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HomeMy WebLinkAbout04 TISUCrossing University Crossing Apartments Traffic Impact Study Bozeman, Montana Prepared For: Locati Architects 1007 East Main, Suite 101 Bozeman, MT 59715 August, 2021 130 South Howie Street Helena, Montana 59601 406-459-1443 University Crossing Apartments Traffic Impact Study Bozeman, Montana i Table of Contents A. Executive Summary ......................................................................................1 B. Project Description ........................................................................................1 C. Existing Conditions ........................................................................................1 Adjacent Roadways ..............................................................................2 Traffic Counts ........................................................................................3 Additional Developments.......................................................................4 Bozeman Transportation Master Plan ...................................................4 Level of Service .....................................................................................4 D. Proposed Development ..............................................................................5 E. Trip Generation and Assignment ................................................................5 F. Trip Distribution ..........................................................................................7 G. Traffic Impacts Outside of the Development ...............................................7 H. Long Range Traffic Projections ..................................................................8 I. Impact Summary & Recommendations ......................................................9 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................6 Figure 3 – Trip Distribution ......................................................................................7 List of Tables Table 1 – Historic Average Daily Traffic Data ..........................................................3 Table 2 – Existing Level of Service Summary .........................................................5 Table 3 – Trip Generation Rates .............................................................................5 Table 4 – Projected Level of Service Summary ......................................................8 Table 5 – 2036 Level of Service Summary ..............................................................8 University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 August, 2021 University Crossing Apartments Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The University Crossing Apartments are currently proposed for construction west of South 19th Avenue in Bozeman, MT. The project would include 59 residential apartment units. Once completed in 2023, the project would produce 321 new daily vehicle trips. As proposed, University Crossing Apartments project will not create any new roadway capacity problems in this area. The 2017 Bozeman Transportation Master Plan recommends installing a traffic/pedestrian signal at the intersection of Lincoln Road and 19th Avenue to address traffic flow and pedestrian/bicycle crossing safety at this location. It is likely that some of the pedestrian traffic from the University Crossing Apartments project would cross 19th Avenue at this location. The developers should work with the City of Bozeman to implement this improvement. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed apartment complex located west of 19th Avenue and south of Kagy Boulevard in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The University Crossing Apartments development would include 59 units in two mid-rise apartment buildings with internal parking. 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 Kagy Boulevard and Stucky Road. C. EXISTING CONDITIONS The University Crossing Apartments project is currently proposed to the west of South 19th Avenue just south of Kagy Boulevard in Bozeman, Montana. The site is located in a recently developed area comprised of commercial properties to the east and residential properties to the west and north. The property planned for construction is currently vacant. The site is located ¾ miles west of the Montana State University campus. Adjacent businesses include Stockman Bank and Bozeman Broker Group just north of the development site and Crowley-Fleck Law Firm to the east. See Figure 1 for a location map of the proposed development. University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 August, 2021 Figure 1- Proposed Development Site 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 5-lane urban cross-section with a paved