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HomeMy WebLinkAbout011 Master Traffic Impact Study Blackwood Groves Residential Development Traffic Impact Study Bozeman, Montana Prepared For: Blackwood Land Fund LLC 115 West Kagy Blvd, Suite L Bozeman, MT 59715 January, 2021 130 South Howie Street Helena, Montana 59601 406-459-1443 Blackwood Groves Traffic Impact Study Bozeman, Montana i Table of Contents A. Executive Summary ...................................................................................... 1 B. Project Description ........................................................................................ 1 C. Existing Conditions ........................................................................................ 1 Adjacent Roadways .............................................................................. 3 Traffic Counts ........................................................................................ 4 Historic Traffic Data ............................................................................... 4 Bozeman Transportation Plan ............................................................... 5 Additional Developments & Schools ..................................................... 5 Level of Service ..................................................................................... 6 D. Proposed Development .............................................................................. 7 E. Trip Generation and Assignment ................................................................ 7 F. Trip Distribution ........................................................................................ 10 G. Traffic Impacts Outside of the Development ............................................. 11 H. Phase 1 Traffic Impacts ............................................................................ 12 I. Long Range Traffic Impacts ..................................................................... 13 J. Impact Summary & Recommendations .................................................... 13 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................8 Figure 3 –Trip Distribution .......................................................................................10 List of Tables Table 1 – Historic Average Daily Traffic Data ..........................................................4 Table 2 – 2020 Level of Service Summary ..............................................................6 Table 3 – Trip Generation Rates .............................................................................9 Table 4 – Projected Level of Service With Developments .......................................12 Table 5 – Projected Phase 1 Level of Service With Developments .........................13 APPENDX A – TRAFFIC DATA APPENDIX B – TRAFFIC MODEL APPENDIX C – LOS CALCULATIONS Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 January, 2021 Blackwood Groves Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Blackwood Groves development is currently proposed for construction east of 19th Avenue and south of Graf Street in Bozeman, MT. The project would include 163 single-family residential lots, 513 multi-family (condominium/townhouse) units, 192 apartment units, and 305 KSF of commercial property. Once completed in 2025, the project would produce up to 13,683 new daily vehicle trips. As proposed, the Blackwood Groves development will not create any new roadway capacity problems in this area. The existing signalized intersections and roundabouts on the road system will function adequately through full build-out of the project. The 2017 Bozeman Transportation Master Plan recommends widening both 19th Avenue (MSN-46), and Kagy Boulevard (MSN-8) to five lane roadways. Both of these improvements will need to be in place to maintain operations on these routes through 2035. The developers should plan to develop bike lanes with the extension of 11th Avenue and Blackwood Road within the development and should design the north/south street within the project area (15th Street) as bike Boulevards (low volume shared bike/car route) per the Bozeman Transportation Master Plan. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed residential and commercial development located east of 19th Avenue and north of Blackwood Road in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the developments may require. The Blackwood Groves development would include up to 868 residential units and 305 KSF of commercial space. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within ½ mile of a proposed development. This includes the intersections of 19th Avenue with Graf Street and Blackwood Road, the intersections of 11th Avenue with Kagy Boulevard and Graf Street, and the intersections of 3rd Avenue with Graf Street and Cambridge Drive. C. EXISTING CONDITIONS The Blackwood Groves development is currently proposed to the east of South 19th Avenue between Graf Street and Blackwood Road. The site is located in a recently developed area comprised of residential properties to the north and east. The Sacajawea Middle School is located to the east of the project site along Cambridge Drive. The site is located one mile south of the Montana State University campus. See Figure 1 for a location map of the proposed development. Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 January, 2021 Figure 1- Proposed Development Site Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 January, 2021 Adjacent Roadways South 19th Avenue is a two-way, north/south principal arterial route that extends south from Main Street in Bozeman, adjacent to the Montana State University campus. The roadway has a 3- to 5-lane urban cross-section. The posted speed limit in the area of the development is 55 MPH. South 19th Avenue is signal controlled at the intersections with Kagy Boulevard, Stucky Road, and Graf Street. Traffic data collected in 2019 by MDT indicates that South 19th Avenue carries 13,000 Vehicles Per Day (VPD) south of Kagy Boulevard. West Kagy Boulevard is a two-way east/west principal arterial route that passes along the southern edge of the MSU campus. The street has a two-lane urban and rural cross-section and includes additional turning lanes at major intersection. The intersection of Kagy Boulevard and 11th Street is currently signalized. The posted speed limit in the area of the proposed development is 35 MPH. Traffic data collected in 2019 by MDT indicates that West Kagy Boulevard carries 15,000 Vehicles Per Day (VPD) west of 19th Avenue. Graf Street is an east/west collector route that extends west for South 3rd Street to 19th Avenue. The western portion of the road is newly constructed, and the middle section was recently reconstructed to City of Bozeman collector standards with a roundabout installed at the intersection of Graf Street and South 3rd Avenue in the summer of 2020. West of 11th Street the road had a paved width of 48 feet and includes bike lanes and pedestrian sidewalks. The intersection of Graf Street and 11th Avenue is also controlled by a roundabout. The intersection of Graf Street and 19th Avenue is signal controlled. The posted speed limit on Graf Street is 25 MPH. Traffic data collected by ATS in 2020 indicates that the road currently carries 3,800 VPD. 11th Avenue is a two-way, north/south collector route that provides access to the residential areas south of the MSU campus. The street has a two-lane urban cross-section with a paved width of 48 feet. The intersection of 11th Street and Kagy Boulevard is currently controlled by a traffic signal. The posted speed limit on 11th Avenue is 25 MPH. South of Graf Street the road widens to include a center raised median and has a posted speed limit of 15 MPH as it passes Alder Creek Park. Traffic data collected by ATS in 2020 indicates that the road currently carries 2,500 VPD. Cambridge Drive is a two-way, east/west local road that extends west from south 3rd Street and provides access to the Sacajawea Middle School and the residential areas west of 3rd Street. The road has a paved width of 32 feet and a posted school zone speed limit of 15 MPH from 8:00 A.M. to 4:30 P.M. Blackwood Road is a two-way, east/west local route that currently extends 1,300 feet west from South 19th Avenue. Blackwood Road has a two-lane urban cross-section with a paved width of 22 feet with curb and gutter on the north side of the road only. The roadway provides Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 January, 2021 access to