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HomeMy WebLinkAbout7.0 Traffic Impact Study (09-2017) Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Prepared For: Norton Properties, LLC 63026 Lower Meadow Drive #200 Bend, OR 97701-5877 September, 2017 130 South Howie Street Helena, Montana 59601 406-459-1443 Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana i Table of Contents A. Executive Summary ......................................................................................1 B. Project Description ........................................................................................1 C. Existing Conditions ........................................................................................1 Adjacent Roadways ..............................................................................1 Traffic Counts ........................................................................................2 Additional Developments.......................................................................3 Planned Road Improvements ................................................................4 Level of Service .....................................................................................4 D. Proposed Development ..............................................................................5 E. Trip Generation and Assignment ................................................................5 F. Trip Distribution ..........................................................................................7 G. Traffic Impacts Outside of the Development ...............................................8 H. Impact Summary & Recommendations ......................................................9 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................6 Figure 3 –Trip Distribution .......................................................................................8 List of Tables Table 1 – Historic Average Daily Traffic Data ..........................................................3 Table 2 – 2017 Level of Service Summary ..............................................................4 Table 3 – Trip Generation Rates .............................................................................7 Table 4 – Additional Development Trip Generation .................................................7 Table 5 – Future Level of Service Summary ...........................................................9 Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 September 2017 Norton East Ranch Phase 4 Residential/Commercial Subdivision Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Norton East Ranch Subdivision Phase 4 is a 93-acre development located at the west end of Fallon Street. The project would include up to 105 new residential units and 5.77 acres of residential office development. As proposed, the Norton East Ranch Phase 4 will not create any roadway capacity problems along Cottonwood Road. The planned road improvements in this area by the City of Bozeman will provide sufficient capacity to serve the currently platted developments in this area. No additional roadway improvements will be necessary to serve Phase 4 of the Norton East Ranch project. It is likely that a traffic signal will eventually be needed at the intersection of Cottonwood Road and Babcock Street as identified in the Bozeman Transportation Master Plan to meet future traffic demands past 2030. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed residential and commercial subdivision located west of Cottonwood Road between Huffine Lane and Durston Road in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The site is located at the western end of Fallon Street. The project would be developed to include up to 105 new residential units and 5.77 acres of office residential property. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within ½ mile of the proposed development, which includes the intersections of Cottonwood Road with Babcock Street, Fallon Road, and with Huffine Lane. Phase 4 of the Norton East Ranch project follows Phases 1, 2 and 3. Phases 1 and 2 are currently built out and the infrastructure for Phase 3 will be completed in the fall of 2017. Approximately 1/3 of the houses developed for Phase 3 (106 units total) are constructed and occupied. C. EXISTING CONDITIONS The proposed development property currently consists of a 93-acre parcel of undeveloped land located at the west end of Fallon Street at Water Lily Drive and south of the Norton Ranch Phases 1-3. The topography in this area is flat. See Figure 1 for a location map of the proposed development. Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 September 2017 Figure 1- Proposed Development Site 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 dealership and a variety of offices, apartments, and residential homes. North of Huffine Lane the road has a five-lane cross-section to West Babcock Street. North of West Babcock Street the road narrows to a two-lane cross section. The posted speed limit is 35 MPH. The intersection of Cottonwood Road and Huffine Lane is currently signalized. Huffine Lane (SR 191) is a five-lane, two-way, paved east-west principal arterial and state highway. All cross streets or private driveways are signalized or Stop controlled between Four Corners and the City of Bozeman. The speed limit on Huffine Lane is 55 MPH. Traffic counts collected by MDT in 2016 indicate that the roadway carries an Average Daily Traffic (ADT) volume of 24,400 vehicles per day near Cottonwood Road. Fallon Street is a two-way, paved east/west local road that provides access to existing developments north of Huffine Lane. The road has a paved width of 32 feet and has a posted speed limit of 25 MPH. Fallon Street is controlled by STOP signs at the intersection with Cottonwood Road. All other cross-streets on Fallon Street are controlled by STOP signs on the north/south approaches. Proposed Development Site Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 September 2017 West Babcock Street is an east-west, two-way, two-lane collector which extends west of Main Street. West of Cottonwood Road the street has a paved width of 44 feet with a center two-way left-turn lane and bike lanes. The posted speed limit is 30 MPH. The road is controlled with STOP signs at the intersection with Cottonwood Road. Traffic data collected in 2016 by MDT indicates that West Babcock Street currently carries 1,000 VPD west of Cottonwood Road. Traffic Counts In July 2017 Abelin Traffic Services (ATS) collected turning movement count data at intersections along Cottonwood Road as requested by the City of Bozeman. These counts included the intersections of Cottonwood Road with Babcock Street and Fallon Street. Traffic data for the intersection of Cottonwood Road with Huffine Lane was available from MDT for 2016. The raw traffic data is included in Appendix A of this report. Historic traffic data was also collected for Huffine Lane and Cottonwood Road from the Montana Department of Transportation. The data for this location is presented in Table 1. Traffic volumes along Huffine Lane decreased significantly between 2008 and 2010 but have since returned to pre-2007 traffic levels. This data is presented in Table 1. It is likely that the traffic volumes along Huffine Lane will continue to increase. Traffic volumes on Cottonwood Road have increased significantly in the past two years. Table 1 – Huffine Lane Historic Average Daily Traffic Data Location 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 Huffine Lane east of Cottonwood Road #16-3A-026 22,580 19,835 19,675 18,900 21,270 21,480 21,660 22,670 20,370 24,406 Huffine Lane west of Cottonwood Road #16-3A-013 22,400 22,070 21,850 20,130 20,790 21,240 22,260 23,000 19,886 24,836 Cottonwood Road south of Huffine Lane #16-3A-019 2,230 2,720 2,760 2,920 2,930 2,990 3,120 3,320 4,043 6,549 Additional Developments Phases 1, 2, and 2a of the Norton East Ranch project are currently completed and the infrastructure for Phase 3 will be completed in the fall of 2017. Approximately 1/3 of the units developed for Phase 3 (106 single family homes total) are currently occupied. The J&D Family Development is currently under construction just east of the Norton East Ranch site. Many of the commercial lots within this development have already been constructed, including the JC Billion Auto Center and supporting services and a new rental car Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 September 2017 building is set to be constructed in the fall of 2017. This development also has plans for the development of 40-residential lots to the west of the commercial area but it is not known when the development of those lots may occur. In order to account for the future traffic from these additional projects, ATS added the unoccupied residential units from the J&D Family development (40 units), the unbuilt portion of the J&D Family development commercial property, and the unbuilt portion of Phase 3 of the Norton Development (70 units) to the traffic modeling for this traffic impact study. Planned Road Improvements The City of Bozeman has plans to expand Cottonwood Road between Babcock Street and Durston Road which will include upgrading the road to a five-lane cross-section. Construction of these road improvements will occur in 2018. Level of Service Using the data collected for this project, ATS conducted a Level of Service (LOS) analysis at 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 7.2. 