width of 70 feet and north/south bicycle lanes. A raised center median restricts left-turns to major intersections. The posted speed limit in the area of the proposed development is 40 MPH. South 19th Avenue is signal controlled at the intersection with Kagy Boulevard and Stucky Road. South of Stucky Road, 19th Avenue tapers to a two-lane rural cross-section with a paved width of 30 feet. South 19th Avenue has an existing marked pedestrian crosswalk at the intersection with Lincoln Street. Traffic data collected in 2019 by MDT indicates that South 19th Avenue carries 17,400 Vehicles Per Day (VPD) between Remington Road and 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 cross-section with a paved width of 30 feet and includes turning lanes at major intersections. At the signalized intersection with 19th Avenue, Kagy Boulevard widens to a 4-lane cross-section accommodating left- and University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 August, 2021 right-turn lanes for both eastbound and westbound traffic. 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 17,700 Vehicles Per Day (VPD) west of 19th Avenue. Stucky Road is a two-way north/south minor collector route that extends west from South 19th Avenue to provide access to residential and agricultural areas. The street has a two-lane rural cross-section with a paved width of 24. At the intersection with South 19th Avenue Stucky ends and has left- and right-only lanes in the eastbound direction. This intersection is signalized. The posted speed limit in the area is 40 MPH. Traffic data collected in 2019 by MDT indicates that Stucky Road carries 3,199 Vehicles Per Day (VPD) west of 19th Avenue near Cottonwood Road. Traffic Counts The traffic data used for this report was collected on the surrounding road system by ATS in March of 2021. The collected data includes turning movement counts at the intersections of 19th Avenue with Kagy Boulevard and Stuckey Road. All traffic counts were performed while MSU was in session. Refer to Figure 1 for detail of the data collection/acquisition sites. The raw traffic data is included in Appendix A of this report. Generally, traffic is factored for seasonal variation using historic traffic data. However, with the recent COVID-19 outbreak the raw traffic data must also be reviewed for pandemic related variation. ATS acquired data from the automatic count site W-107 located on Highway 191 which indicates that traffic on March 22nd and 23rd, 2021 was 104% of the ADT. To produce a more conservative result the raw traffic data collected was not factored. Historic traffic data was collected for 19th Avenue and Kagy Boulevard in the vicinity of the proposed development. 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 2.6% over the last ten years but fell slightly in 2020 due to the Covid-19 pandemic. Table 1 – Historic Average Daily Traffic Location 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 S 19th N of Lincoln #16-3B-110 18,280 24,720 25,300 24,140 20,200 23,409 21,705 21,727 25,823 24,015 N 19th Ave S of Rem #16-3B-024 17,510 18,260 15,570 19,130 19,910 17,502 17,237 17,254 17,359 16,809 N 19th Ave N of Stucky #16-3B-023 9,070 9,870 9,940 11,310 13,740 13,458 13,229 13,242 13,321 10,172 Kagy S of 19th Ave #16-3B-082 11,240 12,180 11,940 13,560 11,620 14,539 12,451 12,463 17,720 16,480 University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 August, 2021 Additional Developments Additional traffic accounted for in this analysis includes The Annex of Bozeman development which is planned to be developed just north of Remington Way. The project includes the construction of 132 residential apartment units with on-site parking. Modeled traffic for this development was included in the future traffic analysis. 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-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. MSN-37: West Lincoln Street – Reconstruct West Lincoln Street, from South 11th Avenue to South 19th Avenue, to a three-lane urban collector roadway. Estimated Cost $1,500,000. SPOT-3: Install a traffic signal to protect pedestrian and bike crossings on West Lincoln Street at South 19th Avenue. This could allow the current right-turn out restrictions to remain and the signal would activate for left-turns and pedestrian signal calls. This pedestrian crossing has exhibited crash trends in the past. Estimated Cost $40,000 to $60,000. 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 2021 LOS for the AM and PM peak hours without generated traffic from the University Crossing Apartments project. 