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HomeMy WebLinkAboutTownandCountryTIS_052021 Town & Country Traffic Impact Study Bozeman, Montana Prepared For: Madison Engineering 895 Technology Blvd #203 Bozeman, MT 59718 May, 2021 130 South Howie Street Helena, Montana 59601 406-459-1443 Town & Country 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 ........................................................................................ 4 Additional Developments ...................................................................... 5 Bozeman Transportation Plan ............................................................... 5 Bus Service ........................................................................................... 6 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 ............................................. 10 H. Long Range Traffic Projections ................................................................ 12 I. 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 Traffic Data .................................................................................5 Table 2 – Existing Level of Service Summary .........................................................7 Table 3 – Trip Generation Rates .............................................................................7 Table 4 – Projected LOS Summary with Development ...........................................12 Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 May, 2021 Town & Country Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Town & Country grocery store is currently proposed for construction south of Fallon Street and west of Resort Drive within the Ferguson Farm development in Bozeman, MT. The project would include a 38.3 KSF retail store with 190 on-site parking spaces. Once completed in 2022, the project would produce up to 4,090 daily vehicle trips. As proposed, the Town & Country grocery store will not create any new roadway capacity problems that have not been identified in previous traffic reports for projects in this area. The intersection of Cottonwood Road and Fallon Street may fall below LOS C with the additional traffic from the projects in this area. The developers should work with the City of Bozeman to determine if creating a traffic signal at this intersection is consistent with the intended operational plans for Cottonwood Road. The LOS at the intersection of Fallon Street and Ferguson Avenue will also fall below LOS C. At this time, we do not recommend a higher form of traffic control for this intersection. Ferguson Avenue should be expanded to develop a two-way, left-turn lane through this section and/or a roundabout should be constructed at the intersection of Ferguson Avenue and Fallon Street. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed retail grocery store located south of Fallon Street and west of Resort Drive in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The Town & Country grocery store will include 38.3 KSF of retail space on the northern end of the Ferguson Farms development. 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 Cottonwood Road with Durston Road, Babcock Street, Fallon Street and Huffine Lane, the intersections of Resort Drive with Babcock Street, Fallon Street, and Huffine Lane, and the intersection of Ferguson Avenue with Fallon Street and Huffine Lane as well as the approaches from the grocery store onto Fallon Street and Resort Drive. C. EXISTING CONDITIONS The Town & Country grocery store is currently proposed to the east of Cottonwood Road and south of Fallon Street at Resort Drive. The site is located on the northern end of the Ferguson Farm development and just south of the Icon Apartments which are currently under construction north of Fallon Street. Huffine Lane (US 191), which is the primary connection between Bozeman and Four Corners, dominates the transportation system surrounding this site. Huffine Lane, Ferguson Avenue, and Cottonwood Road are included on the Bozeman “Major Street Network”. Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 May, 2021 Huffine Lane and Cottonwood Road are principal arterial routes, and Ferguson Avenue and Babcock Street are designated collector routes. Resort Drive and Fallon Street are local streets. The road system in this area has changed significantly in 2020 with the major construction projects occurring along Cottonwood Road and a new traffic signal at Babcock Street, plus the development of the new Bozeman high school north of Durston Road. See Figure 1 for a location map of the proposed development. Figure 1- Proposed Development Site Adjacent Roadways Huffine Lane (SR 191) is a five-lane, two-way, east/west principal arterial route and State highway. All cross-streets or private driveways are signalized, or STOP controlled between Four Corners and the City of Bozeman. The speed limit on Huffine Lane adjacent to the Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 May, 2021 proposed development site is 55 mph. Traffic data collected by MDT in 2019 indicates that the roadway carries an Average Daily Traffic (ADT) volume of 25,000 Vehicles Per Day (VPD) east of Cottonwood Road. Ferguson Avenue is a two-lane, two-way collector that runs north from Huffine Lane. The road provides access to many of the newly constructed residential developments and commercial areas in this section of Bozeman. The intersection of Ferguson Avenue and Huffine Lane is currently signalized and has a dedicated left-turn signal phase for eastbound traffic on Huffine Lane. The posted speed limit on Ferguson Avenue is 35 MPH. Traffic data from MDT indicates that the roadway carried 9,300 VPD in 2019. Fallon Street is a two-way, east/west local road that provides access to existing developments north of Huffine Lane. The road has a paved width of 32 feet and has a posted speed limit of 25 MPH. Fallon Street is controlled by STOP signs at the intersection with Cottonwood Road. All other cross-streets on Fallon Street are controlled by STOP signs on the north/south approaches. Traffic data collected in 2020 by ATS indicates that Fallon Street currently carries 1,700 VPD east of Cottonwood Road. Resort Drive is a north/south route located between Cottonwood Road and Ferguson Avenue. At the intersection with Huffine Lane the road is constructed with a channelized right-turn bay to restrict southbound left-turn movements at the intersection. The Ferguson Farm I development is currently nearing completion along the west side of Resort Drive. Resort Drive carried 800 VPD north of Fallon Street in 2020. Cottonwood Road is a north/south principal arterial street. North of Huffine Lane the road has experienced a significant amount of new development over the past ten years including a variety of commercial spaces, offices, apartments, and residential units. North of Huffine Lane the road has a five-lane cross-section which was completed in 2020. The posted speed limit is 35 MPH. The intersections of Cottonwood Road with Durston Road and Babcock Street are currently signalized. Traffic data collected in 2019 by MDT indicates that Cottonwood Road currently carries 8,300 VPD north of Huffine Lane. West Babcock Street is an east/west, two-way, two-lane collector which extends west of Main Street. West of Cottonwood Road, the street has a paved width of 44 feet with a center two-way left-turn lane and bike lanes. The posted speed limit is 30 MPH. The road is controlled with traffic signals at the intersections with Cottonwood Road and Ferguson Avenue. Traffic data collected in 2019 by MDT indicates that West Babcock Street currently carries 2,400 VPD east of Cottonwood Road. Fallon Street is a two-way, paved east/west local road that provides access to existing developments north of Huffine Lane. The road has a paved width of 32 feet and has a posted speed limit of 25 MPH. Fallon Street is controlled by STOP signs at the intersection with Cottonwood Road. All other cross-streets on Fallon Street are controlled by STOP Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 May, 2021 signs on the north/south approaches. Traffic data collected in 2020 by ATS indicates that Fallon Street currently carries 1,700 VPD east of Cottonwood Road. Traffic Counts The traffic data used for this report was collected on the surrounding road system by ATS in September of 2020. The collected data includes turning movement counts at the intersections of Cottonwood Road with Durston Road, Babcock Street, Fallon Street and Huffine Lane, the intersections of Resort Drive with Babcock Street, Fallon Street, and Huffine Lane, and the intersections of Ferguson Avenue with Fallon Street and Huffine Lane. Automatic 24-hour hose count data was collected on Fallon Street, Cottonwood Road, and Ferguson Avenue to compare with historic averages. 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 daily 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, typically traffic volumes at these sites are 102% to 107% of the annual average. For the count period in 2020, these count stations indicated that the data collected between September 23 and 25, 2020 was approximately 110% to 135% 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 more 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 was obtained from MDT to review the growth trends on Huffine Lane. Traffic volumes along Huffine Lane increased 3% annually over the last ten years. This data is presented in Table 1. Traffic volumes on the other roadways within this area are also increasing but traffic data on these routes has only been collected consistently for the last two to four years and the information is insufficient to develop an accurate growth rate. Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 May, 2021 Table 1 – Huffine Lane Historic Average Daily Traffic Data Location 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 Huffine Lane E. of Cottonwood Road #16-3A-026 21,270 21,480 21,660 22,670 20,370 24,406 27,643 28,355 25,032 22,829 Cottonwood Rd N of Huffine #16-3A-014 -- -- -- -- -- -- -- 8,237 8,286 8,855 Babcock St E of Cottonwood Rd #16-3A-028 -- -- -- -- -- 2,029 2,013 2,426 2,441 2,270 Ferguson Ave N of Huffine Ln #16-3A-012 -- -- -- -- -- 8,651 8,582 9,278 9,334 7,602 Additional Developments The Icon Apartments are currently under construction north of Fallon Street at Resort Drive. This project will ultimately include 345 apartment units built in two phases. The project is currently under construction with approximately 100 units occupied (29%). Projected traffic from the unbuilt portion of this development was included in this traffic analysis based on the 2017 Traffic impact study prepared for the Icon Apartments by Sanderson Stewart. The Ferguson Farm II project is a 31-acre development located north of Huffine Lane and west of Ferguson Avenue in Bozeman, MT. The project would include a variety of retail, housing, and commercial opportunities and could produce up to 15,275 vehicle trips per day in this area. The project will include angle parking on the internal roads with intersection and mid-block bulb-outs to promote pedestrian activity and safety. Traffic projections from this project were included in this 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: CMSN-2 Cottonwood Rd (Babcock St to Durston Rd) This project consists of widening Cottonwood Road, from West Babcock Street to Durston Road, to a five-lane urban principal arterial standard. This project was completed in 2020. MSN-15 Cottonwood Road (Durston Road to Oak Street) Construct Cottonwood Road, from Durston Road to Oak Street, to a five-lane urban Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 May, 2021 principal arterial standard. This project was completed in 2020. CTSM-6 Cottonwood Rd and Babcock Street Installation of a traffic signal when warrants are met. This project was completed in 2020. Bus Service The Green Line of the Bozeman Streamline Bus currently passes along this section of Fallon Street and has stops in both directions at Resort Drive. The Yellow Line of the bus passes one block to the east on Ferguson Avenue. These two routes will provide multi-modal opportunities to the proposed grocery store site. 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 intersection LOS for the AM and PM peak hours without generated traffic from the Town & Country grocery store and the other planned developments in this area. 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 have reserve capacity for future growth. The intersection of Ferguson Avenue and Fallon Street is currently showing LOS issues. This issue has been identified in previous reports for the Ferguson Farm developments. While traffic volume at the intersection of Ferguson Avenue and Fallon Street may create LOS D conditions at this location, the intersection does not have sufficient traffic volumes to warrant the installation of a traffic signal. It may be possible to correct the LOS issues at this location with the installation of a roundabout. However, there is not sufficient ROW at this intersection for the installation of a roundabout which may require up 175-200 feet of ROW and could impact adjacent approaches. An alternative mitigation measure at this location would be the development of a center two- way left turn lane which would extend the existing left-turn lane at Ferguson Avenue and Huffine Lane north past Fallon Street. The turn-lane would improve the LOS at these intersections by clearing traffic from Ferguson Avenue while providing full access to the existing approaches in the area. Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 May, 2021 Table 2 – Existing Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Cottonwood & Durston 14.6 B 14.6 B Cottonwood & Babcock 10.5 B 12.0 B Cottonwood & Fallon* 15.5/20.0 C/C 13.2/22.7 B/C Cottonwood & Huffine 27.0 C 27.6 C Resort & Babcock* 8.9 A 10.1 B Resort & Fallon* 10.0/10.4 B/B 11.4/11.0 B/B Resort & Huffine* 12.1 B 15.8 C Ferguson & Fallon* 16.1/20.8 C/C 18.6/27.7 C/D Ferguson & Huffine 20.5 C 12.1 B * Eastbound/Westbound or Northbound/Southbound Minor Approach Delay and LOS. D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes a section of land located south of Fallon Street in the Ferguson Farms development. The project would include a 38,300 S.F. grocery store with 190 on-site parking spaces. The project will connect directly to Fallon Street and to Resort Drive though the Ferguson Farm Development. Construction on the project would likely be completed in 2022. The Town & Country development site plan is shown in Figure 2. 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 146 AM peak hour trips, 354 PM peak hour trips, and 4,090 daily trips. See Table 3 for detailed trip generation information. 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 Supermarket ITE# 850 38.3 KSF 3.82 146 (88 in/ 58 out) 9.24 354 (181 in/ 173 out) 106.78 4,090 Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 May, 2021 Figure 2 – Proposed Development Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 May, 2021 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 grocery store. These trip types include the following: 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 Ferguson Farm projects. The internal trip capture for the Ferguson Farm II development should be assessed in relation to the overall development area. The areas around the Ferguson Farm II development include the Ferguson Farm I development to the west, the Ridge Athletic Club commercial area to the north, and the residential areas to the northwest. This 155-acre area can be accessed by pedestrians without crossing major roadways and contains a variety of high-density residential and commercial areas within a walking distance of less than ½ mile. The internal capture report determined that similar mixed-use developments produce internally captured trips at rates of 28% to 41%. It is reasonable to assume that the Ferguson Farm II development will create internally shared trips at a rate of 30-40%. For the purposes of this report an internal capture rate of 30% was used for the evaluation of internally captured vehicle trips within the Ferguson Farm II Development and the surrounding residential and commercial areas. This rate will also help account for bus service reductions and multi-modal trip opportunities in the area. 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 Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 10 May, 2021 can be discounted from the through traffic on the adjacent roadways but must be included making the appropriate turning maneuvers at intersections. Based on the ITE trip generation manual, the average pass-by trip rate for this type of grocery store is 30%. These pass-by trip levels were included in the traffic model for the project. 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 2. Figure 3 - Development 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 Town & Country grocery store and Icon Apartments and Ferguson Farm II 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 Town & Country grocery store and the rest of the developments in this area will have an Huffine Lane 5% 30% Babcock Street 20% 10% Ferguson Farm II Icon Apt. Town & Country 5% 5% 15% 10% Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 11 May, 2021 impact on the traffic operations at intersections along Fallon Street. The projected LOS at both the intersection of Fallon Street with Cottonwood Road and the intersection of Fallon Street with Ferguson Avenue will fall to LOS D and LOS F with the construction of the proposed developments in this area. These LOS issues were identified in previous reports for projects in this area including the Ferguson Farm II development and the Icon Apartments. The Icon Apartments did not recommend any specific mitigation measures for the intersection with Cottonwood Road and suggested that a higher form a traffic control at this location would not be needed with that project. With the additional traffic from the Town & Country grocery store, it is likely that a signal will be needed at the intersection of Cottonwood Road and Fallon Street to meet future traffic demands. However, the City of Bozeman must determine if this location is appropriate for the development of a traffic signal. Generally, traffic signals in this are located at ½ mile spacing, which provides effective vehicle progression through the network of existing traffic signals. The distance from Fallon Street to the Huffine Lane and Babcock Street traffic signal is ¼ mile. Adding a mid-distance traffic signal is acceptable if needed, but all traffic signals ultimately decrease the roadway capacity on the main road. If the City of Bozeman wants to maintain Cottonwood Road as a major north/south arterial route, the number of traffic signals allowed along the corridor will need to be limited. A traffic signal at Fallon Street would be more consistent with the major commercial routes in Bozeman along 19th Avenue and Main Street. Additionally, Fallon Street may need to be widened at the intersection to provide enough room for left-turn lanes in the future. The mailboxes along the north side of Fallon Street near the intersection would also need to be moved to prevent interruptions in traffic flow if the intersection is signalized. While traffic volume at the intersection of Ferguson Avenue and Fallon Street may create LOS D to F conditions at this location, the intersection would not likely have sufficient traffic volumes to warrant the installation of a traffic signal. With the other available routes in this area which are signalized (Babcock Street), it is not recommended that a traffic signal be constructed at this location. A traffic signal would likely cause undesirable congestion at the adjacent intersections on Ferguson Avenue, thus would decrease the efficiency of the Ferguson Avenue/Huffine Lane traffic signal. It may be possible to correct the LOS issues at this location with the installation of a roundabout. However, it is not clear if there is sufficient ROW at this intersection for the installation of a roundabout which may require up 175-200 feet of ROW and could impact adjacent approaches. An alternative mitigation measure at this location would be the development of a center two-way left turn lane which would extend the existing left-turn lane at Ferguson Avenue and Huffine Lane north past Fallon Street. The turn-lane would improve the LOS at these intersections by clearing traffic from Ferguson Avenue while providing full access to the existing approaches in the area. This mitigation measure would have the smallest amount of impact on the adjacent property owners and would not impact the adjacent intersections. Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 12 May, 2021 Table 4 –Projected Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Cottonwood & Durston 14.8 B 14.6 B Cottonwood & Babcock 10.9 B 14.0 B Cottonwood & Fallon* 19.0/28.4 C/D 18.7/76.6 C/F Cottonwood & Huffine 28.3 C 29.7 C Resort & Babcock* 9.4 A 12.5 B Resort & Fallon* 11.2/13.0 B/B 20.4/22.1 C/C Resort & Huffine* 12.7 B 17.9 C Ferguson & Fallon* 20.0/25.4 C/D 49.2/44.5 E/E Ferguson & Huffine 33.2 C 26.3 C Town & Country Fallon App. 10.1 B 11.1 B Town & Country Resort App.* 12.6/13.6 B/B 12.2/11.2 B/B * Eastbound/Westbound or Northbound/Southbound Minor Approach Delay and LOS. 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 Cottonwood Road will increase to 26,000 VPD and traffic volumes on Huffine Lane will increase to 37,000 VPD by 2040. Traffic volume projections for Ferguson Avenue suggest that the road may carry less traffic by 2040 due to the development of alternative routes through this area. 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 a traffic volume growth rate of 36% for Huffine Lane, a growth rate of 160% for Cottonwood Road, and a growth rate of 0% for Ferguson Avenue. A growth rate of 36% was also used for the interior roads around the development site. The results of this analysis suggest that future traffic volumes may cause a variety of intersections to fall below LOS C. These include the intersections along Huffine Lane and the intersection of Cottonwood Road and Durston Road. The LOS issues on Huffine will be largely dependent on how traffic volumes grow along the corridor over the next 15 years. These issues can only be corrected by major widening on Huffine Lane if needed. The right-turn exit onto Huffine Lane from Resort Drive may fall to LOS D during this time depending on traffic conditions. This condition may cause some divers to distribute to other intersections that have protected turning movements and better levels of service. Additionally, the intersection of Fallon Street and Resort Drive may fall to LOS D by 2035. This issue could be fixed by changing the traffic controls at the intersection to a four-way STOP, which would be consistent with the intersection of local roadways. It is also Town & Country Traffic Impact Study Bozeman, Montana Abelin Traffic Services 13 May, 2021 likely that the intersection of Fallon Street and Cottonwood Road will need additional turning lanes constructed on Fallon Street to operate efficiently with a traffic signal through 2035. I. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Town & Country grocery store will not create any new roadway capacity problems that have not been identified in previous traffic reports for projects in this area. The intersection of Cottonwood Road and Fallon Street may fall below LOS C with the additional traffic from the projects in this area. The developers should work with the City of Bozeman to determine if creating a traffic signal at this intersection is consistent with the intended operational plans for Cottonwood Road. The LOS at the intersection of Fallon Street and Ferguson Avenue will also fall below LOS C. At this time, we do not recommend a higher form of traffic control for this intersection. Ferguson Avenue should be expanded to develop a two-way left-turn lane through this section and/or a roundabout should be constructed at the intersection of Ferguson Avenue and Fallon Street. APPENDIX A Traffic Data Basic Volume Report: FALLON W Station ID : FALLON W Info Line 1 : ATS Info Line 2 : Unicorn #4 DB File : FALLON W.DB Number of Lanes : 0.0 mph 1 Posted Speed Limit : 1.41 Unic-LLast Connected Device Type : Version Number : Serial Number : Lane #1 Configuration # Dir. Information Volume Mode Volume Sensors Divide By 2 Comment 1.EW Normal Axle Yes GPS Lat/Lon : Lane #1 Basic Volume Data From: 17:00 - 09/23/2020 To: 07:59 - 09/25/2020 Date DW 0000 0100 0200 0300 0700060005000400 1100100009000800 Total 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 092320 W 229 150 99 67 35 19 6 605 092420 T 3 0 2 2 2 22 63 127 143 106 122 130 174 160 138 156 168 194 132 88 63 44 12 10 2061 092520 F 2 1 1 3 2 17 39 117 182 5 1 3 5 4 39 102 244 143 106 122 130 174 160 138 156 168 423 282 187 130 79 31 16 2848Month Total : 0% 0% 0% 0% 0% 1% 4% 9% 5% 4% 4% 5% 6% 6% 5% 5% 6% 15% 10% 7% 5% 3% 1% 1% 3 1 2 3 2 20 51 122 143 106 122 130 174 160 138 156 168 212 141 94 65 40 16 8 2077 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 0 605 2061 182 0 0.0 0.0 0.0 0.3 1.0 0.3 0.0 0 0 0 2074 2061 546 0 0% 0% 0% 21% 72% 6% 0% 2848 1753 0 0 100% 0% Centurion Basic Volume Report Printed: 10/20/20 Page 1Centurion Basic Volume Report Printed: 10/20/20 Page 1 Basic Volume Report: RESORT N Station ID : RESORT N Info Line 1 : ATS Info Line 2 : UNICORN 1 DB File : RESORT N.DB Number of Lanes : 0.0 mph 1 Posted Speed Limit : 1.41 Unic-LLast Connected Device Type : Version Number : Serial Number : Lane #1 Configuration # Dir. Information Volume Mode Volume Sensors Divide By 2 Comment 1.N/S Normal Axle Yes GPS Lat/Lon : Lane #1 Basic Volume Data From: 17:00 - 09/23/2020 To: 07:59 - 09/25/2020 Date DW 0000 0100 0200 0300 0700060005000400 1100100009000800 Total 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 092320 W 89 59 68 32 30 10 0 288 092420 T 40012413464752575161 67 54 80 72 86 73 55 56 35 10 8 934 092520 F 3011211433 55 70124527794752575161 67 54 80 72 175 132 123 88 65 20 8 1277Month Total : 1% 0% 0% 0% 0% 0% 2% 6% 4% 4% 4% 4% 5% 5% 4% 6% 6% 14% 10% 10% 7% 5% 2% 1% 40112314404752575161 67 54 80 72 88 66 62 44 33 10 4 913 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 0 288 934 55 0 0.0 0.0 0.0 0.3 1.0 0.3 0.0 0 0 0 987 934 165 0 0% 0% 0% 23% 73% 4% 0% 1277 786 0 0 100% 0% Centurion Basic Volume Report Printed: 10/20/20 Page 1Centurion Basic Volume Report Printed: 10/20/20 Page 1 Basic Volume Report: RESORT S Station ID : RESORT S Info Line 1 : ATS Info Line 2 : Unicorn #6 DB File : RESORT S.DB Number of Lanes : 0.0 mph 2 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.NB Normal Axle Yes GPS Lat/Lon : Lane #1 Basic Volume Data From: 16:00 - 09/23/2020 To: 00:59 - 09/25/2020 Date DW 0000 0100 0200 0300 0700060005000400 1100100009000800 Total 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 092320 W 423436188521146 092420 T 0010226183228254252 55 26 28 35 31 26 21 11 4 0 1 446 092520 F 1 1 1010226183228254252 55 26 28 77 65 62 39 19 9 2 2 593Month Total : 0% 0% 0% 0% 0% 0% 1% 3% 5% 5% 4% 7% 9% 9% 4% 5% 13% 11% 10% 7% 3% 2% 0% 0% 1010226183228254252 55 26 28 39 33 31 20 10 5 1 1 458 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 0 146 446 1 0 0.0 0.0 0.0 0.3 1.0 0.0 0.0 0 0 0 438 446 24 0 0% 0% 0% 25% 75% 0% 0% 593 431 0 0 100% 0% Centurion Basic Volume Report Printed: 10/20/20 Page 1 File Name : CottonwoodDurstTMC1 Site Code : 00000000 Start Date : 9/23/2020 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 Cottonwood Southbound Durston Westbound Cottonwood Northbound Durston 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 4 56 7 0 67 3 23 14 0 40 15 42 13 0 70 50 47 5 1 103 280 07:45 AM 13 61 7 0 81 8 44 27 4 83 36 50 18 1 105 45 61 14 0 120 389 Total 17 117 14 0 148 11 67 41 4 123 51 92 31 1 175 95 108 19 1 223 669 08:00 AM 8 53 11 12 84 15 44 27 2 88 23 48 17 0 88 41 55 18 0 114 374 08:15 AM 11 61 2 0 74 8 35 29 0 72 13 51 18 0 82 31 24 2 0 57 285 *** BREAK *** Total 19 114 13 12 158 23 79 56 2 160 36 99 35 0 170 72 79 20 0 171 659 *** BREAK *** 04:30 PM 12 25 3 1 41 8 33 42 1 84 16 50 35 1 102 35 46 6 2 89 316 04:45 PM 13 58 2 0 73 11 41 28 0 80 24 73 44 2 143 33 62 10 0 105 401 Total 25 83 5 1 114 19 74 70 1 164 40 123 79 3 245 68 108 16 2 194 717 05:00 PM 9 44 10 3 66 6 44 23 3 76 31 59 55 1 146 33 44 11 1 89 377 05:15 PM 15 68 7 0 90 9 39 23 0 71 21 67 45 0 133 23 41 9 1 74 368 Grand Total 85 426 49 16 576 68 303 213 10 594 179 440 245 5 869 291 380 75 5 751 2790 Apprch %14.8 74 8.5 2.8 11.4 51 35.9 1.7 20.6 50.6 28.2 0.6 38.7 50.6 10 0.7 Total %3 15.3 1.8 0.6 20.6 2.4 10.9 7.6 0.4 21.3 6.4 15.8 8.8 0.2 31.1 10.4 13.6 2.7 0.2 26.9 Unshifted 85 426 49 16 576 68 303 213 10 594 179 440 245 5 869 291 380 75 5 751 2790 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : BabcockCottonTMC Site Code : 00000000 Start Date : 9/23/2020 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:45 AM 9 69 11 0 89 14 10 11 0 35 12 90 3 0 105 4 3 8 0 15 244 Total 9 69 11 0 89 14 10 11 0 35 12 90 3 0 105 4 3 8 0 15 244 08:00 AM 6 106 12 0 124 7 2 16 0 25 1 66 1 1 69 4 4 13 0 21 239 08:15 AM 9 111 13 0 133 12 1 17 0 30 4 82 0 1 87 2 6 8 0 16 266 *** BREAK *** Total 15 217 25 0 257 19 3 33 0 55 5 148 1 2 156 6 10 21 0 37 505 *** BREAK *** 04:15 PM 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 04:30 PM 6 110 16 0 132 9 3 13 0 25 7 83 3 0 93 5 5 10 0 20 270 04:45 PM 7 68 7 0 82 18 6 10 1 35 17 82 4 0 103 4 4 18 0 26 246 Total 19 178 23 0 220 27 9 23 1 60 24 165 7 0 196 9 9 28 0 46 522 05:00 PM 16 84 12 1 113 27 12 9 0 48 12 123 13 3 151 2 7 12 1 22 334 05:15 PM 5 63 9 0 77 21 3 10 1 35 17 106 7 1 131 5 3 17 1 26 269 Grand Total 64 611 80 1 756 108 37 86 2 233 70 632 31 6 739 26 32 86 2 146 1874 Apprch %8.5 80.8 10.6 0.1 46.4 15.9 36.9 0.9 9.5 85.5 4.2 0.8 17.8 21.9 58.9 1.4 Total %3.4 32.6 4.3 0.1 40.3 5.8 2 4.6 0.1 12.4 3.7 33.7 1.7 0.3 39.4 1.4 1.7 4.6 0.1 7.8 Unshifted 64 611 80 1 756 108 37 86 2 233 70 632 31 6 739 26 32 86 2 146 1874 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CottonFallonTMC Site Code : 00000000 Start Date : 9/23/2020 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:30 AM 1 71 9 0 81 1 0 9 0 10 11 35 16 0 62 18 1 2 1 22 175 07:45 AM 2 112 8 0 122 5 0 13 0 18 7 56 6 0 69 16 2 3 0 21 230 Total 3 183 17 0 203 6 0 22 0 28 18 91 22 0 131 34 3 5 1 43 405 08:00 AM 4 108 17 0 129 2 2 14 0 18 11 88 11 0 110 17 6 0 0 23 280 08:15 AM 2 110 9 0 121 1 1 7 0 9 15 93 14 0 122 19 2 3 0 24 276 *** BREAK *** Total 6 218 26 0 250 3 3 21 0 27 26 181 25 0 232 36 8 3 0 47 556 *** BREAK *** 04:30 PM 0 81 6 1 88 7 1 9 1 18 14 97 17 0 128 11 1 1 0 13 247 04:45 PM 3 63 9 0 75 11 4 7 0 22 14 101 19 0 134 22 3 0 0 25 256 Total 3 144 15 1 163 18 5 16 1 40 28 198 36 0 262 33 4 1 0 38 503 05:00 PM 2 98 12 0 112 14 6 11 4 35 14 120 21 0 155 17 1 4 0 22 324 05:15 PM 2 76 14 0 92 20 2 12 0 34 13 114 22 0 149 16 5 6 3 30 305 Grand Total 16 719 84 1 820 61 16 82 5 164 99 704 126 0 929 136 21 19 4 