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 shows the existing 2017 LOS for the AM and PM peak hours without the traffic from the proposed development. The LOS calculations are included in Appendix C. The table shows that the existing intersections along Cottonwood Road are currently operating within acceptable limits. The recent road widening has provided ample roadway capacity for the existing traffic volumes within the area. Table 2 – 2017 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Cottonwood Road & Babcock Street* 11.7/11.5 B/B 14.0/11.2 B/B Cottonwood Road & Fallon Street* 9.8/11.6 A/B 13.4/15.6 B/C Cottonwood Road & Huffine Lane 27.4 C 24.1 C *Northbound/Southbound or Westbound/Eastbound Side Street LOS and Delay Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 September 2017 D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 93 acres of land located at the west end of Fallon Street which would be developed into a residential and commercial subdivision. Phase 4 of this project would include 9 single-family residential units, 96 apartment units, and six residential office lots. The six residential office lots will occupy 5.77 acres of the property and would be intended as a live and work office park for small businesses. The property would also include two remainder lots totaling 77.6 acres which would be platted but would be planned for development at a later date. The project would include connections to Fallon Street at Laurel Parkway, Pond Lily Drive, and Water Lily Drive. Development of the property would begin in 2018 and would be completed in 2019. The Norton East Ranch Subdivision Phase 4 development is shown in Figure 2. The development will include north/south STOP control on the minor approaches to Fallon Street. E. TRIP GENERATION AND ASSIGNMENT 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, Seventh 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 developments would produce 165 AM peak hour trips, 166 PM peak hour trips, and 1,588 daily trips. See Table 3 for detailed trip generation information. For the purposes of this report the residential office portion of the project was evaluated as a standard business park with no residential component within the trip generation calculations. The goal of the residential office design is to allow for both live and work opportunities on the same property and eliminating the need for commuting. Overall this will decrease the overall trip generation for the property below that of normal residential or office land use. By using the higher trip generating land use for the property we have provided a conservative estimate of the likely total trip generation for the development site. Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 September 2017 Figure 2 – Proposed Norton East Ranch Phase 4 Development Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 September 2017 Table 3 - 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 Apartment ITE #220 96 Units 0.51 49 0.62 60 6.65 638 Single Family Residential ITE #210 9 Units 0.75 7 1 9 9.52 86 Business Park ITE #770 5.77 Acres 18.86 109 16.84 97 149.79 864 Totals 165 166 1,588 The other projects which were accounted for in the traffic modeling include the unoccupied units in Norton Ranch phase 3, the J&D Family development residential units, and the J&D Family Commercial trip generation. The trip generation from these projects is shown in Table 4. This data was obtained from the traffic impact studies prepared for each of these projects. Table 4 – Additional Development Trip Generation Land Use Units Total AM Peak Hour Trip Ends Total PM Peak Hour Trip Ends Total Weekday Trip Ends Norton Ranch Phases 3* 70 53 70 666 J&D Family Residential 40 30 40 381 J&D Family Commercial 4.7 Acres 89 79 704 TOTAL 172 189 1,751 *Remaining unbuilt/unoccupied units from Phase 3. F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivision 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. Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 September 2017 Figure 3 – Trip Distribution 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 Norton East Ranch Phase 4 is shown in Table 5. The future traffic modeling includes the projected traffic volumes from the undeveloped lots on Phase 3 of the Norton Ranch Project and the undeveloped lots from the J&D Family development. The calculations also include the planned widening project on Cottonwood Road north of Babcock Street. These calculations are included in Appendix B of this report. Table 5 indicates that the construction of Phase 4 of the Norton East Ranch Subdivision and the other planned subdivisions in this area will not cause any roadway capacity problems along the Cottonwood Road corridor. No additional roadway improvements are recommended at this time for these projects. Co t t o n w o o d R o a d 40% Babcock Street 20% Proposed Development Site Fallon Street Huffine Lane 10% 5% 10% 15% Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 September 2017 Table 5 –Future Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Cottonwood Road & Babcock Street* 13.0/12.9 B/B 14.7/12.8 B/B Cottonwood Road & Fallon Street* 12.7/15.3 B/C 17.6/20.7 C/C Cottonwood Road & Huffine Lane 30.3 C 26.4 C *Northbound/Southbound or Westbound/Eastbound Side Street LOS and Delay Long Range Traffic Projections It is anticipated that Cottonwood Road will be extended to the north to Baxter Road and Oak Street will be extended past Cottonwood Road within the next 15 years. It is also expected that Laurel Parkway will be extended south into the Norton Ranch development in the future. These new road connections will significantly alter roadway traffic patterns throughout this area. The magnitude of these traffic volume changes require 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 25 years. The Bozeman Transportation Master Plan suggests that traffic volumes on Cottonwood Road will increase to 26,000 VPD and traffic volumes on Huffine Lane will increase to 40,000 VPD by 2040. The Bozeman Transportation Master Plan indicates the V/C on Cottonwood Road will be 0.8 and the V/C on Huffine Lane will be 1.2. 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 2032 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 Phase 4 development. The results of this analysis suggest that both the intersection of Cottonwood Road and Babcock Street and Cottonwood Road and Fallon Street will experience LOS conditions of E to F by 2032. The LOS at the intersection of Cottonwood Road and Huffine Lane will also fall to F by 2032. The Bozeman Transportation Master Plan already anticipated that a traffic signal will be constructed at the intersection of Cottonwood Road and Babcock Street by 2040 and that the intersection will function at LOS C/D once signalized. It is not known when this intersection would be signalized, but it is likely that the intersection will require signalization when traffic volume warrants are met, which will depend heavily on how and when other road connections in this area are made. When the intersection of Babcock is signalized it is likely that traffic will be Norton East Ranch Phase 4 Traffic Impact Study Bozeman, Montana Abelin Traffic Services 10 September 2017 redirected from Fallon Street onto Babcock Street which will improve the LOS at the intersection of Fallon Street and may eliminate the need for any future improvements at that location. H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Norton East Ranch Phase 4 will not create any roadway capacity problems along Cottonwood Road. The planned road improvements in this area by the City of Bozeman will provide sufficient capacity to serve the currently platted developments in this area. No additional roadway improvements will be necessary to serve Phase 4 of the Norton East Ranch project. It is likely that a traffic signal will eventually be needed at the intersection of Cottonwood Road and Babcock Street as identified in the Bozeman Transportation Master Plan to meet future traffic demands past 2030. APPENDIX A Traffic Data File Name : babcockam Site Code : 00000000 Start Date : 7/27/2017 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total07:30 AM 10 63 6 0 79 5 0 9 0 14 0 30 6 0 36 11 7 4 0 22 151 07:45 AM 5 70 6 0 81 4 2 19 0 25 4 35 5 0 44 5 6 6 0 17 167 Total 15 133 12 0 160 9 2 28 0 39 4 65 11 0 80 16 13 10 0 39 318 08:00 AM 1 72 7 0 80 4 2 10 0 16 5 29 5 0 39 2 1 6 0 9 144 08:15 AM 5 63 2 0 70 2 1 9 0 12 7 34 4 0 45 8 2 5 0 15 142 Grand Total 21 268 21 0 310 15 5 47 0 67 16 128 20 0 164 26 16 21 0 63 604 Apprch %6.8 86.5 6.8 0 22.4 7.5 70.1 0 9.8 78 12.2 0 41.3 25.4 33.3 0 Total %3.5 44.4 3.5 0 51.3 2.5 0.8 7.8 0 11.1 2.6 21.2 3.3 0 27.2 4.3 2.6 3.5 0 10.4 Unshifted 21 268 21 0 310 15 5 47 0 67 16 128 20 0 164 26 16 21 0 63 604 % Unshifted Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : BabcockPM Site Code : 00000000 Start Date : 7/26/2017 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total04:45 PM 6 31 5 0 42 7 3 11 0 21 14 61 4 0 79 6 3 7 0 16 158 Total 6 31 5 0 42 7 3 11 0 21 14 61 4 0 79 6 3 7 0 16 158 05:00 PM 8 50 5 0 63 11 2 7 0 20 19 65 9 0 93 2 2 5 0 9 185 05:15 PM 5 54 5 0 64 13 2 2 0 17 25 86 10 0 121 2 2 12 0 16 218 05:30 PM 2 43 1 0 46 8 7 8 0 23 17 72 10 0 99 4 1 5 0 10 178 Grand Total 21 178 16 0 215 39 14 28 0 81 75 284 33 0 392 14 8 29 0 51 739 Apprch %9.8 82.8 7.4 0 48.1 17.3 34.6 0 19.1 72.4 8.4 0 27.5 15.7 56.9 0 Total %2.8 24.1 2.2 0 29.1 5.3 1.9 3.8 0 11 10.1 38.4 4.5 0 53 1.9 1.1 3.9 0 6.9 Unshifted 21 178 16 0 215 39 14 28 0 81 75 284 33 0 392 14 8 29 0 51 739 % Unshifted Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : FallonAM Site Code : 00000000 Start Date : 7/27/2017 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total07:30 AM 1 73 9 0 83 1 3 6 0 10 11 32 12 0 55 10 4 2 0 16 164 07:45 AM 4 85 11 0 100 3 0 10 0 13 9 42 6 0 57 8 0 1 0 9 179 Total 5 158 20 0 183 4 3 16 0 23 20 74 18 0 112 18 4 3 0 25 343 08:00 AM 3 68 7 0 78 1 2 7 0 10 7 35 16 0 58 9 2 1 0 12 158 08:15 AM 0 71 8 0 79 2 0 4 0 6 15 43 11 0 69 7 1 2 0 10 164 Grand Total 8 297 35 0 340 7 5 27 0 39 42 152 45 0 239 34 7 6 0 47 665 Apprch %2.4 87.4 10.3 0 17.9 12.8 