the southern portion of the Southbridge subdivision, but is not fully developed. Blackwood Road carries less than 100 VPD. Traffic Counts The traffic data used for this report was collected on the surrounding road system by ATS in October of 2020. The collected data includes turning movement counts at the intersections of Graf Street with 19th Avenue, 11th Avenue, and 3rd Avenue, and the intersection of 11th Avenue with Kagy Boulevard. Automatic hose count data was collected on Graf Street and 11th Avenue. Refer to Figure 1 for detail of the data collection/acquisition sites. The raw traffic data is included in Appendix A of this report. Standard practice is to adjust the raw traffic data for seasonal variation and yearly growth in accordance with data collected from nearby MDT annual count stations. However, with the recent Covid-19 outbreak, the data must also be reviewed to account for possible variations caused by the pandemic. ATS gathered daily traffic data for the MDT annual count station W- 104 located on I-90 and station W-107 located on US 191. According to the historic traffic MDT traffic data, typical traffic volumes at these sites are 104% to 84% of the annual average. For the count period in 2020, these count stations indicated that the data collected between October 5 and 7, 2020 was approximately 101% to 124% of the Annual Average Daily Traffic (AADT) in this area. Typically, this information would suggest that traffic volumes should be decreased within the traffic study to normalize the data to the seasonal average. However, in order to provide a conservative result and an assessment of peak summer traffic conditions and possible pandemic variations, no seasonal traffic adjustments were applied to the 2020 traffic data collected for this analysis. The raw traffic data is included in Appendix A of this report. Historic Traffic Data Table 1 – Historic Average Daily Traffic Data Location 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 19TH Ave N of Stucky #16-3B-023 9,110 9,070 9,870 9,940 11,310 13,740 13,458 13,229 13,242 13,321 19TH N of Goldenstein #16-3A-023 -- -- -- -- 4,430 6,340 6,125 6,076 7,395 7,439 S 3rd N of Cambridge #16-3B-112 2,650 1,650 2,370 2,120 2,150 2,160 2,057 2,045 2,461 2,476 Kagy Blvd E of S 11th Av #16-3B-083 12,490 12,440 13,740 13,130 15,890 12,450 14,303 11,824 11,836 14,867 Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 January, 2021 Historic traffic data was collected for 19th Avenue, Kagy Boulevard, and South 3rd Avenue in the vicinity of the proposed development site. This data is presented in Table 1. The MDT data suggests that traffic volumes along these routes have increased at an annual average rate of 2% over the last ten years. Traffic volumes on Kagy Boulevard and South 3rd Avenue have increased at a slower rate than 19th Avenue. Bozeman Transportation Plan The 2017 Bozeman Transportation Master Plan (BTMP) projects traffic conditions on roadways throughout Bozeman through 2040 and provides short-term and long-term recommendations for the roadway network. The plan contains a variety of recommendations for the roadways in this area. These improvements include: MSN-46 S. 19th Avenue (Kagy Boulevard to Goldenstein Lane) Reconstruct South 19th Avenue, from the intersection with Kagy Boulevard south to the intersection with Goldenstein Lane, to a five-lane principal arterial standard. Estimated Cost $9,000,000 MSN-27 Graf Street Extension (Ritter Drive to S. 19th Avenue) Complete Graf Street, from Ritter Drive to South 19th Avenue, to a two-lane urban collector standard. Estimated Cost $1,035,000 MSN-8: Kagy Boulevard Reconstruct Kagy Boulevard, from the intersection of South 19th Avenue to Willson Avenue, to a four-lane urban principal arterial standard. Estimated Cost $8,000,000. The BTMP recommends constructing the future roadways in this area to the following standards: Recommended collector roadway -Blackwood Road Fowler Avenue South 31st Avenue Estimated Cost $560,000 Recommended collector roadway -Blackwood Road South 3rd Avenue Parkway Avenue Estimated cost $2,430,000 Additional Developments & Schools The 2131 Graf Development received approval for construction to the west of South 19th Avenue and north of Graf Street. The project will ultimately be developed to include 460 Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 January, 2021 multi-family residential units. Most of the traffic from this development will flow through the 19th Avenue/Graf Street intersection. The traffic from this project was taken into account for this traffic analysis. The Sacajawea Middle School is located east of the proposed Blackwood Groves development site. The middle school currently has 750 enrolled students in grades 7 and 8. School is in session between 8:15 AM to 3:30 PM. Due to the Covid-19 pandemic, students are not in school full-time and traffic generation from the school is below normal levels. Therefore, no traffic data was collected for Cambridge Road as the data would not be representative of traffic conditions during a normal school year. Based on the ITE trip generation manual, 750 students should produce 1,200 daily vehicle trips, most of which would use Cambridge Road and the local streets to the north. The estimated traffic volumes from Sacajawea Middle School were used for this traffic analysis. 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 7.9. 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 shows the existing 2020 LOS for the AM and PM peak hours without the generated traffic from the Blackwood Groves development. The LOS calculations are included in Appendix C. The table shows that most of the intersections within the study area are functioning at an acceptable LOS under current traffic conditions and all roads in the area are functioning below operating capacity. However, during the field study, some congestion was noted at the intersection of Kagy Boulevard and 11th Avenue, which will likely increase as more areas south of Bozeman area developed. The City of Bozeman is planning to reconstruct this section of Kagy Boulevard to improve the capacity of the roadway within the next ten years (MSN-8). Table 2 – Existing 2020 Level of Service Summary NOON 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 Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 January, 2021 D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 119 acres of land located east of South 19th Avenue between Graf Street and Blackwood Road. The project would include 868 residential units and 305 KSF of commercial space. The project is designed with residential areas located centrally and commercial space located along south 19th Avenue. The project would also include a downtown core commercial area near the intersection of 11th Avenue and Blackwood Road, which would include a variety of commercial spaces and 2nd floor residential apartments. The project will connect to 19th Avenue at Blackwood Road and new approach between Blackwood Road and Graf Street. The project would also connect north to 11th Avenue and east to South 3rd Street through Cambridge Drive. Construction on the property would begin in 2021 and would likely be completed by 2025. The Blackwood Grove development site plan is shown in Figure 2. The project would be constructed in eight phases. Phase 1 of the development includes 132 single-family residential units and would connect only to 11th Avenue to the north and Cambridge Drive to the east. Connections to the west to 19th Avenue would be included with Phase 2 of the development. See Section H for a detail traffic analysis of Phase 1 of the Blackwood Groves development. 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, Tenth 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 783 AM peak hour trips, 1,278 PM peak hour trips, and 13,683 daily trips. See Table 3 for 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. Trip Types As proposed, the development will produce a significant amount of new traffic. However, not all of this traffic will be additive to the current road volumes in this area. There are three basic trip types that describe the traffic which will be generated by the development. These trip types include the following: Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 January, 2021 Figure 2 – Proposed Development Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 January, 2021 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 Residential Apartment #221 108 0.36 39 0.44 48 5.44 588 Condominium/ Townhouse #220 513 0.46 236 0.56 287 7.32 3,755 Single Family Residential #210 163 0.74 121 0.99 161 9.44 1,539 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 783 1,278 13,683 New Trips- This is the basic trip type created by all traffic generators. These trips are defined as those that occur only to utilize one traffic generator at a proposed development site. This trip can generally be characterized as one that runs from a home to a destination and back home. 