180 2093 Apprch %2 87.7 10.2 0.1 37.2 9.8 50 3 10.7 75.8 13.6 0 75.6 11.7 10.6 2.2 Total %0.8 34.4 4 0 39.2 2.9 0.8 3.9 0.2 7.8 4.7 33.6 6 0 44.4 6.5 1 0.9 0.2 8.6 Unshifted 16 719 84 1 820 61 16 82 5 164 99 704 126 0 929 136 21 19 4 180 2093 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : CottonHuffTMC Site Code : 00000000 Start Date : 9/23/2020 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 COTTONWOOD Southbound HUFFINE Westbound COTTONWOOD Northbound HUFFINE 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 29 21 30 0 80 13 125 6 0 144 12 24 29 0 65 25 127 35 0 187 476 07:45 AM 29 38 45 0 112 10 191 9 0 210 14 30 25 0 69 21 195 44 0 260 651 Total 58 59 75 0 192 23 316 15 0 354 26 54 54 0 134 46 322 79 0 447 1127 08:00 AM 32 37 43 0 112 23 198 18 1 240 20 41 20 1 82 20 234 53 0 307 741 08:15 AM 50 56 39 0 145 20 146 7 0 173 22 64 33 0 119 22 162 53 0 237 674 *** BREAK *** Total 82 93 82 0 257 43 344 25 1 413 42 105 53 1 201 42 396 106 0 544 1415 *** BREAK *** 04:30 PM 33 56 42 1 132 35 265 9 0 309 14 30 29 0 73 30 250 39 0 319 833 04:45 PM 28 33 40 0 101 28 232 18 0 278 16 38 39 0 93 37 215 42 0 294 766 Total 61 89 82 1 233 63 497 27 0 587 30 68 68 0 166 67 465 81 0 613 1599 05:00 PM 41 37 34 1 113 41 269 37 0 347 18 54 41 0 113 36 312 52 1 401 974 05:15 PM 36 47 34 0 117 39 279 23 0 341 10 59 29 0 98 31 325 39 0 395 951 Grand Total 278 325 307 2 912 209 1705 127 1 2042 126 340 245 1 712 222 1820 357 1 2400 6066 Apprch %30.5 35.6 33.7 0.2 10.2 83.5 6.2 0 17.7 47.8 34.4 0.1 9.2 75.8 14.9 0 Total %4.6 5.4 5.1 0 15 3.4 28.1 2.1 0 33.7 2.1 5.6 4 0 11.7 3.7 30 5.9 0 39.6 Unshifted 278 325 307 2 912 209 1705 127 1 2042 126 340 245 1 712 222 1820 357 1 2400 6066 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 LOCATION: Babcock St & Resort DriveDatePasserger CarsNorthbound Eastbound Southbound Westbound Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds TOTAL7:30 4 1 2 21 5 6 397:45 4 0 0 24 1 21 3 538:00 2 1 0 15 2 23 7 508:15 2 0 1 18 18 5 44 4:30 8 4 3 31 31 7 844:45 17 5 3 41 2 41 3 1125:00 11 1 4 36 4 39 4 995:15 10 1 3 23 41 2 80 58 0 13 71 16 209 0 225 0 0 0 0 0 219 37 25682%0%18%7%93%0%###############0%86%14% 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 4 0 1 0 2 21 0 0 0 0 0 0 0 5 6 0 39 7:45 4 0 0 0 0 24 0 1 0 0 0 0 0 21 3 0 53 8:00 2 0 1 0 0 15 0 2 0 0 0 0 0 23 7 0 50 8:15 2 0 0 0 1 18 0 0 0 0 0 0 0 18 5 0 44 4:30 8 0 4 0 3 31 0 0 0 0 0 0 0 31 7 0 84 4:45 17 0 5 0 3 41 0 2 0 0 0 0 0 41 3 0 112 5:00 11 0 1 0 4 36 0 4 0 0 0 0 0 39 4 0 99 5:15 10 0 1 0 3 23 0 0 0 0 0 0 0 41 2 0 80 58 0 13 71 16 209 0 225 0 0 0 0 0 219 37 256 82%0%18%7%93%0%###############0%86%14% 9/24/2020 File Name : FergFallonTMC Site Code : 00000000 Start Date : 9/23/2020 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 FERGUSON Southbound FALLON Westbound FERGUSON Northbound FALLON Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:30 AM 2 95 5 0 102 2 3 2 0 7 1 43 8 0 52 12 3 1 0 16 177 07:45 AM 2 117 5 0 124 1 4 3 0 8 1 55 15 0 71 16 6 2 0 24 227 Total 4 212 10 0 226 3 7 5 0 15 2 98 23 0 123 28 9 3 0 40 404 08:00 AM 2 86 0 1 89 2 0 3 2 7 2 43 15 0 60 13 2 3 0 18 174 *** BREAK *** Total 2 86 0 1 89 2 0 3 2 7 2 43 15 0 60 13 2 3 0 18 174 *** BREAK *** 04:30 PM 5 70 1 1 77 5 3 4 1 13 5 89 12 0 106 20 2 2 0 24 220 04:45 PM 8 65 4 0 77 8 4 4 0 16 2 106 19 0 127 17 6 5 0 28 248 Total 13 135 5 1 154 13 7 8 1 29 7 195 31 0 233 37 8 7 0 52 468 05:00 PM 5 78 3 0 86 7 11 5 0 23 2 124 16 0 142 25 5 5 0 35 286 05:15 PM 5 84 2 0 91 4 1 5 0 10 3 80 17 0 100 16 4 8 0 28 229 Grand Total 29 595 20 2 646 29 26 26 3 84 16 540 102 0 658 119 28 26 0 173 1561 Apprch %4.5 92.1 3.1 0.3 34.5 31 31 3.6 2.4 82.1 15.5 0 68.8 16.2 15 0 Total %1.9 38.1 1.3 0.1 41.4 1.9 1.7 1.7 0.2 5.4 1 34.6 6.5 0 42.2 7.6 1.8 1.7 0 11.1 Unshifted 29 595 20 2 646 29 26 26 3 84 16 540 102 0 658 119 28 26 0 173 1561 % Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 0 100 100 100 100 0 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : FergHuffineTMC Site Code : 00000000 Start Date : 9/23/2020 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE 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 30 0 36 0 66 20 148 0 1 169 0 0 0 0 0 0 158 25 0 183 418 07:45 AM 55 0 73 0 128 31 196 0 0 227 0 0 0 0 0 0 240 36 0 276 631 Total 85 0 109 0 194 51 344 0 1 396 0 0 0 0 0 0 398 61 0 459 1049 08:00 AM 46 0 56 1 103 40 167 0 0 207 0 0 0 0 0 0 233 39 0 272 582 08:15 AM 43 0 55 0 98 32 197 0 0 229 0 0 0 0 0 0 211 20 0 231 558 *** BREAK *** Total 89 0 111 1 201 72 364 0 0 436 0 0 0 0 0 0 444 59 0 503 1140 *** BREAK *** 04:30 PM 47 1 65 1 114 53 345 0 0 398 0 0 0 0 0 1 275 47 0 323 835 04:45 PM 43 0 53 0 96 62 304 0 0 366 0 0 0 0 0 0 246 33 0 279 741 Total 90 1 118 1 210 115 649 0 0 764 0 0 0 0 0 1 521 80 0 602 1576 05:00 PM 35 0 60 0 95 78 293 0 0 371 0 0 0 0 0 0 323 43 0 366 832 05:15 PM 51 0 77 0 128 58 353 0 0 411 0 0 0 0 0 0 248 40 0 288 827 Grand Total 350 1 475 2 828 374 2003 0 1 2378 0 0 0 0 0 1 1934 283 0 2218 5424 Apprch %42.3 0.1 57.4 0.2 15.7 84.2 0 0 0 0 0 0 0 87.2 12.8 0 Total %6.5 0 8.8 0 15.3 6.9 36.9 0 0 43.8 0 0 0 0 0 0 35.7 5.2 0 40.9 Unshifted 350 1 475 2 828 374 2003 0 1 2378 0 0 0 0 0 1 1934 283 0 2218 5424 % Unshifted 100 100 100 100 100 100 100 0 100 100 0 0 0 0 0 100 100 100 0 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 APPENDIX B Traffic Model Town & Country Foods Traffic Model Existing AM 2020 Cottonwood Peak Hour (15 Min x 4) Factor 14.6 B 1 52 32 244 176 Durston 28 108 56 72 244 200 180 144 10.5 B 36 48 8.9 A 444 4 Resort 92 Babcock 52 68 28 32 4 60 4 24 328 4 16 8 16 Ferguson 15.5/20.0 C/C 10.0/10.4 B/B 16.1/20.8 C/C 16 8 4 28 8 4 432 8 72 28 80 468 16 Fallon 68 56 8 4 20 12 4 44 136 12 4 8 60 24 352 84 12 24 220 68 44 4 8 64 4 Town & Country 36 24 27.0 C 128 92 12.1 B 20.5 C 148 792 20 220 124 Huffine 172 72 16 956 292 784 212 80 12 144 936 164 1188 960 80 80 Town & Country Foods Traffic Model Existing PM 2020 Cottonwood Peak Hour (15 Min x 4) Factor 14.6 B 1 52 44 232 164 Durston 8 112 40 176 248 292 132 96 12.0 B 64 108 10.1 B 336 48 Resort 164 Babcock 48 36 16 48 52 164 20 28 492 12 68 8 48 Ferguson 13.2/22.7 B/C 11.4/11.0 B/B 18.6/27.7 C/D 8 56 12 36 20 28 392 24 124 12 80 312 44 Fallon 48 44 4 20 12 20 16 84 108 76 16 20 64 4 480 84 32 20 496 68 56 8 40 100 8 Town & Country 40 88 27.6 C 164 164 15.8 C 12.1 B 148 1076 16 140 312 Huffine 136 148 44 1388 240 1172 208 164 20 172 1248 216 1456 1292 144 72 Town & Country Foods 71%Percent Competed Traffic Model Icon Apartments AM Peak Hour Cottonwood 0 0 0 0 1 1 0 0 Dursto 0 0 0 0 0 0 0 0 0 0 2 3 0 0 0 0 0 0 7 10 1 1 1 1 Resort 1 1 Babcoc 4 3 0 0 2 3 0 0 1 1 2 1 3 4 1 1 2 3 6 4 10 14 Ferguson 0 0 0 0 Icon Apartments 1 0 0 4 6 1 1 7 10 1 0 0 1 2 36 0 0 2 3 Fallon 1 1 30 42 27 19 0 0 0 0 0 0 11 4 3 4 5 4 9 12 5 4 0 0 23 16 1 2 0 0 6 9 5 4 0 0 32 5 Town & Country 45 0 5 0 23 16 2 3 45 2 1 0 0 0 9 12 Huffine 11 8 0 0 0 0 32 2 3 6 4 0 0 0 0 0 0 0 6 4 0 0 0 0 0 6 Town & Country Foods 71%Percent Competed Traffic Model Icon Apartments PM Peak Hour Cottonwood 0 0 18 13 0 Durston 0 0 0 0 0 9 12 0 0 0 0 6 9 3 2 1 1 Resort 1 2 Babcoc 15 11 3 4 10 14 0 0 1 1 1 1 5 7 1 1 2 3 4 3 5 7 Ferguson 1 1 0 0 Icon Apartments 3 0 0 3 4 4 3 18 25 2 0 0 1 1 19 1 1 16 23 Fallon 1 1 16 22 18 13 0 0 0 0 0 0 31 2 1 4 5 4 32 45 2 1 1 2 11 8 8 11 0 0 29 41 2 1 0 0 17 5 Town & Country 24 1 11 2 15 11 8 11 24 1 1 4 5 2 1 32 45 Huffine 6 4 1 2 1 0 17 8 11 24 17 0 0 1 0 0 0 0 11 8 8 0 0 0 0 2 11 Town & Country Foods Traffic Model Ferguson Farm 2 Site Traffic Cottonwood AM Peak 7 Durston 3 8 3 9 10 Resort Babcock 55 6 3 9 11 55 27 Ferguson 2 14 30 18 0 2 24 37 20 45 2 Fallon 12 7 24 41 4 5 4 0 16 6 1 24 24 0 Town & Country 10 45 6 61 9 66 20 122 4 3 1 24 7 0 Huffine 9 -3 60 130 15 98 79 10 -19 -19 Town & Country Foods Traffic Model Ferguson Farm 2 Site Traffic Cottonwood PM Peak 7 Durston 14 32 3 35 10 Resort Babcock 56 6 11 35 45 56 106 Ferguson 3 57 118 19 0 9 94 38 79 46 2 Fallon 13 28 25 42 16 21 4 0 17 24 2 25 25 0 Town & Country 40 46 25 63 35 264 21 125 17 11 96 25 26 0 Huffine 35 66 238 133 15 100 81 10 -19 -19 Town & Country Foods Traffic Model AM Site Generated Traffic T&C Foods Cottonwood 2 Durston 1 2 1 3 Resort Babcock 9 2 2 9 Ferguson 2 9.363 8.526 4 9 6 -2 1 0 6 1 Fallon 7 9 15 4 10.35 15 7 13.4 1 3 2 -4 22 10 2 1 1 13 11 11 60% Town & Country IN 88 5 OUT 58 40% Internal Capture 30%12 20 IN2 62 4 OUT2 41 5 Pass-By 30% 4 1 14 3 Huffine 4 -5 11 9 8 6 2 5 -3 -3 IN 51.36 OUT 37.15 Town & Country Foods Traffic Model PM Site Generated Traffic T&C Foods Cottonwood 5 Durston 2 5 2 7 Resort Babcock 19 5 7 25 Ferguson 5 19.26 25.43 13 18 13 -4 4 1 12 2 Fallon 14 26 30 9 21.29 44 22 39.96 4 6 5 -8 46 29 7 4 2 27 33 34 60% Town & Country IN 181 10 OUT 173 40% Internal Capture 30%36 41 IN2 126.7 12 OUT2 121.1 16 Pass-By 30% 10 4 28 6 Huffine 12 -10 34 18 16 12 4 11 -10 -10 IN 105.6 OUT 110.8 Town & Country Foods Traffic Model Total Projected Traffic AM Peak Hour Cottonwood 14.8 B 52 32 254 176 Durston 28 108 56 76 244 212 184 144 10.9B 36 64 9.4 A 458 5 Resort 93 Babcock 110 68 46 32 9 61 16 25 344 63 61 Ferguson 13 16 20.0/25.4 C/D 19.0/28.4 C/D 11.2/13.0 B/B 16 31 10.1 B 14 65 33 4 430 13 131 65 108 513 19 Fallon 88 102 15 52 8 20 12 4 44 187 15 22 12 18 72 34 348 22 10 119 21 25 220 68 88 32 19 107 4 Town & Country 5 97 12.6/13.6 B/B 12 20 24 29 28.3 C 154 94 12.7 B 33.2 C 156 795 58 227 136 Huffine 180 72 29 948 395 925 239 80 116 144 1017 179 1166 942 80 80 Town & Country Foods Traffic Model Total Projected Traffic PM Peak Hour Cottonwood 14.6 B 52 44 257 164 Durston 8 112 40 192 248 337 137 96 14.0 B 64 150 12.5 B 355 49 Resort 165 Babcock 115 39 51 48 69 165 60 29 546 71 205 Ferguson 16 48 49.2/44.5 E/E 18.7/76.6 F 20.4/22.1 C/C 8 129 11.1 B 33 172 54 28 388 39 238 51 187 358 48 Fallon 75 114 30 42 29 12 20 16 84 181 44 99 35 48 102 14 473 46 29 116 67 24 496 68 138 34 73 151 8 Town & Country 10 103 12.2/11.2 B/B 36 41 33 99 29.7 C 207 172 17.9 C 26.3 C 171 1179 69 168 350 Huffine 140 149 92 1444 529 1331 256 164 132 173 1333 237 1435 1271 144 72 APPENDIX C LOS Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)4 24 68 56 8 8 0 44 352 44 0 68 432 16 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)96 72 44 68 Capacity, c (veh/h)439 312 1109 1159 v/c Ratio 0.22 0.23 0.04 0.06 95% Queue Length, Q₉₅ (veh)0.8 0.9 0.1 0.2 Control Delay (s/veh)15.5 20.0 8.4 8.3 Level of Service (LOS)C C A