69.2 0 17.6 63.6 18.8 0 72.3 14.9 12.8 0 Total %1.2 44.7 5.3 0 51.1 1.1 0.8 4.1 0 5.9 6.3 22.9 6.8 0 35.9 5.1 1.1 0.9 0 7.1 Unshifted 8 297 35 0 340 7 5 27 0 39 42 152 45 0 239 34 7 6 0 47 665 % Unshifted Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : FallonPM Site Code : 00000000 Start Date : 7/26/2017 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total04:45 PM 1 48 3 0 52 6 3 6 0 15 13 71 8 0 92 12 0 6 0 18 177 Total 1 48 3 0 52 6 3 6 0 15 13 71 8 0 92 12 0 6 0 18 177 05:00 PM 0 53 6 0 59 6 2 4 1 13 15 73 16 0 104 12 3 7 0 22 198 05:15 PM 1 55 11 0 67 12 2 6 0 20 15 101 12 0 128 12 2 7 0 21 236 05:30 PM 1 66 6 0 73 10 4 13 0 27 14 110 16 0 140 7 4 2 0 13 253 Grand Total 3 222 26 0 251 34 11 29 1 75 57 355 52 0 464 43 9 22 0 74 864 Apprch %1.2 88.4 10.4 0 45.3 14.7 38.7 1.3 12.3 76.5 11.2 0 58.1 12.2 29.7 0 Total %0.3 25.7 3 0 29.1 3.9 1.3 3.4 0.1 8.7 6.6 41.1 6 0 53.7 5 1 2.5 0 8.6 Unshifted 3 222 26 0 251 34 11 29 1 75 57 355 52 0 464 43 9 22 0 74 864 % Unshifted Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 APPENDIX B Traffic Model Existing AM Peak Hour Existing AM Peak Hour 1.1005 1.1005 1.0467 1.0467 22 15 18 47 254 7 196 7 18 69 18 7 22 15 44 91 22 127 7 313 18 18 7 36 40 11 22 36 309 0 240 15 15 36 4 47 4 33 7 51 0 153 15 400 29 22 25 58 187 88 99 92 172 760 168 1047 118 73 126 92 218 96 157 61 1139 180 967 214 84 107 107 111 Babcock Fallon Norton Ranch - Phase 4 Norton Ranch - Phase 4 C o t t o n w o o d C o t t o n w o o d July 2017: Oct 2016: Seasonal Adjustment Factors Co t t o n w o o d Co t t o n w o o d Babcock Fallon Seasonal Adjustment Factors July 2017: Huffine: Huffine LOS 27.4 C LOS 24.1 C LOS 9.8 A/11.6 B LOS 13.4 B/15.6 C LOS 14.0 B/11.2 BLOS 11.7 B/11.5 B Huffine IN OUT IN OUT 105 60 64 102 20%21 12 20%13 20 80%84 48 80%51 82 43 24 9 85%28 4 20%85%17 3 20% 70%15 5 15%70%9 3 15% 70%8 3 15%70%14 5 15% 20%2 16 85%5 20%4 27 85% 10%2 2 10%10%2 1 10% 10%0 0 10%10%0 0 10% 90%2 5 6%5 90%2 3 6% 39%33 39%20 39%19 3 39%32 6%3 2 90%6%5 1 90% 55%26 46 55%55%45 28 55% 28 48 43%12 21 43%43%20 12 43% 23%6 23%10 34%10 34%17 34%16 34%11 11 23%6 23% Huffine C o t t o n w o o d Huffine C o t t o n w o o d Generated Trips Total Trips: Babcock Fallon Co t t o n w o o d Babcock Fallon Norton Ranch - Phase 4 Babcock Fallon PM Peak Hour Generated TrafficAM Peak Hour Generated Traffic Norton Ranch - Phase 4 Generated Trips Total Trips: Co t t o n w o o d Babcock Fallon Norton Ranch - Phase 3 Remainder Norton Ranch - Phase 3 Remainder + J&D Family + J&D Family IN OUT IN OUT 97 76 85 104 50%49 38 50%43 52 50%48 38 50%42 52 38 31 12 85%9 10 20%85%8 9 20% 60%29 2 15%60%26 2 15% 60%23 1 15%60%31 2 15% 20%8 8 85%9 20%10 10 85% 20%7 10 20%20%11 8 20% 10%1 1 10%10%1 1 10% 90%6 5 10%5 90%10 4 10% 23%11 23%10 23%9 4 23%12 10%4 9 90%10%5 7 90% 67%25 32 67%67%35 28 67% 31 41 43%14 18 43%43%19 15 43% 23%7 23%10 34%10 34%16 34%14 34%12 9 23%8 23% Huffine Huffine C o t t o n w o o d C o t t o n w o o d AM Peak Hour Generated Traffic PM Peak Hour Generated Traffic Co t t o n w o o d Co t t o n w o o d Babcock Babcock Fallon Fallon Generated Trips Generated Trips Total Trips:Total Trips: Babcock Babcock Fallon Fallon Total Projected Taffic Volumes Total Projected Taffic Volumes Y Y 22 15 18 47 291 21 221 19 62 76 53 12 53 19 89 98 32 151 21 350 27 30 20 45 41 12 23 37 317 10 252 22 59 36 34 47 32 33 51 51 7 164 25 408 80 100 105 114 213 127 138 119 185 760 188 1047 138 73 159 92 248 96 180 61 1139 200 967 228 84 107 107 111 Huffine Huffine C o t t o n w o o d C o t t o n w o o d AM Peak Hour PM Peak Hour Include Other Phases:Include Other Phases: Babcock Co t t o n w o o d Co t t o n w o o d LOS 30.3 C LOS 26.4 C LOS 12.7 B/15.3 C LOS 17.6 C/20.7 C LOS 13.0 B/12.9 B LOS 14.7 B/12.8 B Norton Ranch - Phase 4 Norton Ranch - Phase 4 Babcock Fallon Fallon APPENDIX C LOS Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood and Babcock Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 8/25/2017 East/West Street West Babcock Street Analysis Year 2017 North/South Street South Cottonwood Road Time Analyzed AM Peak Hour -Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 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 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)22 22 18 69 7 15 18 127 15 22 254 18 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)22 40 69 22 18 22 Capacity, c (veh/h)527 601 594 706 1288 1439 v/c Ratio 0.04 0.07 0.12 0.03 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.1 0.2 0.4 0.1 0.0 0.0 Control Delay (s/veh)12.1 11.4 11.9 10.3 7.8 7.5 Level of Service, LOS B B B B A A Approach Delay (s/veh)11.7 11.5 0.9 0.6 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:45:47 AMBabcockAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood and Babcock Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 8/25/2017 East/West Street West Babcock Street Analysis Year 2017 North/South Street South Cottonwood Road Time Analyzed PM Peak Hour -Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 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 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)44 7 7 7 7 47 36 313 91 18 196 18 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)44 14 7 54 36 18 Capacity, c (veh/h)417 542 498 648 1354 1151 v/c Ratio 0.11 0.03 0.01 0.08 0.03 0.02 95% Queue Length, Q₉₅ (veh)0.4 0.1 0.0 0.3 0.1 0.0 Control Delay (s/veh)14.6 11.8 12.3 11.1 7.7 8.2 Level of Service, LOS B B B B A A Approach Delay (s/veh)14.0 11.2 0.6 0.6 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:46:35 AMBabcockPM.