queue Clearance Time(g c), s 4.3 18.5 18.5 1.5 10.9 10.9 2.6 14.9 5.3 1 5.0 6.1 4.5 Green Ratio(g/C) 0.52 0.43 0.43 0.52 0.43 0.43 0.27 1 0.14 0.14 0.27 0.14 0.14 Capacity(c), veh/h 412 735 718 309 735 710 274 245 217 289 245 212 Volume-to-Capacity Ratio(X) 0.565 0.853 0.855 0.285 0.593 0.593 0.350 0.654 0,690 0.710 0.792 0.599 Back of Queue( Q),ft/In (50 th percentile) 34.7 197.91 192 11.2 1 93.8 89.3 22.5 55.3 54.9 64.1 83.6 41.1 Back of Queue( Q),veh/In (50 th percentile) 1.4 7.8 7.7 0.4 3.7 3.6 0.9 2.2 2.2 2.5 3.3 1.6 Queue Storage Ratio(RQ) (50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d 1), s/veh 9.8 14.4 14.4 11.4 12.3 12.3 16.8 22.7 22.8 19.1 23.2 22.5 Incremental Delay(d 2), s/veh 1.1 9.1 9.5 0.2 0.9 1 0.9 0.3 4.9 7.6 6.8 14.8 3.3 Initial Queue Delay(d 3), s/veh 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 11.0 23.6 23.9 11.6 13.2 13.2 17.1 27.6 30.4 25.9 38.0 25.8 Level of Service (LOS) B C C B B B B C C C D C Approach Delay, s/veh/LOS 21.7 C 13.0 B 26.1 C 30.3 C Intersection Delay, s/veh/LOS 21.1 C Ni-aimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.4 B 2.8 C 2.8 C 2.8 1C Bicycle LOS Score/LOS 1.7 A 1.3 A 0.8 A 1.4 1 A :opyright©2017 University of Florida,All Rights Reserved. HCS 2010T1"Streets Version 6.90 Generated:1/25/2017 8:23:12 AM HCS 10 Signalized Intersection Resul' Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 P vst RLA Analysis Date May 31, 2016 Area Type Other .fiction MDT Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year With Dev. Analysis Period 1> 7:00 _ Intersection Cottonwood PM File Name Cottonwood PM.xus Project Description J&D Family Lot 1 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand( v), veh/h 88 633 72 56 661 90 76 130 32 116 194 142 Signal Information Cycle, s 71.0 Reference Phase 2 2 4 Offset, s 0 Reference Point End Green 15.0 140.0 5.0 7.0 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 14.0 14.0 0.0 3.0 0.0 0.0 �T Force Mode Fixed Simult. Gap N/S On Red 10.0 2.0 10.0 11.0 10.0 10.0 5 6 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 3.0 Phase Duration, s 9.0 46.0 9.0 46.0 5.0 11.0 5.0 11.0 Change Period, ( Y+R c), s 4.0 6.0 4.0 6.0 0.0 4.0 0.0 4.0 Max Allow Headway(MAH), s 2.8 3.1 2.8 3.1 2.8 3.1 2.8 3.1 Queue Clearance Time(g s), s 3.4 10.2 2.9 10.9 4.8 5.4 6.4 9.0 _Green Extension Time(g e), s 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 I Call Probability 1.00 1.00 1.00 1.00 1.00 1 1.00 1.00 1.00 Max Out Probability 1.00 0.00 1.00 1.00 1.00 1 1.00 1.00 1 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 88 358 347 56 383 368 76 82 80 116 194 142 Adjusted Saturation Flow Rate (s),veh/h/In 1699 1716 1654 1699 1716 1643 1634 1716 1601 1634 1716 1483 Queue Service Time(g s), s 1.4 8.2 8.2 0.9 8.9 8.9 2.8 3.2 3.4 4.4 7.0 6.8 Cycle Queue Clearance Time(g c), s 1.4 8.2 8.2 0.9 8.9 8.9 2.8 3.2 3.4 4.4 7.0 6.8 Green Ratio (g/C) 0.63 0.56 0.56 0.63 0.56 0.56 0.20 0.10 0.10 0.20 0.10 0.10 Capacity(c),veh/h 522 967 932 544 967 926 216 169 158 244 169 146 Volume-to-Capacity Ratio(X) 0.168 0.371 0.372 0.103 0.396 0.397 0.351 0.484 0.5081 0.475 1.147 0.971 Back of Queue( Q),ft4n (50 th percentile) 10.3 66.4 63.2 6.4 72.6 68.6 26.7 33.5 32.6 41.8 207.2 124.6 Back of Queue( Q),veh/In (50 th percentile) 0.4 2.6 2.5 0.3 2.9 2.7 1.0 1.3 1.3 1.6 8.2 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 0.00 0.00 Uniform Delay(d 1), s/veh 6.0 8.6 1 8.6 5.7 8.7 8.7 24.6 30.3 1 30.4 25.1 32.0 31.9 Incremental Delay(d 2), s/veh 0.1 0.1 0.1 0.0 0.1 0.1 0.4 0.8 1.1 0.5 114.2 1 65.2 Initial Queue Delay(d s), 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 Control Delay(d), s/veh 6.0 8.6 8.7 5.7 8.8 8.8 24.9 31.1 31.5 25.6 146.2 97.1 Level of Service(LOS) A A A A A A C C C C F F Approach Delay, s/veh/LOS 8.4 A 8.6 A 29.2 C 99.8 F Intersection Delay, s/veh/LOS 28.7 C Ili-idmodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.4 B 2.8 C 2.8 C 2.8 C Bicycle LOS Score/LOS 1.1 A 1.2 A 0.7 A 1 1.2 1 A :opyright©2017 University of Florida,All Rights Reserved. HCS 20101m Streets Version 6.90 Generated:1/25/2017 8:27:57 AM HCS 10 Signalized Intersection Resul' Summary General Information Intersection Information = •i�.