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 Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 10 January, 2021 Engineers, Tenth 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. Pass-By Trips are those characterized by a vehicle which enters the development on their way to another destination. Upon leaving the driver continues along the roadway to their final destination. Pass-By trips are not generally considered new trips on the surrounding road network because they would exist whether or not the development has been constructed. A common example of this type of trip is a driver which stops at a grocery store on their way home from work. Pass-by trips can be discounted from the through traffic on the adjacent roadways but must be included making the appropriate turning maneuvers at intersections. Since specific data is not currently available for the proposed commercial land uses in the site, no pass-by reductions were included in the trip calculations. 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. Figure 3 – Trip Distribution Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 11 January, 2021 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 Blackwood Groves development is shown in Table 4. The traffic volume calculations are included in Appendix B of this report. As the table shows, the development of the Blackwood Groves development and the other projects in this area will create additional delay at the area intersections, but all intersections will continue to function at LOS C or better with the current configuration. No major road or intersections improvement would be needed to support the vehicular traffic from the proposed development. Traffic volumes within the development will range from 1,000 to 5,000 VPD. Based on the project designs, it may be desirable to develop the intersection of Blackwood Road and 11th Avenue as a four-way STOP. Depending on how this area continues to grow over the next 10-20 years, it may eventually become necessary to provide a traffic signal at this intersection, but this will be highly dependent on how and when the areas to the south and east of the project site are developed. The Bozeman Transportation Master Plan recommends including bike lanes with the road design on 11th Avenue and on Blackwood Road within the development, and designing the north/south street through the project (15th Street) as a bike boulevard (low volume shared bike/car route). The proposed development will extend Cambridge Avenue through from South 3rd Avenue to 11th Avenue, which has the potential to increase traffic volumes in front of the Sacajawea Middle School. While traffic volume increases near the school are possible, the extension of Cambridge Avenue will improve the traffic flow near the school by providing better alternative routes to and from the school property instead of funneling all traffic to the intersection of South 3rd Avenue and Cambridge Avenue. The new route to the west will also decrease the amount of traffic that currently uses the local residential streets north of Sacajawea Middle School. The existing posted speed limit on Cambridge Avenue is 15 MPH from 8:00 A.M. to 4:30 P.M. This speed limit should be maintained or possibly expanded to decrease cut-through traffic along the route if needed. The downtown core area of the Blackwood Groves project currently proposes to provide angle back-in parking along many of the streets within the downtown core. This type of parking is becoming more common in urban areas due to the safety and operational benefits that back-in angle parking provides. Back-in angle parking requires the same amount of time as parallel parking but reduces the number and severity of vehicle and bicycle collisions. Back-in angle parking also increases safety over standard angle parking by preventing the need for drivers to blindly pull backwards out of parking spaces into the street. This type of parking also prevents collisions with bicycles caused by driver doors associated with parallel parking. Overall, a back-in parking configuration is desirable and is currently recommended for urban projects. Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 12 January, 2021 Table 4 –Projected Level of Service Summary NOON Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Graf Street 20.6 C 15.6 B Kagy Boulevard & 11th Avenue 22.8 C 32.6 C Graf Street & 11th Avenue 5.1 A 6.3 A Graf Street & S 3rd Avenue 4.7 A 4.5 A 19th Avenue & Mid Approach 14.6 B 17.7 C 19th Avenue & Blackwood 21.3/14.3 C/B 24.1/17.6 C/C S 3rd Avenue & Cambridge Dr. 16.2 C 11.4 B H. PHASE 1 TRAFFIC IMPACTS The City of Bozeman requested a detailed review of the specific traffic impacts from Phase 1 of the Blackwood Groves development. Phase 1 of the development would include 132 single-family residential units and would connect only to 11th Avenue to the north and Cambridge Drive to the east. This configuration would force most traffic from Phase 1 (90%) through the roundabout at Graf Street and 11th Avenue. ATS reviewed the traffic impacts from Phase 1 and analyzed the results to determine if any traffic issues would develop for the proposed road configuration with this phase. According to the ITE trip generation rates, Phase 1 of the Blackwood Groves development would produce 98 AM peak hour trips, 131 PM peak hour trips, and 1,246 daily trips (approximately 10% of the full-buildout traffic for the project). Phase 1 would be exclusively residential and would not produce any internally captured trips or pass-by trips. The overall trip distribution from Phase 1 would be the same as the overall development but would add traffic onto Graf Street between 19th Avenue and 11th Avenue. The projected traffic impacts from Phase 1 are shown in Table 5. The table indicates that the traffic impacts from Phase 1 would be relatively minor. Traffic volumes at the intersection of Graf Street and 11th Avenue would increase by 14% and the total delay at the roundabout would increase by less than one second per vehicle. Connections to the west to 19th Avenue would be included with Phase 2 of the development and would redistribute a significant amount of traffic from Graf Street directly onto 19th Avenue. The traffic volume calculations are included in Appendix B of this report and the LOS calculations for Phase 1 are included in Appendix C. Blackwood Groves Traffic Impact Study Bozeman, Montana Abelin Traffic Services 13 January, 2021 Table 5 –Projected Phase 1 Level of Service Summary NOON Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Graf Street 21.0 C 15.8 B Kagy Boulevard & 11th Avenue 20.7 C 28.1 C Graf Street & 11th Avenue 4.7 A 5.2 A Graf Street & S 3rd Avenue 4.4 A 4.1 A S 3rd Avenue & Cambridge Dr. 14.9 B 10.7 B I. LONG RANGE TRAFFIC PROJECTIONS 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 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 intersection within the development should function through 2035 without any additional roadway improvements. J. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Blackwood Groves development will not create any new roadway capacity problems in this area. The existing signalized intersections and roundabouts on the road system will function adequately through full build-out of the project. The 2017 Bozeman Transportation Master Plan recommends widening both 19th Avenue (MSN-46) and Kagy Boulevard (MSN-8) to five lane roadways. Both of these improvements will need to be in place to maintain operations on these routes through 2035. The developers should also plan to develop bike lanes with the extension of 11th Avenue and Blackwood Road within the development and should design the north/south street through the project (15th Street) as bike Boulevards (low volume shared bike/car route) per the Bozeman Transportation Master Plan. APPENDIX A Traffic Data File Name : Graff19th1 Site Code : 00000000 Start Date : 10/6/2020 Page No : 1 Groups Printed- Unshifted 19TH Southbound GRAFF Westbound 19TH Northbound GRAFF 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. Total 07:30 AM 10 56 24 1 91 33 2 5 0 40 12 105 1 0 118 0 13 24 0 37 286 07:45 AM 22 63 17 0 102 32 8 3 0 43 2 91 2 0 95 2 12 27 0 41 281 Total 32 119 41 1 193 65 10 8 0 83 14 196 3 0 213 2 25 51 0 78 567 08:00 AM 24 48 16 0 88 18 8 2 0 28 7 83 4 0 94 3 8 34 0 45 255 08:15 AM 11 49 11 0 71 24 1 2 0 27 9 85 2 0 96 0 7 15 0 22 216 *** BREAK *** Total 35 97 27 0 159 42 9 4 0 55 16 168 6 0 190 3 15 49 0 67 471 *** BREAK *** 04:30 PM 18 79 20 0 117 20 15 9 0 44 1 78 0 0 79 2 6 10 0 18 258 04:45 PM 13 99 26 0 138 24 10 16 0 50 5 75 0 1 81 0 7 7 1 15 284 Total 31 178 46 0 255 44 25 25 0 94 6 153 0 1 160 2 13 17 1 33 542 05:00 PM 15 94 39 0 148 30 11 14 0 55 4 79 3 1 87 1 8 9 0 18 308 05:15 PM 21 105 28 0 154 27 17 15 0 59 3 80 2 0 85 6 5 17 0 28 326 Grand Total 134 593 181 1 909 208 72 66 0 346 43 676 14 2 735 14 66 143 1 224 2214 Apprch %14.7 65.2 19.9 0.1 60.1 20.8 19.1 0 5.9 92 1.9 0.3 6.2 29.5 63.8 0.4 Total %6.1 26.8 8.2 0 41.1 9.4 3.3 3 0 15.6 1.9 30.5 0.6 0.1 33.2 0.6 3 6.5 0 10.1 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : Graffand3rd Site Code : 00000000 Start Date : 10/6/2020 Page No : 1 Groups Printed- Unshifted 3RD Southbound GRAF STREET Westbound 3RD Northbound GRAF STREET 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. Total 07:30 AM 0 0 0 0 0 0 19 9 0 28 14 0 8 0 22 9 13 0 0 22 72 07:45 AM 0 0 0 0 0 0 25 12 0 37 20 0 12 0 32 9 18 0 0 27 96 Total 0 0 0 0 0 0 44 21 0 65 34 0 20 0 54 18 31 0 0 49 168 08:00 AM 0 0 0 0 0 0 20 19 0 39 13 0 13 0 26 10 22 0 0 32 97 08:15 AM 0 0 0 0 0 0 30 24 0 54 16 0 12 0 28 12 28 2 0 42 124 *** BREAK *** Total 0 0 0 0 0 0 50 43 0 93 29 0 25 0 54 22 50 2 0 74 221 *** BREAK *** 04:30 PM 0 0 0 0 0 0 20 13 0 33 10 0 14 0 24 9 19 0 0 28 85 04:45 PM 0 0 0 0 0 0 23 12 0 35 12 0 12 0 24 12 17 0 0 29 88 Total 0 0 0 0 0 0 43 25 0 68 22 0 26 0 48 21 36 0 0 57 173 05:00 PM 0 0 0 0 0 0 20 13 0 33 14 0 14 0 28 22 15 0 0 37 98 05:15 PM 0 0 0 0 0 0 26 9 0 35 12 0 17 0 29 20 22 0 0 42 106 Grand Total 0 0 0 0 0 0 183 111 0 294 111 0 102 0 213 103 154 2 0 259 766 Apprch %0 0 0 0 0 62.2 37.8 0 52.1 0 47.9 0 39.8 59.5 0.8 0 Total %0 0 0 0 0 0 23.9 14.5 0 38.4 14.5 0 13.3 0 27.8 13.4 20.1 0.3 0 33.8 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 LOCATION: Graff St & 11th AveDatePasserger CarsNorthbound Eastbound Southbound Westbound Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds TOTAL7:30 1 12 4 6 11 7 1 3 0 9 14 0 687:45 1 8 9 12 21 10 3 3 3 14 22 0 1068:00 0 20 8 7 16 8 5 4 5 20 30 0 1238:15 1 6 5 7 14 7 2 10 5 13 21 0 91 4:30 1 7 4 11 14 3 16 7 15 5 23 0 1064:45 2 9 11 4 30 7 21 11 11 7 29 2 1445:00 1 5 5 9 38 4 19 12 15 9 28 2 1475:15 2 6 7 8 35 2 22 11 8 7 20 1 129 9 73 53 135 64 179 48 291 89 61 62 212 84 187 5 2767%54%39%22%62%16%42%29%29%30%68%2% Heavy Trucks Northbound Eastbound Southbound Westbound Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds TOTAL 7:30 0 7:45 0 8:00 0 8:15 0 4:30 0 4:45 0 5:00 0 5:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ############################################################ TOTAL Northbound Eastbound Southbound Westbound Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds TOTAL 7:30 1 12 4 0 6 11 7 0 1 3 0 0 9 14 0 0 68 7:45 1 8 9 0 12 21 10 0 3 3 3 0 14 22 0 0 106 8:00 0 20 8 0 7 16 8 0 5 4 5 0 20 30 0 0 123 8:15 1 6 5 0 7 14 7 0 2 10 5 0 13 21 0 0 91 4:30 1 7 4 0 11 14 3 0 16 7 15 0 5 23 0 0 106 4:45 2 9 11 0 4 30 7 0 21 11 11 0 7 29 2 0 144 5:00 1 5 5 0 9 38 4 0 19 12 15 0 9 28 2 0 147 5:15 2 6 7 0 8 35 2 0 22 11 8 0 7 20 1 0 129 9 73 53 135 64 179 48 291 89 61 62 212 84 187 5 276 7%54%39%22%62%16%42%29%29%30%68%2% 10/7/2020 Basic Volume Report: GRAFF OCT Station ID : GRAFF OCT Info Line 1 : ATS Info Line 2 : UNICORN 5 DB File : GRAFF OCT.DB Number of Lanes : 0.0 mph 1 Posted Speed Limit : 1.50 Unic-LLast Connected Device Type : Version Number : Serial Number : Lane #1 Configuration # Dir. Information Volume Mode Volume Sensors Divide By 2 Comment 1.SB Normal Axle Yes GPS Lat/Lon : Lane #1 Basic Volume Data From: 14:00 - 10/06/2020 To: 13:59 - 10/07/2020 Date DW 0000 0100 0200 0300 0700060005000400 1100100009000800 Total 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 100620 T 240 486 309 413 248 161 99 53 39 24 2072 100720 W 8 1 3 4 6 26 53 203 283 194 204 219 242 235 1681 8 1 3 4 6 26 53 203 283 194 204 219 242 235 240 486 309 413 248 161 99 53 39 24 3753Month Total : 0% 0% 0% 0% 0% 1% 1% 5% 8% 5% 5% 6% 6% 6% 6% 13% 8% 11% 7% 4% 3% 1% 1% 1% 8 1 3 4 6 26 53 203 283 194 204 219 242 235 240 486 309 413 248 161 99 53 39 24 3753 Percent : ADT : DW Totals : # Days : ADT : Percent : Sun Mon Tue Wed Thu Fri Sat Weekday (Mon-Fri) : ADT : Weekend (Sat-Sun) : ADT : Total Percent 0 0 2072 1681 0 0 0 0.0 0.0 0.4 0.6 0.0 0.0 0.0 0 0 4973 2882 0 0 0 0% 0% 55% 45% 0% 0% 0% 3753 3753 0 0 100% 0% Centurion Basic Volume Report Printed: 10/13/2020 Page 1Centurion Basic Volume Report Printed: 10/13/2020 Page 1 APPENDIX B Traffic Model 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 3rd 0 0 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 3rd 0 0 Blackwood Groves Development Traffic Model 11th Site Generated Traffic AM Model 46 28 Kagy 19th 19 48 18 29 115 92 23 Graf 23 17 40 24 42 120 96 18 24 46 72 115 29 17 69 18 50%Cambridge 48 30%120 18 12 17 In 384 30 12 out 399 Internal Cap 25% 48 IN 288 18 OUT 299 Blackwood 46 12 20% 17 IN 288 3rd 12 OUT 299 30 29 Blackwood Groves Development Traffic Model 11th Site Generated Traffic PM Model 75 45 Kagy 19th 31 78 30 47 188 150 38 Graf 38 28 66 39 68 195 156 29 39 75 117 188 47 28 113 29 50%Cambridge 78 30%195 29 19 28 In 627 49 20 out 651 Internal Cap 25% 78 IN 470 29 OUT 488 Blackwood 75 20 20% 28 IN 470 3rd 19 OUT 488 49 47 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 119 506 97 46 Kagy 19th 51 97 Growth Factor 455 179 1.15 64 135 20.6 C 5.1 A 128 147 27 92 4.7 A 405 45 111 142 163 Graf 78 14 23 23 128 202 13 43 37 159 57 77 538 85 188 60 92 20 28 37 24 14.6 B 0 0 16.2 C 370 72 115 29 173 69 18 0 0 170 Cambridge 507 120 0 145 78 17 30 0 67 130 0 0 21.3/14.3 C/B 9 48 342 0 Blackwood 46 12 9 0 0 477 3rd 0 12 Blackwood Groves Development Traffic Model 11th Total Projected Traffic 32.6 C Full Buildout 87 133 PM Peak Hour 266 547 161 77 Kagy 19th 46 146 Growth Factor 589 242 1.15 136 102 15.6 B 6.3 A 174 124 98 41 4.5 A 671 100 206 140 164 Graf 129 69 69 47 70 82 16 26 32 145 83 46 540 182 179 95 84 12 23 41 44 17.7 C 0 0 11.4 B 639 117 188 47 70 113 29 0 0 136 Cambridge 462 195 0 72 37 28 49 0 38 138 0 0 24.1/17.6 C/C 9 78 593 0 Blackwood 75 20 9 0 0 412 3rd 0 19 Blackwood Groves Development Traffic Model 11th Total Projected Traffic 42.2 D Future 2035 Conditions 108 126 AM Peak Hour 140 660 126 52 Kagy 19th 66 121 Growth Factor 594 215 1.5 78 167 26.1 C 6.0 A 159 192 34 120 5.4 A 493 56 116 184 205 Graf 102 18 30 23 161 239 16 53 48 199 74 94 666 107 216 76 114 23 36 48 24 17.7 C 0 0 465 72 115 29 173 18.5 C 69 18 0 0 220 Cambridge 646 120 0 145 78 17 30 0 67 170 0 0 30.4/17.7 D/C 12 48 (LOS C with 4 thru lanes) 437 0 Blackwood 46 12 12 0 0 615 3rd 0 12 Blackwood Groves Development Traffic Model 11th Total Projected Traffic 84.4 F (LOS C with 4 thru lanes) Future 2035 Conditions 114 174 PM Peak Hour 320 714 210 87 Kagy 19th 60 181 Growth Factor 768 289 1.5 168 119 18.9 C 7.5 A 203 162 125 54 5.0 A 818 124 222 179 200 Graf 168 90 90 50 82 92 17 31 42 175 106 56 645 235 186 123 101 13 30 54 45 22.9 C 0 0 808 117 188 47 70 12.5 B 113 29 0 0 177 Cambridge 575 195 0 72 37 28 49 0 38 178 0 0 37.8/25.3 E/D 12 78 (LOS D/C with 4 Lanes) 762 0 Blackwood 75 20 12 0 0 525 3rd 0 19 Blackwood Groves Development Traffic Model 11th Site Generated Traffic AM Model Phase 1 Only 4 2 Kagy 19th 5 12 2 7 29 8 8 2 Graf 10 7 2 2 2 4 37 37 7 11 23 23 4 2 12 7 19 20 69 89 7 0 23 3 2 0 0 100%Cambridge 2 0%67 4 1 0 In 25 7 3 out 74 Internal Cap 0% 0 IN 25 7 OUT 74 Blackwood 0 0 0% 2 IN 25 3rd 0 OUT 74 7 2 Blackwood Groves Development Traffic Model 11th Site Generated Traffic PM Model Phase 1 Only 13 8 Kagy 19th 3 8 5 5 19 26 26 7 Graf 33 5 7 7 5 12 24 24 4 7 15 15 3 8 41 4 45 67 51 118 5 0 75 8 5 0 0 100%Cambridge 8 0%43 3 3 0 In 83 5 2 out 48 Internal Cap 0% 0 IN 83 5 OUT 48 Blackwood 0 0 0% 8 IN 83 3rd 0 OUT 48 5 8 Blackwood Groves Development Traffic Model 11th Projected Traffic 20.7 C Phase 1 + 2131 Graf Development 83 97 AM Peak Hour 77 506 97 21 Kagy 19th 51 83 Growth Factor 455 142 1.15 48 113 21.0 C 4.7 A 128 177 27 92 4.4 A 290 45 26 142 143 Graf 88 21 23 2 112 202 13 43 73 142 57 77 419 85 115 60 78 20 30 49 7 0 0 14.9 B 331 0 23 3 158 0 0 0 0 170 Cambridge 462 67 0 132 68 0 7 0 58 130 0 0 9 0 331 0 Blackwood 0 0 9 0 0 462 3rd 0 0 Blackwood Groves Development Traffic Model 11th Projected Traffic 28.1 C Phase 1 + 2131 Graf Development 87 133 PM Peak Hour 204 547 161 40 Kagy 19th 46 118 Growth Factor 589 171 1.15 111 60 15.8 B 5.2 A 174 143 98 41 4.1 A 483 100 81 140 134 Graf 162 74 69 17 46 82 16 26 56 110 83 46 345 182 38 95 58 12 31 82 9 0 0 10.7 B 568 0 75 8 46 0 0 0 0 136 Cambridge 392 43 0 46 21 0 5 0 20 138 0 0 9 0 568 0 Blackwood 0 0 9 0 0 392 3rd 0 0 APPENDIX C LOS Calculations 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 PHF 1.00 Urban Street 19th Avenue Analysis Year 2020 Analysis Period 1> 7:00 Intersection Graff Street File Name Graff19thAM.