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 2017 North/South Street South Cottonwood Road Time Analyzed AM Peak Hour -Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)4 0 29 36 0 11 22 153 33 40 309 15 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)33 47 22 40 Capacity, c (veh/h)783 596 1233 1386 v/c Ratio 0.04 0.08 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.3 0.1 0.1 Control Delay (s/veh)9.8 11.6 8.0 7.7 Level of Service, LOS A B A A Approach Delay (s/veh)9.8 11.6 0.8 0.8 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:47:00 AMFallonAM.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 2017 North/South Street South Cottonwood Road Time Analyzed PM Peak Hour -Existing Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)7 15 25 47 15 36 58 400 51 22 240 4 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)47 98 58 22 Capacity, c (veh/h)478 436 1319 1106 v/c Ratio 0.10 0.22 0.04 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.9 0.1 0.1 Control Delay (s/veh)13.4 15.6 7.9 8.3 Level of Service, LOS B C A A Approach Delay (s/veh)13.4 15.6 0.9 0.7 Approach LOS B C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:47:21 AMFallonPM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Aug 25, 2017 Area Type Other Jurisdiction MDT Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Existing 2017 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffineAM.xus Project Description Norton Development Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 218 1139 84 73 760 88 107 180 96 187 172 118 Signal Information Green Yellow Red 4.5 3.2 23.1 5.2 4.1 8.5 4.0 0.0 4.0 4.0 0.0 4.0 1.0 0.0 1.0 1.0 0.0 1.0 1 2 3 4 5 6 7 8 Cycle, s 68.6 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 12.8 31.3 9.5 28.1 10.2 13.5 14.3 17.6 Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 2.9 2.9 2.9 2.9 2.9 3.0 2.9 3.0 Queue Clearance Time ( g s ), s 7.6 24.8 3.9 16.7 5.7 7.6 9.4 8.0 Green Extension Time ( g e ), s 0.3 1.5 0.0 0.0 0.0 0.9 0.2 0.6 Phase Call Probability 0.98 1.00 0.75 1.00 0.87 1.00 0.97 1.00 Max Out Probability 0.00 0.58 1.00 1.00 1.00 0.00 0.02 0.30 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 218 619 604 73 432 416 107 142 134 187 172 118 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1772 1729 1688 1772 1707 1688 1772 1569 1688 1772 1502 Queue Service Time ( g s ), s 5.6 22.7 22.8 1.9 14.7 14.7 3.7 5.3 5.6 7.4 6.0 4.8 Cycle Queue Clearance Time ( g c ), s 5.6 22.7 22.8 1.9 14.7 14.7 3.7 5.3 5.6 7.4 6.0 4.8 Green Ratio ( g/C )0.45 0.38 0.38 0.40 0.34 0.34 0.20 0.12 0.12 0.14 0.18 0.18 Capacity ( c ), veh/h 375 680 664 227 596 574 314 219 194 229 324 275 Volume-to-Capacity Ratio ( X )0.581 0.909 0.911 0.322 0.724 0.725 0.341 0.649 0.690 0.817 0.530 0.429 Back of Queue ( Q ), ft/ln ( 50 th percentile)42.2 244.7 237.2 14.7 141.2 134.5 33.1 51.6 49.3 71 57.4 38.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 9.6 9.5 0.6 5.6 5.4 1.3 2.0 1.9 2.8 2.3 1.5 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 14.2 20.0 20.0 16.6 20.0 20.0 23.6 28.7 28.8 28.9 25.4 24.9 Incremental Delay ( d 2 ), s/veh 0.5 12.0 12.4 0.3 3.8 3.9 0.2 1.2 1.6 2.7 0.6 0.4 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 0.0 0.0 Control Delay ( d ), s/veh 14.8 32.0 32.5 16.9 23.8 23.9 23.8 29.9 30.5 31.6 26.0 25.3 Level of Service (LOS)B C C B C C C C C C C C Approach Delay, s/veh / LOS 29.6 C 23.3 C 28.4 C 28.0 C Intersection Delay, s/veh / LOS 27.4 C Multimodal 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 1.7 B 1.2 A 0.8 A 1.3 A Copyright © 2017 University of Florida, All Rights Reserved.HCS7™ Streets Version 7.2 Generated: 9/22/2017 9:47:44 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Aug 25, 2017 Area Type Other Jurisdiction MDT Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Existing 2017 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffinePM.xus Project Description Norton Development Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 157 967 107 92 1047 92 61 214 111 99 168 126 Signal Information Green Yellow Red 4.8 0.8 22.9 3.9 1.0 8.8 4.0 0.0 4.0 4.0 0.0 4.0 1.0 0.0 1.0 1.0 0.0 1.0 Cycle, s 62.3 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 10.6 28.8 9.8 27.9 8.9 13.8 9.9 14.8 Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 2.9 2.9 2.9 2.9 2.9 3.0 2.9 