A Approach Delay (s/veh)15.5 20.0 0.8 1.1 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:06:26 AMCottonFallonAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)16 4 68 44 24 56 0 84 480 56 0 48 392 8 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)88 124 84 48 Capacity, c (veh/h)526 326 1155 1028 v/c Ratio 0.17 0.38 0.07 0.05 95% Queue Length, Q₉₅ (veh)0.6 1.7 0.2 0.1 Control Delay (s/veh)13.2 22.7 8.4 8.7 Level of Service (LOS)B C A A Approach Delay (s/veh)13.2 22.7 1.1 0.9 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:07:08 AMCottonFallonPM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Babcock Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Babcock Street Analysis Year 2020 North/South Street Resort Drive Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)60 4 28 92 4 16 Percent Heavy Vehicles (%)2 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)28 20 Capacity, c (veh/h)1538 942 v/c Ratio 0.02 0.02 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)7.4 8.9 Level of Service (LOS)A A Approach Delay (s/veh)1.8 8.9 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:10:41 AMResortBabcockAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Babcock Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Babcock Street Analysis Year 2020 North/South Street Resort Drive Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)164 12 16 164 20 68 Percent Heavy Vehicles (%)2 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)16 88 Capacity, c (veh/h)1400 800 v/c Ratio 0.01 0.11 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)7.6 10.1 Level of Service (LOS)A B Approach Delay (s/veh)0.8 10.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:11:12 AMResortBabcockPM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2020 North/South Street Resort Drive Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)12 84 4 4 80 28 4 12 8 8 28 4 Percent Heavy Vehicles (%)2 2 2 3 3 2 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.53 6.23 7.12 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.03 3.33 3.52 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 4 24 40 Capacity, c (veh/h)1483 1508 748 702 v/c Ratio 0.01 0.00 0.03 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.2 Control Delay (s/veh)7.4 7.4 10.0 10.4 Level of Service (LOS)A A A B Approach Delay (s/veh)0.9 0.3 10.0 10.4 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:09:04 AMResortFallonAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2020 North/South Street Resort Drive Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)76 84 8 20 80 36 16 32 40 4 12 12 Percent Heavy Vehicles (%)2 2 2 3 3 2 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.53 6.23 7.12 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.03 3.33 3.52 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)76 20 88 28 Capacity, c (veh/h)1473 1503 649 630 v/c Ratio 0.05 0.01 0.14 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.5 0.1 Control Delay (s/veh)7.6 7.4 11.4 11.0 Level of Service (LOS)A A B B Approach Delay (s/veh)3.7 1.2 11.4 11.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:10:01 AMResortFallonPM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Huffine Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Huffine Lane Analysis Year 2020 North/South Street Resort Drive Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 1 Configuration L T T TR R Volume (veh/h)0 12 1188 956 20 16 Percent Heavy Vehicles (%)3 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.14 6.96 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 16 Capacity, c (veh/h)703 523 v/c Ratio 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)10.2 12.1 Level of Service (LOS)B B Approach Delay (s/veh)0.1 12.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:12:05 AMResortHuffineAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Huffine Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Huffine Lane Analysis Year 2020 North/South Street Resort Drive Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 1 Configuration L T T TR R Volume (veh/h)0 20 1456 1388 16 44 Percent Heavy Vehicles (%)3 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.14 6.96 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)20 44 Capacity, c (veh/h)482 378 v/c Ratio 0.04 0.12 95% Queue Length, Q₉₅ (veh)0.1 0.4 Control Delay (s/veh)12.8 15.8 Level of Service (LOS)B C Approach Delay (s/veh)0.2 15.8 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:12:50 AMResortHuffinePM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2020 North/South Street Ferguson Ave Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)8 24 64 12 16 4 60 220 4 20 468 8 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)96 32 60 20 Capacity, c (veh/h)418 260 1086 1345 v/c Ratio 0.23 0.12 0.06 0.01 95% Queue Length, Q₉₅ (veh)0.9 0.4 0.2 0.0 Control Delay (s/veh)16.1 20.8 8.5 7.7 Level of Service (LOS)C C A A Approach Delay (s/veh)16.1 20.8 2.2 0.5 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:07:45 AMFergusonFallonAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2020 North/South Street Ferguson Ave Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Developments 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)20 20 100 20 44 28 64 496 8 12 312 20 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)140 92 64 12 Capacity, c (veh/h)403 249 1227 1061 v/c Ratio 0.35 0.37 0.05 0.01 95% Queue Length, Q₉₅ (veh)1.5 1.6 0.2 0.0 Control Delay (s/veh)18.6 27.7 8.1 8.4 Level of Service (LOS)C D A A Approach Delay (s/veh)18.6 27.7 1.4 0.4 Approach LOS C D Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:08:28 AMFergusonFallonPM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Durston Road File Name CottonBabcockAM.xus Project Description Town & Country Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 56 244 180 108 176 32 72 200 144 28 244 52 Signal Information Green Yellow Red 1.7 1.7 6.5 3.0 1.4 12.6 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 43.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 7.0 16.6 8.4 18.0 7.5 12.2 5.7 10.5 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 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.9 11.6 3.7 5.7 3.3 5.8 2.5 5.3 Green Extension Time ( g e ), s 0.1 0.9 0.2 0.9 0.1 1.1 0.0 1.2 Phase Call Probability 0.49 1.00 0.73 1.00 0.57 1.00 0.29 1.00 Max Out Probability 0.00 0.00 0.00 0.12 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 56 424 108 208 71 176 161 28 150 146 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1810 1765 1810 1849 1810 1900 1641 1810 1900 1785 Queue Service Time ( g s ), s 0.9 9.6 1.7 3.7 1.3 3.6 3.8 0.5 3.2 3.3 Cycle Queue Clearance Time ( g c ), s 0.9 9.6 1.7 3.7 1.3 3.6 3.8 0.5 3.2 3.3 Green Ratio ( g/C )0.37 0.29 0.40 0.33 0.23 0.19 0.19 0.19 0.15 0.15 Capacity ( c ), veh/h 533 521 426 606 399 364 315 302 288 271 Volume-to-Capacity Ratio ( X )0.105 0.815 0.254 0.343 0.177 0.483 0.513 0.093 0.522 0.538 Back of Queue ( Q ), ft/ln ( 50 th percentile)6.6 79.1 12.1 29.6 11.3 32.9 30.4 4.7 29.9 29.2 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.3 3.2 0.5 1.2 0.5 1.3 1.2 0.2 1.2 1.2 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 9.2 14.1 9.5 11.0 13.4 15.6 15.7 14.5 16.9 16.9 Incremental Delay ( d 2 ), s/veh 0.0 1.2 0.1 0.1 0.1 0.3 0.4 0.0 0.5 0.6 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 9.2 15.4 9.6 11.1 13.4 15.9 16.1 14.6 17.4 17.6 Level of Service (LOS)A B A B B B B B B B Approach Delay, s/veh / LOS 14.6 B 10.6 B 15.6 B 17.3 B Intersection Delay, s/veh / LOS 14.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.90 B 1.91 B Bicycle LOS Score / LOS 1.28 A 1.01 A 0.83 A 0.75 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 5/10/2021 2:37:14 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Durston Road File Name CottonBabcockPM.xus Project Description Town & Country Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 40 248 132 112 164 44 176 292 96 8 232 52 Signal Information Green Yellow Red 0.6 1.2 6.7 2.4 2.2 11.9 3.0 3.0 3.0 3.0 0.0 3.0 1.0 1.0 1.0 1.0 0.0 1.0 Cycle, s 44.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 6.4 15.9 8.6 18.0 9.8 15.9 4.6 10.7 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 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.7 11.0 3.9 6.0 5.9 6.7 2.2 5.3 Green Extension Time ( g e ), s 0.0 0.8 0.2 0.8 0.4 1.2 0.0 1.4 Phase Call Probability 0.40 1.00 0.76 1.00 0.92 1.00 0.10 1.00 Max Out Probability 0.00 0.00 0.00 0.13 0.00 0.01 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 40 380 112 208 202 230 216 8 144 140 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1810 1788 1810 1830 1810 1900 1740 1810 1900 1781 Queue Service Time ( g s ), s 0.7 9.0 1.9 4.0 3.9 4.6 4.7 0.2 3.2 3.3 Cycle Queue Clearance Time ( g c ), s 0.7 9.0 1.9 4.0 3.9 4.6 4.7 0.2 3.2 3.3 Green Ratio ( g/C )0.32 0.26 0.37 0.31 0.32 0.27 0.27 0.16 0.15 0.15 Capacity ( c ), veh/h 478 474 415 573 481 505 463 300 284 266 Volume-to-Capacity Ratio ( X )0.084 0.801 0.270 0.363 0.420 0.455 0.466 0.027 0.508 0.525 Back of Queue ( Q ), ft/ln ( 50 th percentile)5.6 77.9 14.6 32.9 31 40.7 38.4 1.5 30.6 29.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.2 3.1 0.6 1.3 1.2 1.6 1.5 0.1 1.2 1.2 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 10.9 15.5 10.6 12.1 12.0 13.9 13.9 16.0 17.7 17.8 Incremental Delay ( d 2 ), s/veh 0.0 1.2 0.1 0.1 0.2 0.2 0.2 0.0 0.5 0.6 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 10.9 16.7 10.7 12.2 12.2 14.1 14.1 16.0 18.2 18.4 Level of Service (LOS)B B B B B B B B B B Approach Delay, s/veh / LOS 16.2 B 11.7 B 13.5 B 18.2 B Intersection Delay, s/veh / LOS 14.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.25 B 1.90 B 1.91 B Bicycle LOS Score / LOS 1.18 A 1.02 A 0.95 A 0.73 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 5/10/2021 2:39:36 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Babcock Street File Name CottonBabcockAM.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 24 8 68 4 48 4 328 16 52 444 36 Signal Information Green Yellow Red 0.2 1.9 5.5 1.4 1.2 3.7 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 29.