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 peak hour traffic conditions. University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 August, 2021 Table 2 – Existing Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Kagy Boulevard 16.1 B 21.7 C 19th Avenue & Stucky Road 18.1 B 16.2 B *Eastbound/Westbound Side Street LOS and Delay D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 1.57 acres of vacant land located west of 19th Avenue and south of Kagy Boulevard which would be developed into two mid-rise apartment buildings. The project would include 59 residential apartment units and 89 off-street parking stalls as required by the City of Bozeman. Access to the property would be from an approach onto Kagy Boulevard in the north and a secondary access onto 19th Avenue through the existing commercial parking areas. Construction on the property would begin in 2022 with the first apartments occupied in the fall of 2023. The University Crossing Apartments site plan is shown in Figure 2. D. 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 21 AM peak hour trips, 26 PM peak hour trips, and 321 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. 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 ITE 221 59 0.36 21 0.44 26 5.44 321 University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 August, 2021 Figure 2 – Proposed Development University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 August, 2021 F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivisions was based upon the existing ADT and peak-hour turning volumes along the adjacent roadways. While the project will have access onto 19th Avenue through the existing parking lots to the east, this will not be a direct route and will not be used frequently by residents of the University Crossing Apartments. Traffic is expected to distribute onto the surrounding road network as shown on Figure 3. Figure 3 – Trip Distribution G. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. The anticipated intersection LOS with the University Crossing Apartments and the Annex Student Housing development is shown in Table 4. The traffic volume calculations are included in Appendix B of this report. The table indicates that the development of the University Crossing Apartments will have little impact on the LOS of the surrounding road network. The LOS at area intersections will increase by less than a second per vehicle. No road improvements would be needed to support the vehicular traffic from the proposed development. 65% Kagy Boulevard 20% South 19th Avenue University Crossing Apartments 10% Stucky Road 5% University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 August, 2021 The University Crossing Apartments project will increase pedestrian and bicycle crossings at the existing pedestrian crossing at the intersection of 19th Avenue and Lincoln Street. Based on current traffic and pedestrian flows at this location, the Bozeman Transportation Master Plan recommends installing an actuated traffic signal to improve traffic and pedestrian flow at this intersection (recommended Spot improvement #3, estimated cost $60,000). Pedestrians and Bicycles from the University Crossing Apartments project will increase the need for a traffic signal/actuated pedestrian crossing at this location. The developers should work with the City of Bozeman to help implement this roadway improvement to increase safety for pedestrians and bicycles crossing 19th Avenue in this area. Table 4 –Projected Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Kagy Boulevard 16.8 B 22.2 C 19th Avenue & Stucky Road 18.2 B 16.3 B *Eastbound/Westbound Side Street LOS and Delay H. 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 which are expected to occur in this area of Bozeman over the next 25 years. The BTMP suggests that traffic volumes on 19th Avenue will increase to 40,000 VPD and traffic volumes on Kagy Boulevard will increase to 19,000 VPD by 2040. 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 2036 conditions using an overall traffic volume growth rate of 25 percent over the next 15 years. This growth factor was applied on top of the projected traffic volumes calculated for the University Crossing Apartments project. The projected future volumes suggest that the study intersections will experience increased delay by 2036 but will still function at LOS C. The City of Bozeman has plans to widen all of 19th Avenue to south of Graff Street within the next ten years to increase capacity along the route. The LOS calculations for 2036 are shown in Table 5. Table 5 –2036 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS 19th Avenue & Kagy Boulevard 23.7 C 26.6 C 19th Avenue & Stucky Road 21.1 C 19.8 B University Crossing Apartments Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 August, 2021 I. IMPACT SUMMARY & RECOMMENDATIONS As proposed, University Crossing Apartments project will not create any new roadway capacity