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 108 48 8 12 32 128 8 364 24 68 252 88 Signal Information Green Yellow Red 1.1 3.8 54.5 18.6 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 8 5 2 1 6 Case Number 6.0 6.0 1.1 3.0 1.1 4.0 Phase Duration, s 22.6 22.6 5.1 58.5 8.9 62.3 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 3.1 2.9 0.0 2.9 0.0 Queue Clearance Time ( g s ), s 17.7 10.2 2.2 3.2 Green Extension Time ( g e ), s 0.6 0.6 0.0 0.0 0.1 0.0 Phase Call Probability 1.00 1.00 1.00 0.82 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 108 56 12 160 8 364 24 68 175 165 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1226 1727 1348 1549 1688 1772 1525 1688 1772 1617 Queue Service Time ( g s ), s 7.6 2.4 0.7 8.2 0.2 9.2 0.6 1.2 3.5 3.6 Cycle Queue Clearance Time ( g c ), s 15.7 2.4 2.9 8.2 0.2 9.2 0.6 1.2 3.5 3.6 Green Ratio ( g/C )0.21 0.21 0.21 0.21 0.61 0.61 0.61 0.68 0.65 0.65 Capacity ( c ), veh/h 227 362 328 324 705 1068 920 679 1143 1043 Volume-to-Capacity Ratio ( X )0.476 0.155 0.037 0.493 0.011 0.341 0.026 0.100 0.153 0.159 Back of Queue ( Q ), ft/ln ( 50 th percentile)55 23.4 5.1 72.4 1.2 75.4 4 7.4 26.2 24.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.2 0.9 0.2 2.9 0.0 3.0 0.2 0.3 1.0 1.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 38.2 29.1 30.2 31.4 6.7 8.9 7.2 5.6 6.3 6.3 Incremental Delay ( d 2 ), s/veh 0.6 0.1 0.0 0.4 0.0 0.9 0.1 0.0 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 38.8 29.1 30.2 31.8 6.7 9.8 7.3 5.7 6.6 6.6 Level of Service (LOS)D C C C A A A A A A Approach Delay, s/veh / LOS 35.5 D 31.7 C 9.6 A 6.4 A Intersection Delay, s/veh / LOS 15.5 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 0.76 A 0.77 A 1.14 A 0.82 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 9:00:35 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 PHF 1.00 Urban Street 19th Avenue Analysis Year 2020 Analysis Period 1> 7:00 Intersection Graff Street File Name Graff19thPM.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 28 28 4 60 68 108 4 300 20 112 420 84 Signal Information Green Yellow Red 0.6 1.1 58.3 14.1 0.0 0.0 4.0 4.0 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 18.1 18.1 4.6 62.3 9.6 67.4 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.0 3.0 2.9 0.0 2.9 0.0 Queue Clearance Time ( g s ), s 13.5 11.4 2.1 3.7 Green Extension Time ( g e ), s 0.5 0.5 0.0 0.0 0.2 0.0 Phase Call Probability 1.00 1.00 1.00 0.94 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 28 32 60 176 4 300 20 112 258 246 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1209 1733 1377 1596 1688 1772 1525 1688 1772 1669 Queue Service Time ( g s ), s 2.0 1.4 3.5 9.4 0.1 6.5 0.4 1.7 4.6 4.6 Cycle Queue Clearance Time ( g c ), s 11.5 1.4 5.0 9.4 0.1 6.5 0.4 1.7 4.6 4.6 Green Ratio ( g/C )0.16 0.16 0.16 0.16 0.65 0.65 0.65 0.73 0.70 0.70 Capacity ( c ), veh/h 143 273 274 251 654 1146 987 807 1246 1174 Volume-to-Capacity Ratio ( X )0.196 0.117 0.219 0.701 0.006 0.262 0.020 0.139 0.207 0.210 Back of Queue ( Q ), ft/ln ( 50 th percentile)14.6 14.3 28.1 88.2 0.5 48.7 2.7 8.2 29.5 28.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.6 0.6 1.1 3.5 0.0 1.9 0.1 0.3 1.2 1.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 41.4 32.6 34.7 35.9 5.4 6.8 5.7 3.9 4.6 4.7 Incremental Delay ( d 2 ), s/veh 0.2 0.1 0.1 1.3 0.0 0.6 0.0 0.0 0.4 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 Control Delay ( d ), s/veh 41.6 32.6 34.9 37.2 5.4 7.3 5.7 3.9 5.0 5.1 Level of Service (LOS)D C C D A A A A A A Approach Delay, s/veh / LOS 36.8 D 36.6 D 7.2 A 4.8 A Intersection Delay, s/veh / LOS 13.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.30 B 2.13 B 1.87 B 1.85 B Bicycle LOS Score / LOS 0.59 A 0.88 A 1.02 A 1.00 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 9:02:01 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 PHF 1.00 Urban Street Kagy Blvd Analysis Year 2020 Analysis Period 1> 7:00 Intersection 11th Avenue File Name Kagy11thAM.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 44 396 40 16 440 56 68 104 92 64 60 36 Signal Information Green Yellow Red 2.0 2.0 54.5 19.5 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 8.0 60.5 6.0 58.5 23.5 23.5 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 3.1 0.0 3.6 3.6 Queue Clearance Time ( g s ), s 2.8 2.3 13.3 18.3 Green Extension Time ( g e ), s 0.1 0.0 0.0 0.0 1.1 1.1 Phase Call Probability 0.67 0.33 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 44 436 16 496 68 196 64 96 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1742 1688 1735 1071 1418 1038 1477 Queue Service Time ( g s ), s 0.8 11.2 0.3 14.2 5.1 11.3 5.3 4.9 Cycle Queue Clearance Time ( g c ), s 0.8 11.2 0.3 14.2 9.7 11.3 16.3 4.9 Green Ratio ( g/C )0.65 0.63 0.63 0.61 0.22 0.22 0.22 0.22 Capacity ( c ), veh/h 554 1092 571 1049 258 308 179 321 Volume-to-Capacity Ratio ( X )0.079 0.399 0.028 0.473 0.264 0.636 0.357 0.299 Back of Queue ( Q ), ft/ln ( 50 th percentile)6.5 100.1 2.6 130.7 33.1 96.9 34.4 43.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.3 3.9 0.1 5.1 1.3 3.8 1.4 1.7 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 6.9 8.3 7.1 9.8 33.4 32.0 39.2 29.5 Incremental Delay ( d 2 ), s/veh 0.0 1.1 0.0 1.5 0.2 0.8 0.4 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 7.0 9.4 7.1 11.4 33.6 32.8 39.7 29.7 Level of Service (LOS)A A A B C C D C Approach Delay, s/veh / LOS 9.2 A 11.2 B 33.0 C 33.7 C Intersection Delay, s/veh / LOS 17.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.87 B 1.88 B 1.93 B 1.93 B Bicycle LOS Score / LOS 1.28 A 1.33 A 0.92 A 0.75 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 9:03:56 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 PM Peak Hour PHF 1.00 Urban Street Kagy Blvd Analysis Year 2020 Analysis Period 1> 7:00 Intersection 11th Avenue File Name Kagy11thPM.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 40 512 92 28 476 116 110 136 48 140 156 76 Signal Information Green Yellow Red 3.0 0.8 50.0 24.2 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 7.8 54.8 7.0 54.0 28.2 28.2 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 2.9 2.6 22.4 21.6 Green Extension Time ( g e ), s 0.1 0.0 0.0 0.0 1.7 1.7 Phase Call Probability 0.63 0.50 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 40 604 28 592 110 184 140 232 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1722 1688 1708 1030 1586 1057 1544 Queue Service Time ( g s ), s 0.9 21.2 0.6 21.2 9.2 8.6 11.3 11.6 Cycle Queue Clearance Time ( g c ), s 0.9 21.2 0.6 21.2 20.4 8.6 19.6 11.6 Green Ratio ( g/C )0.60 0.56 0.59 0.56 0.27 0.27 0.27 0.27 Capacity ( c ), veh/h 410 972 381 949 228 426 267 415 Volume-to-Capacity Ratio ( X )0.098 0.622 0.073 0.624 0.482 0.431 0.524 0.559 Back of Queue ( Q ), ft/ln ( 50 th percentile)7.3 204.6 5.2 204.5 58.1 80.9 72.7 106.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.3 8.1 0.2 8.0 2.3 3.2 2.9 4.2 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 10.2 13.2 10.8 13.6 36.9 27.2 35.1 28.3 Incremental Delay ( d 2 ), s/veh 0.0 3.0 0.0 3.1 0.6 0.3 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 Control Delay ( d ), s/veh 10.3 16.2 10.8 16.7 37.5 27.5 35.7 28.7 Level of Service (LOS)B B B B D C D C Approach Delay, s/veh / LOS 15.8 B 16.4 B 31.2 C 31.4 C Intersection Delay, s/veh / LOS 21.