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 5.4 7.7 6.6 8.9 4.2 9.5 6.1 11.4 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 3.1 3.3 3.1 3.3 3.1 3.0 3.1 3.0 Queue Clearance Time ( g s ), s 2.4 2.5 2.9 2.8 2.1 4.5 2.7 5.3 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 0.5 0.1 0.4 Phase Call Probability 0.23 0.62 0.43 0.72 0.03 1.00 0.35 1.00 Max Out Probability 0.07 0.69 1.00 1.00 0.00 0.22 0.00 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 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 32 32 68 52 4 173 171 52 242 238 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1804 1795 1617 1795 1885 1854 1795 1885 1835 Queue Service Time ( g s ), s 0.4 0.5 0.9 0.8 0.1 2.5 2.5 0.7 3.3 3.3 Cycle Queue Clearance Time ( g c ), s 0.4 0.5 0.9 0.8 0.1 2.5 2.5 0.7 3.3 3.3 Green Ratio ( g/C )0.17 0.12 0.21 0.16 0.19 0.18 0.18 0.25 0.25 0.25 Capacity ( c ), veh/h 421 225 548 266 315 345 339 472 465 453 Volume-to-Capacity Ratio ( X )0.076 0.143 0.124 0.196 0.013 0.502 0.505 0.110 0.521 0.524 Back of Queue ( Q ), ft/ln ( 50 th percentile)3.1 3.6 6.2 5.4 0.4 18.7 18.4 4.2 23.4 22.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.1 0.1 0.2 0.2 0.0 0.7 0.7 0.2 0.9 0.9 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 10.5 11.7 9.7 10.8 10.0 11.0 11.0 8.7 9.7 9.7 Incremental Delay ( d 2 ), s/veh 0.0 0.1 0.0 0.1 0.0 0.4 0.4 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 10.5 11.8 9.7 10.9 10.0 11.4 11.4 8.7 10.1 10.2 Level of Service (LOS)B B A B B B B A B B Approach Delay, s/veh / LOS 11.1 B 10.2 B 11.4 B 10.0 B Intersection Delay, s/veh / LOS 10.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.89 B 1.88 B Bicycle LOS Score / LOS 0.59 A 0.69 A 0.77 A 0.93 A Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:15:08 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Babcock Street File Name CottonBabcockPM.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 48 28 8 36 48 108 52 492 48 48 336 64 Signal Information Green Yellow Red 2.2 7.3 1.7 0.4 5.3 0.0 3.0 3.0 3.0 0.0 3.0 0.0 1.0 1.0 1.0 0.0 1.0 0.0 Cycle, s 32.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 6.1 9.7 5.7 9.3 6.3 11.3 6.2 11.2 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 3.1 3.2 3.1 3.2 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.7 2.6 2.5 4.8 2.7 6.4 2.7 5.4 Green Extension Time ( g e ), s 0.0 0.1 0.0 0.0 0.0 0.9 0.1 0.5 Phase Call Probability 0.36 0.89 0.28 0.88 0.38 1.00 0.37 1.00 Max Out Probability 0.14 0.81 0.53 1.00 0.00 0.56 0.00 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 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 48 36 36 156 52 273 267 51 217 208 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1813 1795 1676 1795 1885 1826 1795 1885 1781 Queue Service Time ( g s ), s 0.7 0.6 0.5 2.8 0.7 4.4 4.4 0.7 3.3 3.4 Cycle Queue Clearance Time ( g c ), s 0.7 0.6 0.5 2.8 0.7 4.4 4.4 0.7 3.3 3.4 Green Ratio ( g/C )0.22 0.17 0.21 0.16 0.29 0.22 0.22 0.29 0.22 0.22 Capacity ( c ), veh/h 427 315 444 268 454 416 403 366 414 391 Volume-to-Capacity Ratio ( X )0.113 0.114 0.081 0.582 0.114 0.657 0.661 0.139 0.523 0.532 Back of Queue ( Q ), ft/ln ( 50 th percentile)5 4.3 3.9 21.5 4.6 34.3 33.2 4.6 26.1 25.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.2 0.2 0.2 0.9 0.2 1.4 1.3 0.2 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 10.3 11.5 10.5 12.8 8.8 11.7 11.7 9.2 11.3 11.3 Incremental Delay ( d 2 ), s/veh 0.0 0.1 0.0 0.9 0.0 0.7 0.7 0.1 0.5 0.6 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 10.3 11.5 10.5 13.7 8.8 12.3 12.4 9.3 11.8 12.0 Level of Service (LOS)B B B B A B B A B B Approach Delay, s/veh / LOS 10.8 B 13.1 B 12.1 B 11.6 B Intersection Delay, s/veh / LOS 12.0 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.26 B 1.89 B 1.89 B Bicycle LOS Score / LOS 0.63 A 0.80 A 0.98 A 0.86 A Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:16:30 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffineAM.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 212 936 80 72 792 92 80 164 80 172 148 128 Signal Information Green Yellow Red 5.7 2.5 88.1 7.3 4.9 12.5 4.0 0.0 4.0 3.0 3.0 3.0 0.0 0.0 1.0 0.0 0.0 1.0 Cycle, s 140.0 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 12.1 95.5 9.7 93.1 10.3 16.5 18.2 24.5 Change Period, ( Y+R c ), s 4.0 5.0 4.0 5.0 3.0 4.0 3.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 3.0 0.0 3.0 3.1 3.0 3.1 Queue Clearance Time ( g s ), s 7.8 4.0 7.6 11.7 15.2 12.4 Green Extension Time ( g e ), s 0.3 0.0 0.1 0.0 0.1 0.9 0.0 0.9 Phase Call Probability 1.00 0.95 0.96 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.00 0.00 1.00 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 212 515 501 76 473 456 80 125 119 172 148 128 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1832 1795 1885 1816 1795 1885 1681 1795 1885 1598 Queue Service Time ( g s ), s 5.8 18.6 18.6 2.0 18.4 18.7 5.6 9.1 9.7 13.2 10.2 10.4 Cycle Queue Clearance Time ( g c ), s 5.8 18.6 18.6 2.0 18.4 18.7 5.6 9.1 9.7 13.2 10.2 10.4 Green Ratio ( g/C )0.69 0.65 0.65 0.67 0.63 0.63 0.14 0.09 0.09 0.11 0.15 0.15 Capacity ( c ), veh/h 457 1219 1185 404 1186 1142 219 169 151 196 276 234 Volume-to-Capacity Ratio ( X )0.464 0.423 0.423 0.187 0.399 0.399 0.365 0.741 0.789 0.880 0.537 0.548 Back of Queue ( Q ), ft/ln ( 50 th percentile)51.9 191.3 184.7 18.9 197.9 193 63.4 110.4 105.5 186.5 121.1 105.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.1 7.6 7.4 0.8 7.9 7.7 2.5 4.4 4.2 7.4 4.8 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 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 9.6 12.0 12.0 9.5 14.1 14.3 54.0 62.1 62.4 61.5 55.4 55.5 Incremental Delay ( d 2 ), s/veh 0.3 1.1 1.1 0.1 0.9 1.0 0.4 2.4 3.5 27.3 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 0.0 0.0 Control Delay ( d ), s/veh 9.9 13.1 13.1 9.6 15.0 15.3 54.4 64.5 65.9 88.8 56.0 56.2 Level of Service (LOS)A B B A B B D E E F E E Approach Delay, s/veh / LOS 12.6 B 14.7 B 62.5 E 68.7 E Intersection Delay, s/veh / LOS 27.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.08 B 2.25 B 2.32 B 2.31 B Bicycle LOS Score / LOS 1.50 B 1.28 A 0.75 A 1.23 A Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:18:48 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffinePM.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 208 1248 144 148 1076 164 164 216 72 136 148 164 Signal Information Green Yellow Red 6.1 2.0 87.8 11.0 1.6 15.5 4.0 0.0 4.0 3.0 0.0 3.0 0.0 0.0 1.0 0.0 0.0 1.0 Cycle, s 140.0 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 12.1 94.7 10.1 92.8 14.0 19.5 15.6 21.1 Change Period, ( Y+R c ), s 4.0 5.0 4.0 5.0 3.0 4.0 3.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 3.0 0.0 3.0 3.1 3.0 3.1 Queue Clearance Time ( g s ), s 7.8 5.9 13.0 13.0 12.4 16.1 Green Extension Time ( g e ), s 0.4 0.0 0.2 0.0 0.0 1.1 0.2 1.1 Phase Call Probability 1.00 1.00 1.00 1.00 0.99 1.00 Max Out Probability 0.00 0.00 1.00 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 208 707 685 140 599 573 164 147 141 136 148 164 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1816 1795 1885 1798 1795 1885 1726 1795 1885 1598 Queue Service Time ( g s ), s 5.8 30.1 30.5 3.9 26.6 27.4 11.0 10.5 11.0 10.4 10.5 14.1 Cycle Queue Clearance Time ( g c ), s 5.8 30.1 30.5 3.9 26.6 27.4 11.0 10.5 11.0 10.4 10.5 14.1 Green Ratio ( g/C )0.68 0.64 0.64 0.67 0.63 0.63 0.19 0.11 0.11 0.09 0.12 0.12 Capacity ( c ), veh/h 364 1208 1164 290 1182 1127 234 209 191 161 230 195 Volume-to-Capacity Ratio ( X )0.572 0.585 0.589 0.482 0.507 0.508 0.701 0.705 0.735 0.842 0.642 0.840 Back of Queue ( Q ), ft/ln ( 50 th percentile)52.6 313.3 304.2 35.6 291.9 290.1 139.5 127.2 121.6 123.1 125.5 145.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.1 12.4 12.2 1.4 11.6 11.6 5.5 5.0 4.9 4.9 5.0 5.8 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.6 14.4 14.5 13.2 16.6 17.5 51.5 60.0 60.2 62.7 58.5 60.1 Incremental Delay ( d 2 ), s/veh 0.5 2.1 2.2 0.4 1.4 1.5 7.7 1.6 2.1 4.5 1.1 3.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 13.1 16.5 16.7 13.6 18.0 19.0 59.1 61.7 62.3 67.2 59.6 63.8 Level of Service (LOS)B B B B B B E E E E E E Approach Delay, s/veh / LOS 16.1 B 18.0 B 60.9 E 63.5 E Intersection Delay, s/veh / LOS 27.6 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.08 B 2.25 B 2.32 B 2.32 B Bicycle LOS Score / LOS 1.81 B 1.63 B 0.86 A 1.23 A Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:20:05 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Ferguson Road File Name HuffineAM.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 144 960 784 124 292 220 Signal Information Green Yellow Red 6.0 95.4 24.6 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 Cycle, s 140.0 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 6 4 Case Number 1.0 4.0 7.3 9.0 Phase Duration, s 11.0 111.4 100.4 28.6 Change Period, ( Y+R c ), s 5.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 0.0 3.1 Queue Clearance Time ( g s ), s 5.4 24.4 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.2 Phase Call Probability 1.00 1.00 Max Out Probability 0.00 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 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 155 1033 784 124 292 220 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1795 1795 1598 1795 1598 Queue Service Time ( g s ), s 3.4 10.8 12.5 3.8 22.4 18.4 Cycle Queue Clearance Time ( g c ), s 3.4 10.8 12.5 3.8 22.4 18.4 Green Ratio ( g/C )0.74 0.76 0.68 0.68 0.18 0.18 Capacity ( c ), veh/h 540 2727 2445 1088 316 281 Volume-to-Capacity Ratio ( X )0.287 0.379 0.321 0.114 0.924 0.783 Back of Queue ( Q ), ft/ln ( 50 th percentile)28.9 77.6 114.9 31.6 314.3 204.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.1 3.1 4.6 1.3 12.5 8.1 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 6.3 4.1 9.1 7.7 56.8 55.1 Incremental Delay ( d 2 ), s/veh 0.1 0.3 0.3 0.2 29.0 10.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 6.4 4.5 9.4 7.9 85.8 66.0 Level of Service (LOS)A A A A F E Approach Delay, s/veh / LOS 4.7 A 9.2 A 0.0 77.3 E Intersection Delay, s/veh / LOS 20.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.66 A 1.88 B 2.33 B 2.33 B Bicycle LOS Score / LOS 1.40 A 1.24 A F Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:18:48 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Ferguson Road File Name HuffinePM.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 172 1292 1172 312 240 140 Signal Information Green Yellow Red 6.0 99.0 21.0 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 Cycle, s 140.0 Reference Phase 2 Offset, s 56 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 6 4 Case Number 1.0 4.0 7.3 9.0 Phase Duration, s 11.0 115.0 104.0 25.0 Change Period, ( Y+R c ), s 5.