problems in this area. The 2017 Bozeman Transportation Master Plan recommends installing a traffic/pedestrian signal at the intersection of Lincoln Road and 19th Avenue to address traffic flow and pedestrian/bicycle crossing safety at this location. It is likely that some of the pedestrian traffic from the University Crossing Apartments project would cross 19th Avenue at this location. The developers should work with the City of Bozeman to implement this improvement. APPENDIX A Traffic Data Turning Movement Count All Vehicles Location BOZ 19th and Kagy Date 3-23-21 and 3-22-21 Northbound Southbound Eastbound Westbound Left Thr Right Peds Left Thr Right Peds Left Thr Right Peds Left Thr Right Peds 7:00 -7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 -7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 -7:45 3 109 71 0 98 50 3 0 4 4 2 0 12 4 59 0 7:45 -8:00 3 136 59 0 102 117 15 0 3 5 1 0 35 5 65 0 8:00 -8:15 7 139 34 0 99 129 12 0 10 7 0 0 27 6 73 0 8:15 -8:30 5 147 53 0 82 88 7 0 3 1 0 0 50 12 84 0 8:30 -8:45 6 79 39 0 73 53 3 0 8 3 0 0 19 2 54 0 8:45 -9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 -9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 -9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 -9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 -10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 -10:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 -10:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 -10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 -11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 -11:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 -11:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 -11:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 -12:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 -12:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 -12:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 -12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 -1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 -1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 -1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 -1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 -2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 -2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 -2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 -2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 -3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 -3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 -3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 -3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 -4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 -4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 -4:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 -4:45 3 81 18 0 78 102 2 0 17 7 2 0 42 7 90 0 4:45 -5:00 2 95 26 0 104 114 2 0 13 7 0 0 31 1 100 0 5:00 -5:15 3 75 16 0 91 118 0 0 23 11 3 0 57 1 101 0 5:15 -5:30 1 94 28 0 90 136 0 0 15 4 0 0 57 1 121 0 5:30 -5:45 3 47 21 0 48 67 0 0 4 2 2 0 39 2 75 0 5:45 -6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 -6:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 -6:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 -6:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 -7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 36 1002 365 0 865 974 44 0 100 51 10 0 369 41 822 0 Turning Movement Count All Vehicles Location Boz 19th/Stuckey Date 3-22/3-23 2021 Northbound Southbound Eastbound Westbound Left Thr Right Peds Left Thr Right Peds Left Thr Right Peds Left Thr Right Peds 7:00 -7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 -7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 -7:45 25 113 0 0 0 50 27 0 100 0 16 0 0 0 0 0 331 3/23/21 7:45 -8:00 23 117 0 0 0 100 48 0 74 0 28 0 0 0 0 0 390 8:00 -8:15 28 133 0 0 0 112 42 0 53 0 21 0 0 0 0 0 389 8:15 -8:30 32 149 0 0 0 82 45 0 65 0 12 0 0 0 0 0 385 8:30 -8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 -9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 -9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 -9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 -9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 -10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 -10:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 -10:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 -10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 -11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 -11:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 -11:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 -11:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 -12:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 -12:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 -12:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 -12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 -1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 -1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 -1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 -1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 -2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 -2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 -2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 -2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 -3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 -3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 -3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 -3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 -4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 -4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 -4:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 -4:45 12 68 0 0 0 111 47 0 35 0 25 0 0 0 0 0 298 4:45 -5:00 19 71 0 0 0 108 52 0 57 0 13 0 0 0 0 0 320 5:00 -5:15 25 71 0 0 0 110 83 0 66 0 19 0 0 0 0 0 374 5:15 -5:30 10 61 0 0 0 118 68 0 52 0 19 0 0 0 0 0 328 5:30 -5:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 -6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 -6:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 -6:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 -6:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 -7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 174 783 0 0 0 791 412 0 502 0 153 0 0 0 0 0 2815 APPENDIX B Traffic Model University Crossing 2017 Growth Fact 1 Traffic Model 2019 Growth Fact 1 2021 Covid Factor 1 Existing AM Peak Hour Existing PM Peak Hour 15 Min x 4 15 Min x 4 19th 19th 16.1 B 21.7 C 60 260 0 484 468 20 544 4 408 140 360 228 Kagy (2021)12 12 Kagy (2021)60 4 20 544 16 376 4 236 0 112 18.1 B 16.2 B 192 332 Stucky (2021)400 Stucky (2021)440 296 92 264 100 112 468 76 284 University Crossing Traffic Model AM Peak Hour Model PM Peak Hour Model Site Generated Traffic Site Generated Traffic 19th 19th 65%3 65%10 1 20%3 20% Kagy 65%10 1 15%Kagy 65%7 2 15% IN 20%3 IN 20%2 5 15%2 16 15%2 OUT OUT 16 40%1 10 40%1 Stucky 60%1 Stucky 60%1 40%0 40%1 0 60%1 60% University Crossing Traffic Model AM Peak Hour PM Peak Hour Annex Student Housing Generated Traffic Annex Student Housing Generated Traffic 19th 19th 0 1 2 5 1 14 3 2 Kagy 18 2 Kagy 12 5 5 1 3 2 3 2 2 1 Stucky 3 Stucky 2 1 3 2 5 Annex Student Living Growth Factor 1 Traffic Model Total Projected Traffic Projected AM Peak Hour Projected PM Peak Hour 19th 19th 16.8 B 22.2 C 63 260 11 484 470 26 545 21 411 140 362 228 Kagy 40 15 Kagy 79 11 28 545 21 378 9 236 4 112 18.2 B 16.3 B 195 334 Stucky 404 Stucky 443 297 92 268 100 112 470 76 290 Annex Student Living Growth Rate Factor Traffic Model 1.2 Total Projected Traffic FUTURE 2036 2036 Projected AM Peak Hour 2036 Projected PM Peak Hour 19th 19th 23.7 C 26.6 C 79 324 14 604 586 32 680 26 513 175 451 284 Kagy 50 18 Kagy 98 14 35 680 26 471 12 294 4 140 21.1 C 19.8 B 243 416 Stucky 504 Stucky 552 371 115 334 125 140 587 95 362 APPENDIX C LOS Calculations HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date May 20, 2021 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street 19th Analysis Year 2021 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thAM.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 12 20 4 140 20 260 12 544 236 408 468 60 Signal Information Green Yellow Red 2.1 6.7 70.9 21.3 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 25.3 25.3 7.1 75.9 18.8 87.6 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 4.0 20.4 2.4 13.0 Green Extension Time ( g e ), s 0.9 0.9 0.0 0.0 0.8 0.0 Phase Call Probability 1.00 1.00 0.35 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 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 12 20 4 140 20 260 13 577 250 408 268 260 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1392 1723 1460 1392 1723 1460 1641 1640 1460 1641 1723 1654 Queue Service Time ( g s ), s 0.9 1.2 0.3 11.2 1.2 18.4 0.4 10.5 10.2 11.0 6.9 7.0 Cycle Queue Clearance Time ( g c ), s 2.0 1.2 0.3 12.3 1.2 18.4 0.4 10.5 10.2 11.0 6.9 7.0 Green Ratio ( g/C )0.18 0.18 0.18 0.18 0.18 0.29 0.61 0.59 0.59 0.72 0.69 0.69 Capacity ( c ), veh/h 294 306 259 294 306 427 605 1937 862 670 1186 1139 Volume-to-Capacity Ratio ( X )0.041 0.065 0.015 0.477 0.065 0.609 0.021 0.298 0.290 0.609 0.226 0.228 Back of Queue ( Q ), ft/ln ( 50 th percentile)7.5 12.4 2.5 97.4 12.4 164.1 3.2 93.7 82.8 82.8 60.3 58 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.3 0.5 0.1 3.8 0.5 6.5 0.1 3.7 3.3 3.3 2.4 2.3 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 0.00 0.00 Uniform Delay ( d 1 ), s/veh 41.9 41.1 40.7 46.2 41.1 36.5 9.3 12.2 12.1 7.4 6.9 6.9 Incremental Delay ( d 2 ), s/veh 0.0 0.0 0.0 0.4 0.0 0.5 0.0 0.3 0.6 0.3 0.4 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 41.9 41.1 40.7 46.6 41.1 37.1 9.3 12.5 12.7 7.8 7.3 7.4 Level of Service (LOS)D D D D D D A B B A A A Approach Delay, s/veh / LOS 41.3 D 40.4 D 12.5 B 7.5 A Intersection Delay, s/veh / LOS 16.