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.88 B 1.89 B 1.93 B 1.93 B Bicycle LOS Score / LOS 1.55 B 1.51 B 0.97 A 1.10 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 9:04:46 AM 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 2020 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak Hour 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 28 64 32 0 1 120 80 0 32 80 1 0 20 16 20 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 29 66 33 0 1 124 82 0 33 82 1 0 21 16 21 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 128 207 116 58 Entry Volume, veh/h 124 201 113 56 Circulating Flow (vc), pc/h 38 144 116 158 Exiting Flow (vex), pc/h 88 178 193 50 Capacity (cpce), pc/h 1328 1191 1226 1175 Capacity (c), veh/h 1289 1157 1190 1140 v/c Ratio (x)0.10 0.17 0.09 0.05 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 3.6 4.6 3.8 3.6 Lane LOS A A A A 95% Queue, veh 0.3 0.6 0.3 0.2 Approach Delay, s/veh 3.6 4.6 3.8 3.6 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.1 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 8:59:14 AMGraff11thAM.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 2020 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak Hour 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 16 152 36 0 8 112 36 0 28 20 4 0 60 48 76 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 16 157 37 0 8 115 37 0 29 21 4 0 62 49 78 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 210 160 54 189 Entry Volume, veh/h 204 155 52 183 Circulating Flow (vc), pc/h 119 66 235 152 Exiting Flow (vex), pc/h 223 222 74 94 Capacity (cpce), pc/h 1222 1290 1086 1182 Capacity (c), veh/h 1187 1253 1054 1147 v/c Ratio (x)0.17 0.12 0.05 0.16 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 3.9 3.8 4.5 Lane LOS A A A A 95% Queue, veh 0.6 0.4 0.2 0.6 Approach Delay, s/veh 4.5 3.9 3.8 4.5 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.3 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 8:59:44 AMGraff11thPM.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 2020 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak Hour 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 0 112 48 0 120 96 0 48 64 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 115 49 0 124 99 0 49 66 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 164 223 115 Entry Volume, veh/h 159 217 112 Circulating Flow (vc), pc/h 124 49 115 272 Exiting Flow (vex), pc/h 181 148 0 173 Capacity (cpce), pc/h 1216 1313 1227 Capacity (c), veh/h 1181 1274 1192 v/c Ratio (x)0.13 0.17 0.09 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 4.2 4.3 3.8 Lane LOS A A A 95% Queue, veh 0.5 0.6 0.3 Approach Delay, s/veh 4.2 4.3 3.8 Approach LOS A A A Intersection Delay, s/veh | LOS 4.1 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 8:57:51 AMGraff3rdAM.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 2020 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak Hour 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 88 80 0 36 104 0 68 48 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 91 82 0 37 107 0 70 49 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 173 144 119 Entry Volume, veh/h 168 140 116 Circulating Flow (vc), pc/h 37 70 91 214 Exiting Flow (vex), pc/h 140 177 0 119 Capacity (cpce), pc/h 1329 1285 1258 Capacity (c), veh/h 1290 1247 1221 v/c Ratio (x)0.13 0.11 0.09 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 3.9 3.8 3.7 Lane LOS A A A 95% Queue, veh 0.4 0.4 0.3 Approach Delay, s/veh 3.9 3.8 3.7 Approach LOS A A A Intersection Delay, s/veh | LOS 3.8 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 8:58:34 AMGraff3rdPM.xro 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 13 538 28 78 405 128 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 13 538 28 78 276 257 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1709 1688 1557 1688 1772 1525 1688 1772 1626 Queue Service Time ( g s ), s 8.7 4.1 0.6 10.8 0.3 19.8 0.8 1.9 7.7 7.9 Cycle Queue Clearance Time ( g c ), s 8.7 4.1 0.6 10.8 0.3 19.8 0.8 1.9 7.7 7.9 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 318 426 305 230 482 879 757 416 948 870 Volume-to-Capacity Ratio ( X )0.636 0.228 0.046 0.836 0.027 0.612 0.037 0.187 0.291 0.296 Back of Queue ( Q ), ft/ln ( 50 th percentile)81.6 38.9 6.1 101.3 2.7 188.2 6.6 14.2 68.4 63.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.2 1.5 0.2 4.0 0.1 7.4 0.3 0.6 2.7 2.5 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 Uniform Delay ( d 1 ), s/veh 26.8 26.9 31.5 37.3 10.9 16.4 11.6 11.5 11.5 11.6 Incremental Delay ( d 2 ), s/veh 0.8 0.1 0.0 3.1 0.0 3.2 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 19.6 11.7 11.6 12.3 12.4 Level of Service (LOS)C C C D B B B B B B Approach Delay, s/veh / LOS 27.4 C 39.8 D 19.0 B 12.3 B Intersection Delay, s/veh / LOS 20.6 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 1.44 A 0.99 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 10:50:32 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 16 540 23 129 671 174 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 16 540 23 129 438 407 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1157 1708 1345 1611 1688 1772 1525 1688 1772 1645 Queue Service Time ( g s ), s 6.2 2.4 3.9 11.3 0.3 16.7 0.6 2.5 11.3 11.3 Cycle Queue Clearance Time ( g c ), s 17.2 2.4 6.1 11.3 0.3 16.7 0.6 2.5 11.3 11.3 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 200 386 350 364 422 1022 880 524 1097 1018 Volume-to-Capacity Ratio ( X )0.411 0.150 0.197 0.616 0.038 0.528 0.026 0.246 0.399 0.400 Back of Queue ( Q ), ft/ln ( 50 th percentile)42 23.6 29.8 103.1 2.5 143.6 4.2 16.1 90 82.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 0.9 1.2 4.1 0.1 5.7 0.2 0.6 3.5 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 0.00 0.00 Uniform Delay ( d 1 ), s/veh 38.9 27.9 30.3 31.3 7.9 11.6 8.2 7.9 8.7 8.7 Incremental Delay ( d 2 ), s/veh 0.5 0.1 0.1 0.6 0.0 2.0 0.1 0.1 1.1 1.2 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 7.9 13.5 8.2 8.0 9.8 9.9 Level of Service (LOS)D C C C A B A A A A Approach Delay, s/veh / LOS 34.7 C 31.6 C 13.2 B 9.6 A Intersection Delay, s/veh / LOS 15.6 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 1.44 A 1.29 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 10:51:23 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 46 506 97 97 179 135 97 119 83 Signal Information Green Yellow Red 4.1 0.2 45.6 28.1 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 49.8 8.1 49.6 32.1 32.1 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 3.2 3.1 18.3 26.3 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 46 603 97 314 97 202 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1731 1688 1719 1060 1509 986 1519 Queue Service Time ( g s ), s 1.2 18.9 1.1 24.0 7.2 16.3 8.5 9.5 Cycle Queue Clearance Time ( g c ), s 1.2 18.9 1.1 24.0 16.3 16.3 24.3 9.5 Green Ratio ( g/C )0.56 0.51 0.55 0.51 0.31 0.31 0.31 0.31 Capacity ( c ), veh/h 352 882 397 872 303 470 214 473 Volume-to-Capacity Ratio ( X )0.145 0.588 0.116 0.692 0.320 0.668 0.454 0.427 Back of Queue ( Q ), ft/ln ( 50 th percentile)10.8 190.4 9.8 245 45.6 144.1 51.4 84.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.4 7.5 0.4 9.6 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 11.9 16.8 30.9 26.9 37.3 24.6 Incremental Delay ( d 2 ), s/veh 0.1 2.9 0.0 4.5 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 12.8 18.3 11.9 21.3 31.1 27.5 37.9 24.8 Level of Service (LOS)B B B C C C D C Approach Delay, s/veh / LOS 17.8 B 20.7 C 28.4 C 29.1 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 7.8.5 Generated: 1/5/2021 10:52:10 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 77 547 133 146 242 102 161 266 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 32.0 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 0.85 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 77 680 146 344 161 353 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1710 1688 1708 961 1592 968 1620 Queue Service Time ( g s ), s 1.2 35.4 2.1 31.2 13.5 16.3 14.7 16.4 Cycle Queue Clearance Time ( g c ), s 1.2 35.4 2.1 31.2 30.0 16.3 31.0 16.4 Green Ratio ( g/C )0.51 0.47 0.52 0.48 0.34 0.34 0.34 0.34 Capacity ( c ), veh/h 239 796 228 814 235 548 239 558 Volume-to-Capacity Ratio ( X )0.193 0.911 0.337 0.835 0.620 0.627 0.675 0.633 Back of Queue ( Q ), ft/ln ( 50 th percentile)11.1 420.7 18.6 343.8 84.2 154.9 97.4 159.