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 0.0 3.1 Queue Clearance Time ( g s ), s 5.5 20.4 Green Extension Time ( g e ), s 0.3 0.0 0.0 0.7 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 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 171 1285 1172 312 240 140 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1795 1795 1598 1795 1598 Queue Service Time ( g s ), s 3.5 6.6 19.9 10.0 18.4 11.4 Cycle Queue Clearance Time ( g c ), s 3.5 6.6 19.9 10.0 18.4 11.4 Green Ratio ( g/C )0.76 0.79 0.71 0.71 0.15 0.15 Capacity ( c ), veh/h 401 2819 2537 1129 270 240 Volume-to-Capacity Ratio ( X )0.427 0.456 0.462 0.276 0.889 0.583 Back of Queue ( Q ), ft/ln ( 50 th percentile)27.3 35.2 177.3 81.2 213.1 115.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.1 1.4 7.0 3.2 8.5 4.6 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 7.0 1.4 8.9 7.5 58.3 55.4 Incremental Delay ( d 2 ), s/veh 0.2 0.4 0.6 0.6 4.0 0.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 7.2 1.8 9.5 8.1 62.3 56.2 Level of Service (LOS)A A A A E E Approach Delay, s/veh / LOS 2.4 A 9.2 A 0.0 60.1 E Intersection Delay, s/veh / LOS 12.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.65 A 1.87 B 2.33 B 2.33 B Bicycle LOS Score / LOS 1.70 B 1.71 B F Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:20:05 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)4 34 68 102 13 31 0 44 348 88 0 88 430 16 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)106 146 44 88 Capacity, c (veh/h)362 296 1111 1120 v/c Ratio 0.29 0.49 0.04 0.08 95% Queue Length, Q₉₅ (veh)1.2 2.6 0.1 0.3 Control Delay (s/veh)19.0 28.4 8.4 8.5 Level of Service (LOS)C D A A Approach Delay (s/veh)19.0 28.4 0.8 1.4 Approach LOS C D Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:51:35 AMCottonFallonAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)16 14 68 114 39 129 0 84 473 138 0 75 388 8 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.54 6.54 6.94 7.54 6.54 6.94 4.14 4.14 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)98 282 84 75 Capacity, c (veh/h)360 299 1159 964 v/c Ratio 0.27 0.94 0.07 0.08 95% Queue Length, Q₉₅ (veh)1.1 9.3 0.2 0.3 Control Delay (s/veh)18.7 76.6 8.3 9.0 Level of Service (LOS)C F A A Approach Delay (s/veh)18.7 76.6 1.0 1.4 Approach LOS C F Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:54:24 AMCottonFallonPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Babcock Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Babcock Street Analysis Year 2022 North/South Street Resort Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)61 63 46 93 16 61 Percent Heavy Vehicles (%)2 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)46 77 Capacity, c (veh/h)1463 889 v/c Ratio 0.03 0.09 95% Queue Length, Q₉₅ (veh)0.1 0.3 Control Delay (s/veh)7.5 9.4 Level of Service (LOS)A A Approach Delay (s/veh)2.7 9.4 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 10:00:12 AMResortBabcockAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Babcock Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Babcock Street Analysis Year 2022 North/South Street Resort Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)165 71 51 165 60 205 Percent Heavy Vehicles (%)2 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)51 265 Capacity, c (veh/h)1331 741 v/c Ratio 0.04 0.36 95% Queue Length, Q₉₅ (veh)0.1 1.6 Control Delay (s/veh)7.8 12.5 Level of Service (LOS)A B Approach Delay (s/veh)2.1 12.5 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 10:01:02 AMResortBabcockPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street Resort Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)22 119 32 8 108 65 12 21 19 52 65 14 Percent Heavy Vehicles (%)2 2 2 3 3 2 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.53 6.23 7.12 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.03 3.33 3.52 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 8 52 131 Capacity, c (veh/h)1404 1430 629 583 v/c Ratio 0.02 0.01 0.08 0.22 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.3 0.9 Control Delay (s/veh)7.6 7.5 11.2 13.0 Level of Service (LOS)A A B B Approach Delay (s/veh)1.1 0.4 11.2 13.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 10:01:40 AMResortFallonAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street Resort Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)99 116 34 29 187 172 35 67 73 42 51 33 Percent Heavy Vehicles (%)2 2 2 3 3 2 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.53 6.23 7.12 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.03 3.33 3.52 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)99 29 175 126 Capacity, c (veh/h)1200 1431 406 335 v/c Ratio 0.08 0.02 0.43 0.38 95% Queue Length, Q₉₅ (veh)0.3 0.1 2.1 1.7 Control Delay (s/veh)8.3 7.6 20.4 22.1 Level of Service (LOS)A A C C Approach Delay (s/veh)3.7 0.7 20.4 22.1 Approach LOS C C Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 10:02:21 AMResortFallonPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Huffine Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Huffine Lane Analysis Year 2022 North/South Street Resort Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 1 Configuration L T T TR R Volume (veh/h)0 116 1186 976 63 29 Percent Heavy Vehicles (%)3 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.14 6.96 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)116 29 Capacity, c (veh/h)665 499 v/c Ratio 0.17 0.06 95% Queue Length, Q₉₅ (veh)0.6 0.2 Control Delay (s/veh)11.6 12.7 Level of Service (LOS)B B Approach Delay (s/veh)1.0 12.7 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 10:02:58 AMResortHuffineAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Huffine Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Huffine Lane Analysis Year 2022 North/South Street Resort Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 1 Configuration L T T TR R Volume (veh/h)0 132 1443 1352 81 92 Percent Heavy Vehicles (%)3 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.14 6.96 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)132 92 Capacity, c (veh/h)470 370 v/c Ratio 0.28 0.25 95% Queue Length, Q₉₅ (veh)1.1 1.0 Control Delay (s/veh)15.6 17.9 Level of Service (LOS)C C Approach Delay (s/veh)1.3 17.9 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 10:03:38 AMResortHuffinePMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street Ferguson Ave Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)18 25 107 12 19 4 72 220 4 20 513 33 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)150 35 72 20 Capacity, c (veh/h)388 212 1023 1345 v/c Ratio 0.39 0.17 0.07 0.01 95% Queue Length, Q₉₅ (veh)1.8 0.6 0.2 0.0 Control Delay (s/veh)20.0 25.4 8.8 7.7 Level of Service (LOS)C D A A Approach Delay (s/veh)20.0 25.4 2.7 0.4 Approach LOS C D Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:57:00 AMFergusonFallonAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street Ferguson Ave Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description T&C + FF2 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)48 24 151 20 48 28 102 496 8 12 358 54 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)223 96 102 12 Capacity, c (veh/h)290 183 1147 1061 v/c Ratio 0.77 0.52 0.09 0.01 95% Queue Length, Q₉₅ (veh)5.9 2.7 0.3 0.0 Control Delay (s/veh)49.2 44.5 8.4 8.4 Level of Service (LOS)E E A A Approach Delay (s/veh)49.2 44.5 2.3 0.4 Approach LOS E E Copyright © 2020 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8.5 Generated: 12/14/2020 9:57:47 AMFergusonFallonPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection TnC & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street TnC Approach Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description T&C + FF2 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)171 22 15 118 15 10 Percent Heavy Vehicles (%)2 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)15 25 Capacity, c (veh/h)1380 725 v/c Ratio 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.6 10.1 Level of Service (LOS)A B Approach Delay (s/veh)0.9 10.1 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 5/10/2021 3:32:48 PMFallonapproachAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection TnC & Fallon Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street Fallon Street Analysis Year 2022 North/South Street TnC Approach Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Town & Country Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)155 46 30 189 44 29 Percent Heavy Vehicles (%)2 2 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)30 73 Capacity, c (veh/h)1371 659 v/c Ratio 0.02 0.11 95% Queue Length, Q₉₅ (veh)0.1 0.4 Control Delay (s/veh)7.7 11.1 Level of Service (LOS)A B Approach Delay (s/veh)1.2 11.1 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 5/10/2021 3:33:21 PMFallonapproachPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & TnC Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street TnC Approach Analysis Year 2022 North/South Street Resort Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Town & Country 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)12 61 4 59 93 0 20 57 122 61 5 5 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)77 152 20 61 Capacity, c (veh/h)553 571 1610 1397 v/c Ratio 0.14 0.27 0.01 0.04 95% Queue Length, Q₉₅ (veh)0.5 1.1 0.0 0.1 Control Delay (s/veh)12.6 13.6 7.3 7.7 Level of Service (LOS)B B A A Approach Delay (s/veh)12.6 13.6 0.8 6.7 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 5/10/2021 3:34:43 PMResortapproachAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & TnC Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 10/20/2020 East/West Street TnC Approach Analysis Year 2022 North/South Street Resort Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Town & Country 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 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)36 33 12 35 25 40 41 11 125 63 11 10 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 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)3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)81 100 41 63 Capacity, c (veh/h)579 682 1595 1448 v/c Ratio 0.14 0.15 0.03 0.04 95% Queue Length, Q₉₅ (veh)0.5 0.5 0.1 0.1 Control Delay (s/veh)12.2 11.2 7.3 7.6 Level of Service (LOS)B B A A Approach Delay (s/veh)12.2 11.2 1.9 5.8 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 5/10/2021 3:36:07 PMResortapproachPMwith.