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.31 B 2.08 B 2.06 B Bicycle LOS Score / LOS 0.55 A 1.18 A 1.14 A 1.26 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:47:41 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date May 20, 2021 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2021 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thPM.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 60 16 0 228 4 484 4 376 112 360 544 0 Signal Information Green Yellow Red 0.9 10.5 52.8 36.8 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 40.8 40.8 5.9 57.8 21.4 73.3 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 5.9 35.1 2.2 15.7 Green Extension Time ( g e ), s 1.7 1.7 0.0 0.0 0.7 0.0 Phase Call Probability 1.00 1.00 0.14 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 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 60 16 0 228 4 484 5 439 131 360 544 0 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1412 1723 1460 1397 1723 1460 1641 1640 1460 1641 1723 0 Queue Service Time ( g s ), s 3.7 0.8 0.0 16.4 0.2 33.1 0.2 10.4 6.6 13.7 9.7 0.0 Cycle Queue Clearance Time ( g c ), s 3.9 0.8 0.0 17.1 0.2 33.1 0.2 10.4 6.6 13.7 9.7 0.0 Green Ratio ( g/C )0.31 0.31 0.31 0.31 0.31 0.44 0.45 0.44 0.44 0.59 0.57 Capacity ( c ), veh/h 491 529 448 480 529 648 451 1442 642 620 1961 Volume-to-Capacity Ratio ( X )0.122 0.030 0.000 0.475 0.008 0.747 0.010 0.304 0.204 0.581 0.277 0.000 Back of Queue ( Q ), ft/ln ( 50 th percentile)31.7 8.1 0 139.1 2 282.5 1.8 100.8 58.5 120.8 92.8 0 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.2 0.3 0.0 5.5 0.1 11.1 0.1 4.0 2.3 4.8 3.7 0.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 30.2 29.1 0.0 35.1 28.9 27.8 18.4 21.8 20.7 13.8 13.2 Incremental Delay ( d 2 ), s/veh 0.0 0.0 0.0 0.3 0.0 0.7 0.0 0.4 0.6 0.3 0.4 0.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 30.3 29.1 0.0 35.4 28.9 28.4 18.4 22.2 21.3 14.1 13.6 Level of Service (LOS)C C D C C B C C B B Approach Delay, s/veh / LOS 30.0 C 30.6 C 22.0 C 13.8 B Intersection Delay, s/veh / LOS 21.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 2.11 B 2.09 B Bicycle LOS Score / LOS 0.61 A 1.67 B 0.89 A 1.23 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:53:28 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date May 20, 2021 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2021 Analysis Period 1> 7:00 Intersection Stucky File Name StuckyAM.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 296 112 92 468 400 192 Signal Information Green Yellow Red 5.9 76.1 23.9 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 27.9 10.9 92.1 81.1 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 0.0 0.0 Queue Clearance Time ( g s ), s 23.1 5.3 Green Extension Time ( g e ), s 0.8 0.2 0.0 0.0 Phase Call Probability 1.00 0.99 Max Out Probability 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 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 296 112 138 702 400 192 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1483 Queue Service Time ( g s ), s 21.1 8.0 3.3 22.7 13.3 6.5 Cycle Queue Clearance Time ( g c ), s 21.1 8.0 3.3 22.7 13.3 6.5 Green Ratio ( g/C )0.20 0.20 0.70 0.73 0.63 0.63 Capacity ( c ), veh/h 327 291 657 1250 1093 941 Volume-to-Capacity Ratio ( X )0.905 0.385 0.210 0.562 0.366 0.204 Back of Queue ( Q ), ft/ln ( 50 th percentile)223.1 72.5 25.4 186.4 124.1 52 Back of Queue ( Q ), veh/ln ( 50 th percentile)8.8 2.9 1.0 7.3 4.9 2.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 46.9 41.6 7.0 7.6 10.4 9.2 Incremental Delay ( d 2 ), s/veh 3.8 0.3 0.0 1.3 0.9 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 50.8 42.0 7.0 8.9 11.4 9.7 Level of Service (LOS)D D A A B A Approach Delay, s/veh / LOS 48.3 D 0.0 8.6 A 10.8 B Intersection Delay, s/veh / LOS 18.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.96 B 1.96 B 0.66 A 1.88 B Bicycle LOS Score / LOS F 1.41 A 1.46 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:42:22 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date May 20, 2021 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2021 Analysis Period 1> 7:00 Intersection Stucky File Name StuckyPM.