-t•i ; Agency ATS Duration, h 0.25 P 'vst RLA Analysis Date Nov 8,2016 Area Type Other diction City of Bozeman Time Period AM Peak Hour PHF 0.84 j Urban Street Ferguson Avenue Analysis Year 2030 Analysis Period 1>7:00 ' l Intersection Babcock Street File Name SignalAM.xus Project Description JJ&D Family Lot 1 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 16 86 90 44 66 37 25 233 67 81 576 19 Signal Information ey Cycle, s 70.0 Reference Phase 2 R �" 1 3 4 Offset, s 0 Reference Point End Green 48.0 1 4.0 0.0 0.0 0.0 0.0 i Uncoordinated No Simult, Gap E/W On Yellow 3.0 3.0 0.0 0.0 0.0 0.0 Force Mode Fixed Simult. Gap N/S On Red 1.0 1.0 0.0 0.0 0.0 0.0 s 6 7 s Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 2 6 Case Number 6.0 6.0 6.0 6.0 Phase Duration, s 18.0 18.0 52.0 52.0 Change Period, ( Y+R c), s 4.0 4.0 4.0 4.0 Max Allow Headway(MAH), s 3.3 3.3 0.0 0.0 Queue Clearance Time(g s), s 10.5 13.5 _Green Extension Time(g e), s 0.6 0.5 0.0 0.0 I e Call Probability 1.00 1.00 Max Out Probability 0.02 0.11 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 19 210 52 123 30 357 96 708 Adjusted Saturation Flow Rate(s), veh/h/In 1276 1587 1179 1627 745 1666 1030 1723 Queue Service Time (g s), s 0.9 8.5 1 3.0 1 4.6 1.6 1 6.0 2.9 15.3 Cycle Queue Clearance Time(g c), s 5.4 8.5 11.5 4.6 17.0 6.0 9.0 15.3 Green Ratio(g/C) 0.20 0.20 0.20 0.20 0.69 0.69 0.69 0.69 Capacity(c), veh/h 276 317 196 325 449 1143 720 1182 Volume-to-Capacity Ratio(X) 0.069 0.661 0.267 0.377 0.066 0.313 0.134 0.599 Back of Queue( Q),Mn (50 th percentile) 6.8 77.8 20.8 42.2 6.6 1 40 14.5 109.4 Back of Queue( Q),veh/In (50 th percentile) 0.3 3.1 0.8 1 1.7 0.3 1.6 0.6 4.3 Queue Storage Ratio (RQ) (50 th percentile) 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d 1), s/veh 26.6 25.8 31.1 24.2 10.4 4.4 6.2 5.9 Incremental Delay(d 2), s/veh 0.0 0.9 0.3 0.3 0.3 0.7 0.4 2.3 Initial Queue Delay(d 3), s/veh 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 Control Delay(d), s/veh 26.6 26.7 31.3 1 24.5 10.7 5.1 6.6 8.1 Level of Service (LOS) C C C C B I A A A Approach Delay, s/veh/LOS 26.7 C 26.6 C 5.5 A 7.9 A Intersection Delay, s/veh/LOS 12.1 B M-aimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.3 B 2.3 B 2.2 B 2.2 B Bicycle LOS Score/LOS 0.9 A 0.8 A 1.1 A 1.8 A opyright©2017 University of Florida,All Rights Reserved. HCS 20101m Streets Version 6.90 Generated:1/25/2017 8:19:15 AM HCS 10 Signalized Intersection Resul' Summary General Information Intersection Information Agency ATS Duration, h 0.25 _P- 'vst RLA Analysis Date Nov 8,2016 Area Type Other .diction City of Bozeman Time Period PM Peak Hour PHF 0.92 t Urban Street Ferguson Avenue Analysis Year 2030 Analysis Period 1>7:00 Intersection lBabcock Street File Name SignalPM.xus Project Description JJ&D Family Lott Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v),veh/h 13 92 52 52 111 86 85 418 59 62 403 21 Signal Information .y Cycle, s 70.0 Reference Phase 2 P Offset, s 0 Reference Point End ::1I f 3 < Green 49.6 12.4 0.0 0.0 0.0 0.0 i Uncoordinated No Simult. Gap E/W On Yellow 3.0 3.0 0.0 0.0 0.0 0.0 Force Mode Fixed Simult. Gap N/S On Red 11.0 11.0 10.0 10.0 10.0 10.0 7 s 6 7 a Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 2 6 Case Number 6.0 6.0 6.0 6.0 Phase Duration, s 16.4 16.4 53.6 53.6 Change Period, ( Y+R c), s 4.0 1 4.0 4.0 4.0 Max Allow Headway(MAH), s 3.2 3.2 0.0 0.0 Queue Clearance Time(g s), s 11.6 11.2 _Green Extension Time(g e), s 0.7 0.7 0.0 0.0 i 9 Call Probability 1.00 1.00 Max Out Probability 1 0.01 1 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 14 157 57 214 92 518 67 461 Adjusted Saturation Flow Rate(s), veh/h/In 1174 1627 1237 1606 936 1695 888 1717 Queue Service Time(g s), s 0.8 6.1 3.0 8.9 3.1 1 9.0 1 2.4 7.5 Cycle Queue Clearance Time(g c), s 9.6 6.1 9.2 8.9 10.6 9.0 11.4 7.5 Green Ratio (g/C) 0.18 0.18 0.18 0.18 0.71 0.71 0.71 0.71 Capacity(c),veh/h 163 289 215 286 665 1200 617 1216 Volume-to-Capacity Ratio(X) 0.087 0.541 0.263 0.750 0.139 0.432 0.109 0.379 Back of Queue( Q),ft/In (50 th percentile) 5.6 57.4 22.1 83.2 14.1 57.8 10.9 48.6 Back of Queue(Q),veh/In (50 th percentile) 0.2 2.3 0.9 3.3 0.6 2.3 0.4 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 Uniform Delay(d i), s/veh 31.9 26.2 30.3 27.3 6.2 4.3 6.7 4.1 Incremental Delay(d2), s/veh 0.1 0.6 0.2 1.5 0.4 1.1 0.4 0.9 Initial Queue Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 32.0 26.8 30.6 28.8 6.6 5.4 7.1 5.0 Level of Service (LOS) C C C C A A A A Approach Delay, s/veh/LOS 27.2 C 29.2 C 5.6 A 5.2 A Intersection Delay, s/veh/LOS 11.9 B Nh-cimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.3 B 2.3 B 2.2 B 2.2 B Bicycle LOS Score/LOS 0.8 A 0.9 A 1.5 A 1.4 A opyright©2017 University of Florida,All Rights Reserved. HCS 2010T"A Streets Version 6.90 Generated:1/25/2017 8:20:57 AM 2010 •-Way Stop-Control rt General Information Site Information Analyst RLA Intersection Babcock&Cottonwood cy/Co. Abelin Traffic Services Jurisdiction Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Road Time Analyzed AM Peak Hour-With Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description 1&D Family Lot 1 Lanes Jd 1 .. U ll ),ItY111r Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound P' cement U L T R U L T R U L T R U L T R ty 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 1 1 0 1 2 0 Configuration L TR L TR L T R L T TR Volume,V(veh/h) 39 21 12 104 34 43 22 250 41 44 331 61 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) Critical Headway(sec) Base Follow-Up Headway(sec) Follow-Up Headway(sec) Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 39 33 104 77 22 44 Capacity,c(veh/h) 240 421 375 474 1178 1282 v/c Ratio 0.16 0.08 0.28 0.16 0.02 0.03 95%Queue Length,Q95(veh) 0.6 0.3 1.1 0.6 0.1 0.1 rol Delay(s/veh) 22.9 14.3 18.2 14.1 8.1 7.9 Lcvel of Service,LOS C B C B A A Approach Delay(s/veh) 18.9 16.5 0.6 0.8 Approach LOS C C opyright©2017 University of Florida.All Rights Reserved. HCS 2010M TWSC Version 6.90 Generated: 1/25/2017 8:36:52 AM BabcottAM.xtw • r Stop—Contr• rt General Information Site Information Analyst RLA Intersection Babcock&Cottonwood cy/Co. Abelin Traffic Services Jurisdiction Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Road Time Analyzed PM Peak Hour-With Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description J&D Family Lot 1 Lanes .� d 1 .1.41 �- �. l1 Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound P—ement U L T R U L T R U L T R U L T R ty 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 1 1 0 1 I 2 0 Configuration L TR L TR L T R L T TR Volume,V(veh/h) 73 27 21 46 16 64 18 388 69 38 246 45 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) Critical Headway(sec) Base Follow-Up Headway(sec) Follow-Up Headway(sec) Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 73 48 46 80 18 38 Capacity,c(veh/h) 231 44S 323 540 1282 1115 v/c Ratio 0.32 0.11 0.14 0.15 0.01 0.03 95%Queue Length,Qg5(veh) 1.3 0.4 0.5 0.5 0.0 0.1 `rol Delay(s/veh) 27.6 14.1 18.0 12.8 7.8 8.3 L—el of Service,LOS D B C B A A Approach Delay(s/veh) 22.3 14.7 0.3 1.0 Approach LOS C B opyright©2017 University of Florida.All Rights Reserved. HCS 2010M TWSC Version 6.90 Generated:1/25/2017 8:36:11 AM BabcottPM.xtw