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.4 16.6 0.7 13.5 3.3 6.1 3.8 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 22.3 18.6 20.5 37.3 24.7 37.7 24.7 Incremental Delay ( d 2 ), s/veh 0.1 16.4 0.3 9.9 3.7 1.7 6.1 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 38.8 18.9 30.4 41.0 26.4 43.8 26.5 Level of Service (LOS)B D B C D C D C Approach Delay, s/veh / LOS 37.5 D 29.2 C 30.7 C 31.9 C Intersection Delay, s/veh / LOS 32.6 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 1.30 A 1.34 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 10:52:55 AM 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 65 37 0 23 142 92 0 37 188 24 0 23 111 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 67 38 0 24 146 95 0 38 194 25 0 24 114 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 149 265 257 166 Entry Volume, veh/h 145 257 250 161 Circulating Flow (vc), pc/h 162 276 135 208 Exiting Flow (vex), pc/h 116 212 333 176 Capacity (cpce), pc/h 1170 1041 1202 1116 Capacity (c), veh/h 1136 1011 1167 1084 v/c Ratio (x)0.13 0.25 0.21 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 4.3 6.0 5.0 4.6 Lane LOS A A A A 95% Queue, veh 0.4 1.0 0.8 0.5 Approach Delay, s/veh 4.3 6.0 5.0 4.6 Approach LOS A A A A Intersection Delay, s/veh | LOS 5.1 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 10:45:11 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 32 179 44 0 69 206 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 33 184 45 0 71 212 101 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 256 234 262 384 Entry Volume, veh/h 249 227 254 373 Circulating Flow (vc), pc/h 331 244 285 225 Exiting Flow (vex), pc/h 303 278 253 302 Capacity (cpce), pc/h 985 1076 1032 1097 Capacity (c), veh/h 956 1045 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 6.1 6.9 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 6.1 6.9 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 7.8.5 Generated: 1/5/2021 10:45:47 AMGraff11thPMfuture1.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 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 0 159 60 0 128 163 0 57 92 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 164 62 0 132 168 0 59 95 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 226 300 154 Entry Volume, veh/h 219 291 150 Circulating Flow (vc), pc/h 132 59 164 359 Exiting Flow (vex), pc/h 259 227 0 194 Capacity (cpce), pc/h 1206 1299 1167 Capacity (c), veh/h 1171 1262 1133 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. 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HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 10:43:36 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 0 145 95 0 70 164 0 83 84 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 149 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 247 241 172 Entry Volume, veh/h 240 234 167 Circulating Flow (vc), pc/h 72 85 149 326 Exiting Flow (vex), pc/h 236 254 0 170 Capacity (cpce), pc/h 1282 1265 1185 Capacity (c), veh/h 1245 1229 1151 v/c Ratio (x)0.19 0.19 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 4.5 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. 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HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 10:44:42 AMGraff3rdPMfuture1.xro 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)18 72 507 17 69 370 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)90 69 Capacity, c (veh/h)465 1032 v/c Ratio 0.19 0.07 95% Queue Length, Q₉₅ (veh)0.7 0.2 Control Delay (s/veh)14.6 8.7 Level of Service (LOS)B A Approach Delay (s/veh)14.6 1.4 Approach LOS B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.8.5 Generated: 1/5/2021 10:48:08 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)29 117 462 28 113 639 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)146 113 Capacity, c (veh/h)428 1063 v/c Ratio 0.34 0.11 95% Queue Length, Q₉₅ (veh)1.5 0.4 Control Delay (s/veh)17.7 8.8 Level of Service (LOS)C A Approach Delay (s/veh)17.7 1.3 Approach LOS C Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.8.5 Generated: 1/5/2021 10:48:40 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 12 1 48 1 477 12 46 342 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 61 1 46 Capacity, c (veh/h)232 447 1202 1069 v/c Ratio 0.05 0.14 0.00 0.04 95% Queue Length, Q₉₅ (veh)0.1 0.5 0.0 0.1 Control Delay (s/veh)21.3 14.3 8.0 8.5 Level of Service (LOS)C B A A Approach Delay (s/veh)21.3 14.3 0.0 1.0 Approach LOS C B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.8.5 Generated: 1/5/2021 10:46:46 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 9 20 1 78 1 412 19 75 593 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)19 99 1 75 Capacity, c (veh/h)207 383 971 1123 v/c Ratio 0.09 0.26 0.00 0.07 95% Queue Length, Q₉₅ (veh)0.3 1.0 0.0 0.2 Control Delay (s/veh)24.1 17.6 8.7 8.4 Level of Service (LOS)C C A A Approach Delay (s/veh)24.1 17.6 0.0 0.9 Approach LOS C C Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.8.5 Generated: 1/5/2021 10:47:14 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)145 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)212 78 Capacity, c (veh/h)533 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 7.8.5 Generated: 1/5/2021 10:49:25 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)72 38 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)110 37 Capacity, c (veh/h)672 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 7.8.5 Generated: 1/5/2021 10:49:54 AMCambridgePMFuture1.xtw 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 Phase1 PHF 1.00 Urban Street 19th Avenue Analysis Year 2021 Analysis Period 1> 7:00 Intersection Graf Street File Name Graff19thAMPhase1.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 21 45 177 13 419 30 88 290 128 Signal Information Green Yellow Red 1.7 3.7 42.9 2.5 4.2 15.1 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 14.7 27.3 6.5 19.1 5.7 46.9 9.3 50.6 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 3.1 2.9 3.1 2.9 0.0 2.9 0.0 Queue Clearance Time ( g s ), s 10.5 6.0 2.9 14.5 2.4 4.2 Green Extension Time ( g e ), s 0.3 0.6 0.0 0.6 0.0 0.0 0.1 0.0 Phase Call Probability 0.99 1.00 0.41 1.00 1.00 0.89 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 21 222 13 419 30 88 217 201 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1709 1688 1550 1688 1772 1525 1688 1772 1590 Queue Service Time ( g s ), s 8.5 4.0 0.9 12.5 0.4 14.6 0.9 2.2 6.1 6.3 Cycle Queue Clearance Time ( g c ), s 8.5 4.0 0.9 12.5 0.4 14.6 0.9 2.2 6.1 6.3 Green Ratio ( g/C )0.31 0.26 0.19 0.17 0.49 0.48 0.48 0.55 0.52 0.52 Capacity ( c ), veh/h 314 443 344 260 523 844 727 484 917 822 Volume-to-Capacity Ratio ( X )0.644 0.219 0.061 0.855 0.025 0.496 0.041 0.182 0.237 0.245 Back of Queue ( Q ), ft/ln ( 50 th percentile)78.9 38.2 8.8 116.5 2.9 139.2 7.5 17 54.6 50.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)3.1 1.5 0.3 4.6 0.1 5.5 0.3 0.7 2.1 2.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 25.8 26.2 29.5 36.4 11.7 16.2 12.6 11.0 11.9 12.0 Incremental Delay ( d 2 ), s/veh 0.8 0.1 0.0 3.1 0.0 2.1 0.1 0.1 0.6 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 26.7 26.3 29.6 39.5 11.7 18.2 12.7 11.1 12.6 12.7 Level of Service (LOS)C C C D B B B B B B Approach Delay, s/veh / LOS 26.5 C 38.7 D 17.7 B 12.4 B Intersection Delay, s/veh / LOS 21.0 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 0.89 A 1.25 A 0.91 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 11:13:59 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 Phase 1 PHF 1.00 Urban Street 19th Avenue Analysis Year 2021 Analysis Period 1> 7:00 Intersection Graff Street File Name Graff19thPMPhase1.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 74 100 143 16 345 31 162 483 174 Signal Information Green Yellow Red 2.0 3.9 50.8 21.3 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 25.3 25.3 6.0 54.8 9.9 58.8 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 2.9 0.0 2.9 0.0 Queue Clearance Time ( g s ), s 20.2 14.3 2.4 5.3 Green Extension Time ( g e ), s 0.8 0.8 0.0 0.0 0.3 0.0 Phase Call Probability 1.00 1.00 1.00 0.98 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 74 243 16 345 31 162 343 314 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1137 1708 1345 1602 1688 1772 1525 1688 1772 1611 Queue Service Time ( g s ), s 6.3 2.4 4.1 12.3 0.4 9.5 0.8 3.3 8.5 8.6 Cycle Queue Clearance Time ( g c ), s 18.2 2.4 6.3 12.3 0.4 9.5 0.8 3.3 8.5 8.6 Green Ratio ( g/C )0.24 0.24 0.24 0.24 0.58 0.56 0.56 0.65 0.61 0.61 Capacity ( c ), veh/h 199 407 368 382 494 998 859 661 1075 977 Volume-to-Capacity Ratio ( X )0.411 0.143 0.201 0.637 0.032 0.346 0.036 0.245 0.319 0.322 Back of Queue ( Q ), ft/ln ( 50 th percentile)42 23.1 31.3 111.2 2.6 82.2 5.9 21.9 68.8 63.