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 264 76 100 284 440 332 Signal Information Green Yellow Red 7.5 76.9 21.5 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 25.5 12.5 94.5 81.9 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 0.0 0.0 Queue Clearance Time ( g s ), s 20.9 7.2 Green Extension Time ( g e ), s 0.6 0.4 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 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 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 264 76 219 621 440 332 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1483 Queue Service Time ( g s ), s 18.9 5.4 5.2 17.2 14.8 12.4 Cycle Queue Clearance Time ( g c ), s 18.9 5.4 5.2 17.2 14.8 12.4 Green Ratio ( g/C )0.18 0.18 0.72 0.75 0.64 0.64 Capacity ( c ), veh/h 294 262 655 1284 1104 951 Volume-to-Capacity Ratio ( X )0.897 0.290 0.334 0.484 0.398 0.349 Back of Queue ( Q ), ft/ln ( 50 th percentile)200 49.3 38.3 134.8 137.8 98.9 Back of Queue ( Q ), veh/ln ( 50 th percentile)7.9 1.9 1.5 5.3 5.4 4.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 48.2 42.6 6.9 6.1 10.4 10.0 Incremental Delay ( d 2 ), s/veh 3.9 0.2 0.1 0.9 1.1 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 52.1 42.8 7.0 7.0 11.5 11.0 Level of Service (LOS)D D A A B B Approach Delay, s/veh / LOS 50.0 D 0.0 7.0 A 11.2 B Intersection Delay, s/veh / LOS 16.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.96 B 1.96 B 0.65 A 1.88 B Bicycle LOS Score / LOS F 1.12 A 1.76 B Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:44:45 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period AM Projected Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2024 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thAMwith.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 43 29 9 140 26 260 15 545 236 411 470 64 Signal Information Green Yellow Red 2.5 6.5 70.7 21.4 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 25.4 25.4 7.5 75.7 18.9 87.2 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 6.7 20.4 2.5 13.2 Green Extension Time ( g e ), s 1.0 1.0 0.0 0.0 0.8 0.0 Phase Call Probability 1.00 1.00 0.41 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 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 43 29 9 140 26 260 16 577 250 411 272 262 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1385 1723 1460 1381 1723 1460 1641 1640 1460 1641 1723 1650 Queue Service Time ( g s ), s 3.2 1.7 0.6 11.3 1.5 18.4 0.5 10.5 10.2 11.2 7.1 7.2 Cycle Queue Clearance Time ( g c ), s 4.7 1.7 0.6 13.0 1.5 18.4 0.5 10.5 10.2 11.2 7.1 7.2 Green Ratio ( g/C )0.18 0.18 0.18 0.18 0.18 0.29 0.61 0.59 0.59 0.72 0.68 0.68 Capacity ( c ), veh/h 289 307 260 286 307 430 606 1932 860 670 1180 1130 Volume-to-Capacity Ratio ( X )0.149 0.095 0.035 0.489 0.085 0.605 0.026 0.299 0.291 0.614 0.230 0.232 Back of Queue ( Q ), ft/ln ( 50 th percentile)27.8 18.1 5.6 98.1 16.2 163.7 4 94.2 83.2 84 62.4 59.7 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.1 0.7 0.2 3.9 0.6 6.4 0.2 3.7 3.3 3.3 2.5 2.4 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 43.1 41.2 40.8 46.7 41.2 36.4 9.2 12.3 12.2 7.5 7.1 7.1 Incremental Delay ( d 2 ), s/veh 0.1 0.0 0.0 0.5 0.0 0.5 0.0 0.3 0.6 0.3 0.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 43.2 41.3 40.8 47.1 41.2 36.9 9.2 12.6 12.8 7.8 7.5 7.6 Level of Service (LOS)D D D D D D A B B A A A Approach Delay, s/veh / LOS 42.3 D 40.5 D 12.6 B 7.7 A Intersection Delay, s/veh / LOS 16.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.31 B 2.08 B 2.06 B Bicycle LOS Score / LOS 0.62 A 1.19 A 1.14 A 1.27 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:52:58 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Jun 18, 2019 Area Type Other Jurisdiction City of Bozeman Time Period PM Projected Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2024 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name 19thPMwith.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 81 22 4 228 22 484 12 378 112 362 545 12 Signal Information Green Yellow Red 2.2 9.3 52.6 36.9 0.0 0.0 4.0 4.0 4.0 3.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 4 1 6 5 2 Case Number 5.0 5.0 1.1 3.0 1.1 4.0 Phase Duration, s 40.9 40.9 7.2 57.6 21.5 71.9 Change Period, ( Y+R c ), s 4.0 4.0 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.2 3.2 3.1 0.0 3.1 0.0 Queue Clearance Time ( g s ), s 8.3 35.0 2.6 15.8 Green Extension Time ( g e ), s 1.8 1.8 0.0 0.0 0.7 0.0 Phase Call Probability 1.00 1.00 0.37 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 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate ( v ), veh/h 81 22 4 228 22 484 14 437 130 362 279 278 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1390 1723 1460 1390 1723 1460 1641 1640 1460 1641 1723 1709 Queue Service Time ( g s ), s 5.2 1.1 0.2 16.5 1.1 33.0 0.6 10.4 6.6 13.8 10.3 10.3 Cycle Queue Clearance Time ( g c ), s 6.3 1.1 0.2 17.6 1.1 33.0 0.6 10.4 6.6 13.8 10.3 10.3 Green Ratio ( g/C )0.31 0.31 0.31 0.31 0.31 0.44 0.46 0.44 0.44 0.59 0.56 0.56 Capacity ( c ), veh/h 475 529 449 475 529 650 464 1438 640 621 960 953 Volume-to-Capacity Ratio ( X )0.171 0.042 0.009 0.480 0.042 0.745 0.030 0.304 0.203 0.583 0.291 0.291 Back of Queue ( Q ), ft/ln ( 50 th percentile)44 11.2 2 139.8 11.2 281.7 5.3 100.9 58 121.5 101.6 99.