3.0 Queue Clearance Time ( g s ), s 5.5 19.2 4.0 21.1 3.9 7.9 5.6 7.5 Green Extension Time ( g e ), s 0.0 0.0 0.0 1.9 0.0 0.9 0.0 0.5 Phase Call Probability 0.93 1.00 0.80 1.00 0.65 1.00 0.82 1.00 Max Out Probability 1.00 1.00 1.00 0.32 1.00 0.01 1.00 0.74 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 157 547 527 92 578 561 61 168 157 99 168 126 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1772 1709 1688 1772 1721 1688 1772 1572 1688 1772 1502 Queue Service Time ( g s ), s 3.5 17.2 17.2 2.0 19.0 19.1 1.9 5.6 5.9 3.6 5.5 4.8 Cycle Queue Clearance Time ( g c ), s 3.5 17.2 17.2 2.0 19.0 19.1 1.9 5.6 5.9 3.6 5.5 4.8 Green Ratio ( g/C )0.46 0.38 0.38 0.45 0.37 0.37 0.20 0.14 0.14 0.08 0.16 0.16 Capacity ( c ), veh/h 298 676 652 284 653 634 267 251 223 133 280 237 Volume-to-Capacity Ratio ( X )0.526 0.808 0.809 0.324 0.885 0.885 0.228 0.669 0.704 0.743 0.601 0.531 Back of Queue ( Q ), ft/ln ( 50 th percentile)24.8 166.4 159.1 14.3 178.9 172.5 16 53 50.3 34.7 52.5 38 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.0 6.5 6.4 0.6 7.0 6.9 0.6 2.1 2.0 1.4 2.1 1.5 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 13.9 17.2 17.2 13.4 18.4 18.5 20.8 25.4 25.5 28.1 24.4 24.1 Incremental Delay ( d 2 ), s/veh 0.6 6.7 7.0 0.2 6.2 6.4 0.2 1.2 1.5 3.0 1.4 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 0.0 0.0 Control Delay ( d ), s/veh 14.6 24.0 24.2 13.7 24.6 24.9 21.0 26.5 27.0 31.1 25.8 24.8 Level of Service (LOS)B C C B C C C C C C C C Approach Delay, s/veh / LOS 22.9 C 23.9 C 25.8 C 26.8 C Intersection Delay, s/veh / LOS 24.1 C Multimodal 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 1.5 B 1.5 B 0.8 A 1.1 A Copyright © 2017 University of Florida, All Rights Reserved. HCS7™ Streets Version 7.2 Generated: 9/26/2017 8:04:24 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood and Babcock Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 8/25/2017 East/West Street West Babcock Street Analysis Year 2017 North/South Street South Cottonwood Road Time Analyzed AM Peak Hour -Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 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 1 1 0 1 1 0 0 1 2 0 0 1 2 0 Configuration L TR L TR L T TR L T TR Volume, V (veh/h)53 32 27 76 21 15 30 151 19 22 291 62 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)53 59 76 36 30 22 Capacity, c (veh/h)489 524 520 515 1203 1405 v/c Ratio 0.11 0.11 0.15 0.07 0.02 0.02 95% Queue Length, Q₉₅ (veh)0.4 0.4 0.5 0.2 0.1 0.0 Control Delay (s/veh)13.3 12.7 13.1 12.5 8.1 7.6 Level of Service, LOS B B B B A A Approach Delay (s/veh)13.0 12.9 1.2 0.4 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:49:13 AMBabcockAM_Pojected.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood and Babcock Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 8/25/2017 East/West Street West Babcock Street Analysis Year 2017 North/South Street South Cottonwood Road Time Analyzed PM Peak Hour -Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 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 1 1 0 1 1 0 0 1 2 0 0 1 2 0 Configuration L TR L TR L T TR L T TR Volume, V (veh/h)89 21 20 12 19 47 45 350 89 18 221 53 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)89 41 12 66 45 18 Capacity, c (veh/h)448 438 409 538 1286 1117 v/c Ratio 0.20 0.09 0.03 0.12 0.03 0.02 95% Queue Length, Q₉₅ (veh)0.7 0.3 0.1 0.4 0.1 0.0 Control Delay (s/veh)15.0 14.1 14.1 12.6 7.9 8.3 Level of Service, LOS C B B B A A Approach Delay (s/veh)14.7 12.8 0.7 0.5 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:49:55 AMBabcockPM_Projected.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 2017 North/South Street South Cottonwood Road Time Analyzed AM Peak Hour -Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)32 7 80 36 10 12 100 164 33 41 317 41 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)119 58 100 41 Capacity, c (veh/h)583 407 1197 1373 v/c Ratio 0.20 0.14 0.08 0.03 95% Queue Length, Q₉₅ (veh)0.8 0.5 0.3 0.1 Control Delay (s/veh)12.7 15.3 8.3 7.7 Level of Service, LOS B C A A Approach Delay (s/veh)12.7 15.3 2.8 0.8 Approach LOS B C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:50:21 AMFallonAM_Projected.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 2017 North/South Street South Cottonwood Road Time Analyzed PM Peak Hour -Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Norton Ranch Phase 4 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)51 25 105 47 22 37 114 408 51 23 252 34 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 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)181 106 114 23 Capacity, c (veh/h)465 334 1273 1098 v/c Ratio 0.39 0.32 0.09 0.02 95% Queue Length, Q₉₅ (veh)1.8 1.3 0.3 0.1 Control Delay (s/veh)17.6 20.7 8.1 8.3 Level of Service, LOS C C A A Approach Delay (s/veh)17.6 20.7 1.6 0.6 Approach LOS C C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™TWSC Version 7.2 Generated: 9/22/2017 9:50:47 AMFallonPM_Projected.