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 0.9 1.2 4.4 0.1 3.2 0.2 0.9 2.7 2.5 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 Uniform Delay ( d 1 ), s/veh 38.8 27.0 29.4 30.8 8.1 10.7 8.8 7.0 8.6 8.7 Incremental Delay ( d 2 ), s/veh 0.5 0.1 0.1 0.7 0.0 1.0 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 39.3 27.1 29.5 31.4 8.1 11.6 8.9 7.1 9.4 9.5 Level of Service (LOS)D C C C A B A A A A Approach Delay, s/veh / LOS 34.3 C 31.0 C 11.3 B 9.0 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 1.01 A 1.13 A 1.16 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 11:15:11 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 Phase 1 PHF 1.00 Urban Street Kagy Blvd Analysis Year 2021 Analysis Period 1> 7:00 Intersection 11th Avenue File Name Kagy11thAMPhase1.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 48 21 506 97 83 142 113 97 77 83 Signal Information Green Yellow Red 2.5 1.9 48.8 24.9 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 54.6 6.5 52.8 28.9 28.9 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 0.0 3.1 0.0 3.6 3.6 Queue Clearance Time ( g s ), s 3.1 2.5 15.8 23.3 Green Extension Time ( g e ), s 0.1 0.0 0.0 0.0 1.6 1.6 Phase Call Probability 0.72 0.41 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 51 503 21 603 83 255 97 160 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1740 1688 1719 1077 1483 1020 1442 Queue Service Time ( g s ), s 1.1 16.0 0.5 22.3 6.1 13.5 8.2 8.1 Cycle Queue Clearance Time ( g c ), s 1.1 16.0 0.5 22.3 13.8 13.5 21.3 8.1 Green Ratio ( g/C )0.59 0.56 0.57 0.54 0.28 0.28 0.28 0.28 Capacity ( c ), veh/h 396 979 446 932 285 410 214 399 Volume-to-Capacity Ratio ( X )0.129 0.514 0.047 0.647 0.291 0.622 0.454 0.401 Back of Queue ( Q ), ft/ln ( 50 th percentile)9.6 153.8 4.2 219.8 39.5 119 51.5 69.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.4 6.1 0.2 8.7 1.6 4.7 2.0 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 Uniform Delay ( d 1 ), s/veh 10.9 12.1 10.0 14.5 31.9 28.4 37.5 26.5 Incremental Delay ( d 2 ), s/veh 0.1 1.9 0.0 3.5 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 10.9 14.0 10.0 18.0 32.2 29.0 38.1 26.7 Level of Service (LOS)B B B B C C D C Approach Delay, s/veh / LOS 13.7 B 17.7 B 29.8 C 31.0 C Intersection Delay, s/veh / LOS 20.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.88 B 1.89 B 1.92 B 1.92 B Bicycle LOS Score / LOS 1.40 A 1.52 B 1.05 A 0.91 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 11:16:10 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 Phase 1 PHF 1.00 Urban Street Kagy Blvd Analysis Year 2021 Analysis Period 1> 7:00 Intersection 11th Avenue File Name Kagy11thPMPhase1.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 46 589 111 40 547 133 118 171 60 161 204 87 Signal Information Green Yellow Red 3.8 0.3 46.4 27.5 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 50.7 7.8 50.4 31.5 31.5 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 3.1 0.0 3.5 3.5 Queue Clearance Time ( g s ), s 3.1 3.0 26.4 25.9 Green Extension Time ( g e ), s 0.1 0.0 0.1 0.0 1.1 1.2 Phase Call Probability 0.68 0.63 1.00 1.00 Max Out Probability 0.00 0.00 0.69 0.59 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 46 700 40 680 118 231 161 291 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1548 1688 1708 1000 1601 1039 1578 Queue Service Time ( g s ), s 1.1 35.7 1.0 28.8 10.3 10.6 13.4 14.1 Cycle Queue Clearance Time ( g c ), s 1.1 35.7 1.0 28.8 24.4 10.6 23.9 14.1 Green Ratio ( g/C )0.56 0.52 0.56 0.52 0.31 0.31 0.31 0.31 Capacity ( c ), veh/h 306 804 226 882 228 488 275 481 Volume-to-Capacity Ratio ( X )0.150 0.870 0.177 0.771 0.518 0.473 0.585 0.605 Back of Queue ( Q ), ft/ln ( 50 th percentile)9.5 359.7 8.4 298.4 62.9 98.7 85 132.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.4 14.2 0.3 11.7 2.5 3.9 3.3 5.2 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 13.8 19.0 17.2 17.5 37.1 25.4 35.1 26.7 Incremental Delay ( d 2 ), s/veh 0.1 12.4 0.1 6.5 0.7 0.3 0.9 0.8 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 13.9 31.3 17.4 24.0 37.7 25.7 36.0 27.5 Level of Service (LOS)B C B C D C D C Approach Delay, s/veh / LOS 30.3 C 23.6 C 29.8 C 30.5 C Intersection Delay, s/veh / LOS 28.1 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 1.72 B 1.68 B 1.06 A 1.23 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 1/5/2021 11:16:56 AM 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 2021 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak Phase 1 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 49 0 2 142 92 0 73 115 7 0 23 26 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 50 0 2 146 95 0 75 118 7 0 24 27 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 182 243 200 79 Entry Volume, veh/h 177 236 194 77 Circulating Flow (vc), pc/h 53 237 156 223 Exiting Flow (vex), pc/h 119 249 257 79 Capacity (cpce), pc/h 1307 1084 1177 1099 Capacity (c), veh/h 1269 1052 1143 1067 v/c Ratio (x)0.14 0.22 0.17 0.07 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 4.0 5.5 4.6 4.0 Lane LOS A A A A 95% Queue, veh 0.5 0.9 0.6 0.2 Approach Delay, s/veh 4.0 5.5 4.6 4.0 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.7 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 11:10:27 AMGraff11thAMPhase1.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 2021 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak Phase 1 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 82 0 17 140 41 0 56 38 9 0 69 81 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 84 0 18 144 42 0 58 39 9 0 71 83 101 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 298 204 106 255 Entry Volume, veh/h 289 198 103 248 Circulating Flow (vc), pc/h 172 124 285 220 Exiting Flow (vex), pc/h 267 303 108 185 Capacity (cpce), pc/h 1158 1216 1032 1103 Capacity (c), veh/h 1124 1181 1002 1071 v/c Ratio (x)0.26 0.17 0.10 0.23 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 5.6 4.5 4.5 5.5 Lane LOS A A A A 95% Queue, veh 1.0 0.6 0.3 0.9 Approach Delay, s/veh 5.6 4.5 4.5 5.5 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 7.8.5 Generated: 1/5/2021 11:09:51 AMGraff11thPMPhase1.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 2021 Analysis Time Period (hrs)0.25 Time Analyzed AM Peak Phase 1 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 0 142 60 0 112 143 0 57 78 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 146 62 0 115 147 0 59 80 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 208 262 139 Entry Volume, veh/h 202 254 135 Circulating Flow (vc), pc/h 115 59 146 321 Exiting Flow (vex), pc/h 226 206 0 177 Capacity (cpce), pc/h 1227 1299 1189 Capacity (c), veh/h 1192 1262 1154 v/c Ratio (x)0.17 0.20 0.12 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 4.1 Lane LOS A A A 95% Queue, veh 0.6 0.8 0.4 Approach Delay, s/veh 4.5 4.6 4.1 Approach LOS A A A Intersection Delay, s/veh | LOS 4.4 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 11:11:22 AMGraff3rdAMPhase1.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 2021 Analysis Time Period (hrs)0.25 Time Analyzed PM Peak Phase 1 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 0 110 95 0 46 134 0 83 58 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 113 98 0 47 138 0 85 60 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 211 185 145 Entry Volume, veh/h 205 180 141 Circulating Flow (vc), pc/h 47 85 113 270 Exiting Flow (vex), pc/h 173 223 0 145 Capacity (cpce), pc/h 1315 1265 1230 Capacity (c), veh/h 1277 1229 1194 v/c Ratio (x)0.16 0.15 0.12 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 4.2 4.2 4.0 Lane LOS A A A 95% Queue, veh 0.6 0.5 0.4 Approach Delay, s/veh 4.2 4.2 4.0 Approach LOS A A A Intersection Delay, s/veh | LOS 4.1 A Copyright © 2021 University of Florida. All Rights Reserved. HCS™Roundabouts Version 7.8.5 Generated: 1/5/2021 11:10:55 AMGraff3rdPMPhase1.xro 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 2021 North/South Street South 3rd Time Analyzed AM Peak Phase 1 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)132 58 68 130 170 158 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)190 68 Capacity, c (veh/h)551 1226 v/c Ratio 0.34 0.06 95% Queue Length, Q₉₅ (veh)1.5 0.2 Control Delay (s/veh)14.9 8.1 Level of Service (LOS)B A Approach Delay (s/veh)14.9 3.1 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 1/5/2021 11:13:33 AMCambridgeAMphase1.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 2021 North/South Street South 3rd Time Analyzed PM Peak Phase 1 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)46 20 21 138 136 46 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)66 21 Capacity, c (veh/h)702 1387 v/c Ratio 0.09 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.0 Control Delay (s/veh)10.7 7.6 Level of Service (LOS)B A Approach Delay (s/veh)10.7 1.1 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 1/5/2021 11:12:56 AMCambridgePMphase1.xtw