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.7 0.4 0.1 5.5 0.4 11.1 0.2 4.0 2.3 4.8 4.0 4.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 31.4 29.2 28.9 35.3 29.2 27.7 17.8 21.8 20.8 13.8 14.0 14.0 Incremental Delay ( d 2 ), s/veh 0.1 0.0 0.0 0.3 0.0 0.6 0.0 0.4 0.6 0.3 0.8 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 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.4 29.2 28.9 35.6 29.2 28.3 17.9 22.3 21.3 14.1 14.8 14.8 Level of Service (LOS)C C C D C C B C C B B B Approach Delay, s/veh / LOS 30.9 C 30.6 C 22.0 C 14.5 B Intersection Delay, s/veh / LOS 22.2 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.44 B 2.29 B 2.11 B 2.09 B Bicycle LOS Score / LOS 0.66 A 1.70 B 0.90 A 1.25 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:54:22 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date May 20, 2021 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2024 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name StuckyAMwith.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 297 112 92 470 405 195 Signal Information Green Yellow Red 5.9 76.1 24.0 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 28.0 10.9 92.0 81.1 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 0.0 0.0 Queue Clearance Time ( g s ), s 23.2 5.3 Green Extension Time ( g e ), s 0.8 0.2 0.0 0.0 Phase Call Probability 1.00 0.99 Max Out Probability 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 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 297 112 138 702 405 195 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1483 Queue Service Time ( g s ), s 21.2 8.0 3.3 22.7 13.5 6.7 Cycle Queue Clearance Time ( g c ), s 21.2 8.0 3.3 22.7 13.5 6.7 Green Ratio ( g/C )0.20 0.20 0.70 0.72 0.63 0.63 Capacity ( c ), veh/h 328 292 652 1249 1092 940 Volume-to-Capacity Ratio ( X )0.905 0.383 0.211 0.563 0.371 0.207 Back of Queue ( Q ), ft/ln ( 50 th percentile)223.7 72.5 25.4 187.2 126.9 53.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)8.8 2.9 1.0 7.4 5.0 2.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 46.9 41.6 7.1 7.7 10.5 9.3 Incremental Delay ( d 2 ), s/veh 3.8 0.3 0.0 1.3 1.0 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 50.7 41.9 7.1 8.9 11.5 9.8 Level of Service (LOS)D D A A B A Approach Delay, s/veh / LOS 48.3 D 0.0 8.6 A 10.9 B Intersection Delay, s/veh / LOS 18.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.96 B 1.96 B 0.66 A 1.88 B Bicycle LOS Score / LOS F 1.41 A 1.48 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:44:12 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date May 20, 2021 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street 19th Avenue Analysis Year 2024 Analysis Period 1> 7:00 Intersection Kagy Boulevard File Name StuckyPMwith.xus Project Description University Crossing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 268 76 100 290 443 334 Signal Information Green Yellow Red 7.5 76.7 21.8 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 120.0 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 8 1 6 2 Case Number 9.0 1.0 4.0 7.3 Phase Duration, s 25.8 12.5 94.2 81.7 Change Period, ( Y+R c ), s 4.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 3.1 0.0 0.0 Queue Clearance Time ( g s ), s 21.2 7.1 Green Extension Time ( g e ), s 0.6 0.4 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 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 3 18 1 6 2 12 Adjusted Flow Rate ( v ), veh/h 268 76 215 625 443 334 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1460 1641 1723 1723 1483 Queue Service Time ( g s ), s 19.2 5.4 5.1 17.5 15.0 12.6 Cycle Queue Clearance Time ( g c ), s 19.2 5.4 5.1 17.5 15.0 12.6 Green Ratio ( g/C )0.18 0.18 0.72 0.74 0.64 0.64 Capacity ( c ), veh/h 298 265 649 1280 1101 948 Volume-to-Capacity Ratio ( X )0.899 0.286 0.332 0.488 0.402 0.352 Back of Queue ( Q ), ft/ln ( 50 th percentile)203.1 49.1 38.3 138.3 140.1 100.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)8.0 1.9 1.5 5.4 5.5 4.0 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 48.0 42.4 7.0 6.2 10.5 10.1 Incremental Delay ( d 2 ), s/veh 4.0 0.2 0.1 0.9 1.1 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 52.0 42.6 7.1 7.1 11.6 11.1 Level of Service (LOS)D D A A B B Approach Delay, s/veh / LOS 49.9 D 0.0 7.1 A 11.4 B Intersection Delay, s/veh / LOS 16.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.96 B 1.96 B 0.65 A 1.88 B Bicycle LOS Score / LOS F 1.13 A 1.77 B Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9 Generated: 7/25/2021 9:46:08 PM