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Aug 25, 2017 Area Type Other Jurisdiction MDT Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Projected Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffineAM_Projected.xus Project Description Norton Development Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 248 1139 84 73 760 127 107 200 96 213 185 138 Signal Information Green Yellow Red 4.6 4.3 22.9 5.3 0.5 8.7 4.0 0.0 4.0 4.0 4.0 4.0 1.0 0.0 1.0 1.0 1.0 1.0 Cycle, s 71.2 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 13.9 32.1 9.6 27.9 10.3 13.7 15.8 19.2 Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 2.9 2.9 2.9 2.9 2.9 3.0 2.9 3.0 Queue Clearance Time ( g s ), s 8.6 25.7 4.0 18.7 5.9 8.2 10.7 8.7 Green Extension Time ( g e ), s 0.4 1.4 0.0 0.0 0.0 0.4 0.2 0.6 Phase Call Probability 0.99 1.00 0.76 1.00 0.88 1.00 0.99 1.00 Max Out Probability 0.00 0.69 1.00 1.00 1.00 0.00 0.09 0.46 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 248 619 604 73 455 432 107 152 144 213 185 138 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1772 1729 1688 1772 1683 1688 1772 1582 1688 1772 1502 Queue Service Time ( g s ), s 6.6 23.6 23.7 2.0 16.7 16.7 3.9 5.9 6.2 8.7 6.7 5.8 Cycle Queue Clearance Time ( g c ), s 6.6 23.6 23.7 2.0 16.7 16.7 3.9 5.9 6.2 8.7 6.7 5.8 Green Ratio ( g/C )0.46 0.38 0.38 0.39 0.32 0.32 0.20 0.12 0.12 0.15 0.20 0.20 Capacity ( c ), veh/h 366 676 659 219 569 540 320 217 193 255 353 299 Volume-to-Capacity Ratio ( X )0.678 0.915 0.917 0.333 0.799 0.800 0.334 0.703 0.742 0.835 0.524 0.461 Back of Queue ( Q ), ft/ln ( 50 th percentile)50.6 263.1 255.1 16.3 175.9 165.9 34.9 59 56.5 90.6 63.7 46.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.0 10.4 10.2 0.6 6.9 6.6 1.4 2.3 2.2 3.6 2.5 1.8 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 15.4 20.9 21.0 17.6 22.1 22.1 24.6 30.0 30.2 29.4 25.5 25.2 Incremental Delay ( d 2 ), s/veh 0.8 13.5 14.0 0.3 7.4 7.7 0.2 1.6 2.1 6.4 0.7 0.4 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 0.0 0.0 Control Delay ( d ), s/veh 16.3 34.5 35.0 18.0 29.4 29.8 24.9 31.6 32.3 35.8 26.2 25.6 Level of Service (LOS)B C C B C C C C C D C C Approach Delay, s/veh / LOS 31.6 C 28.7 C 30.1 C 29.8 C Intersection Delay, s/veh / LOS 30.3 C Multimodal 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 1.7 B 1.3 A 0.8 A 1.4 A Copyright © 2017 University of Florida, All Rights Reserved. HCS7™ Streets Version 7.2 Generated: 9/26/2017 8:02:39 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Aug 25, 2017 Area Type Other Jurisdiction MDT Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Projected Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffinePM_Projected.xus Project Description Norton Development Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 180 967 107 92 1047 119 111 228 61 138 188 159 Signal Information Green Yellow Red 4.9 1.1 24.5 5.2 1.5 8.3 4.0 0.0 4.0 4.0 0.0 4.0 1.0 0.0 1.0 1.0 0.0 1.0 Cycle, s 65.4 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 10.9 30.6 9.9 29.5 10.2 13.3 11.7 14.8 Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 2.9 2.9 2.9 2.9 2.9 3.0 2.9 3.0 Queue Clearance Time ( g s ), s 6.2 19.8 4.1 22.7 5.7 7.4 7.2 8.6 Green Extension Time ( g e ), s 0.0 0.0 0.0 1.8 0.0 0.9 0.0 0.4 Phase Call Probability 0.96 1.00 0.81 1.00 0.87 1.00 0.92 1.00 Max Out Probability 1.00 1.00 1.00 0.41 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 180 547 527 92 593 573 111 147 142 138 188 159 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1772 1709 1688 1772 1708 1688 1772 1645 1688 1772 1502 Queue Service Time ( g s ), s 4.2 17.8 17.8 2.1 20.6 20.7 3.7 5.2 5.4 5.2 6.6 6.6 Cycle Queue Clearance Time ( g c ), s 4.2 17.8 17.8 2.1 20.6 20.7 3.7 5.2 5.4 5.2 6.6 6.6 Green Ratio ( g/C )0.47 0.39 0.39 0.45 0.37 0.37 0.21 0.13 0.13 0.10 0.15 0.15 Capacity ( c ), veh/h 292 692 668 282 663 640 266 225 209 172 265 225 Volume-to-Capacity Ratio ( X )0.617 0.789 0.790 0.326 0.894 0.896 0.417 0.654 0.678 0.802 0.709 0.708 Back of Queue ( Q ), ft/ln ( 85 th percentile)62.9 237.1 227.6 27.4 280.2 269.9 57.7 87.4 85.4 106.3 114.8 102 Back of Queue ( Q ), veh/ln ( 85 th percentile)2.5 9.3 9.1 1.1 11.0 10.8 2.3 3.4 3.4 4.2 4.5 4.0 Queue Storage Ratio ( RQ ) ( 85 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 14.8 17.6 17.6 13.8 19.3 19.3 22.5 27.2 27.3 28.7 26.5 26.5 Incremental Delay ( d 2 ), s/veh 2.8 5.6 5.8 0.2 8.2 8.6 0.4 1.2 1.4 14.3 5.1 5.9 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 0.0 0.0 Control Delay ( d ), s/veh 17.6 23.2 23.4 14.0 27.5 27.9 22.9 28.4 28.7 43.0 31.6 32.4 Level of Service (LOS)B C C B C C C C C D C C Approach Delay, s/veh / LOS 22.5 C 26.7 C 27.0 C 35.1 D Intersection Delay, s/veh / LOS 26.4 C Multimodal 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 1.5 B 1.5 B 0.8 A 1.3 A Copyright © 2017 University of Florida, All Rights Reserved. HCS7™ Streets Version 7.2 Generated: 9/26/2017 8:03:34 AM