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Durston Road File Name CottonBabcockAMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 56 244 183 108 176 32 73 205 144 28 251 52 Signal Information Green Yellow Red 1.8 1.9 6.7 3.0 1.4 12.9 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 43.7 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 7.0 16.9 8.4 18.3 7.7 12.6 5.8 10.7 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 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.9 11.9 3.7 5.7 3.5 6.2 2.6 5.4 Green Extension Time ( g e ), s 0.1 0.9 0.2 0.9 0.1 1.2 0.0 1.3 Phase Call Probability 0.50 1.00 0.73 1.00 0.60 1.00 0.29 1.00 Max Out Probability 0.00 0.00 0.00 0.13 0.00 0.01 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 56 427 108 208 76 190 174 28 154 149 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1810 1764 1810 1849 1810 1900 1644 1810 1900 1788 Queue Service Time ( g s ), s 0.9 9.9 1.7 3.7 1.5 3.9 4.2 0.6 3.3 3.4 Cycle Queue Clearance Time ( g c ), s 0.9 9.9 1.7 3.7 1.5 3.9 4.2 0.6 3.3 3.4 Green Ratio ( g/C )0.37 0.29 0.40 0.33 0.24 0.20 0.20 0.20 0.15 0.15 Capacity ( c ), veh/h 531 522 421 607 402 375 324 297 292 275 Volume-to-Capacity Ratio ( X )0.105 0.818 0.257 0.343 0.189 0.507 0.536 0.094 0.527 0.542 Back of Queue ( Q ), ft/ln ( 50 th percentile)6.7 81.8 12.3 30.4 12.4 36.2 33.5 4.8 31.3 30.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.3 3.3 0.5 1.2 0.5 1.4 1.3 0.2 1.3 1.2 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 9.3 14.4 9.7 11.2 13.4 15.7 15.8 14.7 17.1 17.2 Incremental Delay ( d 2 ), s/veh 0.0 1.2 0.1 0.1 0.1 0.3 0.4 0.1 0.5 0.6 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 9.4 15.6 9.8 11.3 13.5 16.1 16.3 14.7 17.7 17.8 Level of Service (LOS)A B A B B B B B B B Approach Delay, s/veh / LOS 14.9 B 10.8 B 15.7 B 17.5 B Intersection Delay, s/veh / LOS 14.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.90 B 1.91 B Bicycle LOS Score / LOS 1.28 A 1.01 A 0.84 A 0.76 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 5/10/2021 3:16:35 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Durston Road File Name CottonBabcockPM.xus Project Description Town & Country Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 40 248 132 112 164 44 176 292 96 8 232 52 Signal Information Green Yellow Red 0.6 1.2 6.7 2.4 2.2 11.9 3.0 3.0 3.0 3.0 0.0 3.0 1.0 1.0 1.0 1.0 0.0 1.0 Cycle, s 44.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 6.4 15.9 8.6 18.0 9.8 15.9 4.6 10.7 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 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.7 11.0 3.9 6.0 5.9 6.7 2.2 5.3 Green Extension Time ( g e ), s 0.0 0.8 0.2 0.8 0.4 1.2 0.0 1.4 Phase Call Probability 0.40 1.00 0.76 1.00 0.92 1.00 0.10 1.00 Max Out Probability 0.00 0.00 0.00 0.13 0.00 0.01 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 40 380 112 208 202 230 216 8 144 140 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1810 1788 1810 1830 1810 1900 1740 1810 1900 1781 Queue Service Time ( g s ), s 0.7 9.0 1.9 4.0 3.9 4.6 4.7 0.2 3.2 3.3 Cycle Queue Clearance Time ( g c ), s 0.7 9.0 1.9 4.0 3.9 4.6 4.7 0.2 3.2 3.3 Green Ratio ( g/C )0.32 0.26 0.37 0.31 0.32 0.27 0.27 0.16 0.15 0.15 Capacity ( c ), veh/h 478 474 415 573 481 505 463 300 284 266 Volume-to-Capacity Ratio ( X )0.084 0.801 0.270 0.363 0.420 0.455 0.466 0.027 0.508 0.525 Back of Queue ( Q ), ft/ln ( 50 th percentile)5.6 77.9 14.6 32.9 31 40.7 38.4 1.5 30.6 29.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.2 3.1 0.6 1.3 1.2 1.6 1.5 0.1 1.2 1.2 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 10.9 15.5 10.6 12.1 12.0 13.9 13.9 16.0 17.7 17.8 Incremental Delay ( d 2 ), s/veh 0.0 1.2 0.1 0.1 0.2 0.2 0.2 0.0 0.5 0.6 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 10.9 16.7 10.7 12.2 12.2 14.1 14.1 16.0 18.2 18.4 Level of Service (LOS)B B B B B B B B B B Approach Delay, s/veh / LOS 16.2 B 11.7 B 13.5 B 18.2 B Intersection Delay, s/veh / LOS 14.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.25 B 1.90 B 1.91 B Bicycle LOS Score / LOS 1.18 A 1.02 A 0.95 A 0.73 A Copyright © 2021 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 5/10/2021 3:24:21 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Babcock Street File Name CottonBabcockAMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 32 25 13 68 5 64 9 344 16 110 458 36 Signal Information Green Yellow Red 0.5 3.0 5.5 1.5 1.2 4.3 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 31.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 5.5 8.3 6.7 9.5 4.5 9.5 7.5 12.5 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 3.1 3.3 3.1 3.3 3.1 3.0 3.1 3.0 Queue Clearance Time ( g s ), s 2.5 2.6 3.0 3.2 2.1 4.8 3.3 5.2 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 0.4 0.2 0.4 Phase Call Probability 0.25 0.71 0.45 0.79 0.08 1.00 0.58 1.00 Max Out Probability 0.07 0.86 1.00 1.00 0.00 0.25 0.00 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 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 32 38 68 69 9 181 179 99 224 220 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1776 1795 1615 1795 1885 1855 1795 1885 1837 Queue Service Time ( g s ), s 0.5 0.6 1.0 1.2 0.1 2.8 2.8 1.3 3.2 3.2 Cycle Queue Clearance Time ( g c ), s 0.5 0.6 1.0 1.2 0.1 2.8 2.8 1.3 3.2 3.2 Green Ratio ( g/C )0.18 0.13 0.22 0.17 0.19 0.17 0.17 0.31 0.27 0.27 Capacity ( c ), veh/h 407 237 537 278 351 322 317 507 502 489 Volume-to-Capacity Ratio ( X )0.079 0.160 0.127 0.248 0.026 0.562 0.566 0.195 0.446 0.449 Back of Queue ( Q ), ft/ln ( 50 th percentile)3.5 4.7 6.9 8 1 22.8 22.5 7.9 22.4 21.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.1 0.2 0.3 0.3 0.0 0.9 0.9 0.3 0.9 0.9 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 11.0 12.3 10.1 11.4 10.7 12.2 12.2 8.2 9.8 9.8 Incremental Delay ( d 2 ), s/veh 0.0 0.1 0.0 0.2 0.0 0.6 0.6 0.1 0.2 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 0.0 0.0 Control Delay ( d ), s/veh 11.0 12.4 10.2 11.6 10.7 12.7 12.8 8.3 10.0 10.0 Level of Service (LOS)B B B B B B B A A A Approach Delay, s/veh / LOS 11.8 B 10.9 B 12.7 B 9.7 A Intersection Delay, s/veh / LOS 10.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.25 B 1.89 B 1.88 B Bicycle LOS Score / LOS 0.60 A 0.71 A 0.79 A 0.99 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 12/14/2020 10:11:33 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Cottonwood Road Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Babcock Street File Name CottonBabcockPMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 48 29 16 39 49 150 69 546 48 115 355 64 Signal Information Green Yellow Red 3.0 1.0 7.9 1.9 0.4 5.8 3.0 0.0 3.0 3.0 0.0 3.0 1.0 0.0 1.0 1.0 0.0 1.0 Cycle, s 35.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 3 8 5 2 1 6 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 6.3 10.1 5.9 9.8 7.0 11.9 8.0 12.9 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 3.1 3.3 3.1 3.3 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.8 2.8 2.6 6.1 3.0 7.3 3.5 5.3 Green Extension Time ( g e ), s 0.0 0.2 0.0 0.0 0.1 0.6 0.2 0.5 Phase Call Probability 0.38 0.95 0.32 0.94 0.50 1.00 0.66 1.00 Max Out Probability 0.15 1.00 0.64 1.00 0.00 0.81 0.00 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 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 48 45 39 199 69 301 293 107 199 192 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1772 1795 1660 1795 1885 1831 1795 1885 1785 Queue Service Time ( g s ), s 0.8 0.8 0.6 4.1 1.0 5.3 5.3 1.5 3.2 3.3 Cycle Queue Clearance Time ( g c ), s 0.8 0.8 0.6 4.1 1.0 5.3 5.3 1.5 3.2 3.3 Green Ratio ( g/C )0.22 0.17 0.21 0.16 0.30 0.22 0.22 0.33 0.25 0.25 Capacity ( c ), veh/h 370 302 426 267 451 416 404 458 466 441 Volume-to-Capacity Ratio ( X )0.130 0.149 0.092 0.747 0.153 0.723 0.726 0.235 0.427 0.436 Back of Queue ( Q ), ft/ln ( 50 th percentile)5.9 6.2 4.8 46.6 7 46.2 45 10.5 25.3 24.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.2 0.2 0.2 1.8 0.3 1.8 1.8 0.4 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 11.4 12.7 11.4 14.4 9.3 13.0 13.0 9.0 11.4 11.4 Incremental Delay ( d 2 ), s/veh 0.1 0.1 0.0 8.9 0.1 1.3 1.4 0.1 0.2 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 0.0 0.0 Control Delay ( d ), s/veh 11.4 12.8 11.5 23.3 9.4 14.3 14.5 9.1 11.6 11.6 Level of Service (LOS)B B B C A B B A B B Approach Delay, s/veh / LOS 12.1 B 21.4 C 13.9 B 11.1 B Intersection Delay, s/veh / LOS 14.0 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.26 B 1.89 B 1.89 B Bicycle LOS Score / LOS 0.64 A 0.88 A 1.03 A 0.93 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 12/14/2020 10:12:52 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffineAMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 239 1017 80 72 795 94 80 179 80 180 156 164 Signal Information Green Yellow Red 5.8 3.3 85.9 7.3 5.6 13.2 4.0 0.0 4.0 3.0 3.0 3.0 0.0 0.0 1.0 0.0 0.0 1.0 Cycle, s 140.0 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 13.1 94.2 9.8 90.9 10.3 17.2 18.9 25.7 Change Period, ( Y+R c ), s 4.0 5.0 4.0 5.0 3.0 4.0 3.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 3.0 0.0 3.0 3.1 3.0 3.1 Queue Clearance Time ( g s ), s 8.7 4.4 7.6 12.2 15.8 15.5 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 0.1 1.0 0.0 1.0 Phase Call Probability 1.00 0.97 0.96 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.00 0.00 1.00 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 239 556 541 86 543 523 80 133 126 180 156 164 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1836 1795 1885 1815 1795 1885 1692 1795 1885 1598 Queue Service Time ( g s ), s 6.7 21.2 21.2 2.4 23.5 23.7 5.6 9.6 10.2 13.8 10.7 13.5 Cycle Queue Clearance Time ( g c ), s 6.7 21.2 21.2 2.4 23.5 23.7 5.6 9.6 10.2 13.8 10.7 13.5 Green Ratio ( g/C )0.69 0.64 0.64 0.65 0.61 0.61 0.15 0.09 0.09 0.11 0.16 0.16 Capacity ( c ), veh/h 405 1201 1170 370 1156 1113 225 177 159 203 293 248 Volume-to-Capacity Ratio ( X )0.590 0.463 0.463 0.233 0.469 0.470 0.355 0.749 0.792 0.885 0.533 0.661 Back of Queue ( Q ), ft/ln ( 50 th percentile)61 220.8 213.7 23 258.5 249.3 63.1 116.9 111.6 197.9 126.6 136.8 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.4 8.8 8.5 0.9 10.3 10.0 2.5 4.6 4.5 7.9 5.0 5.4 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 11.9 13.1 13.1 10.6 16.6 16.7 53.5 61.8 62.1 61.2 54.5 55.7 Incremental Delay ( d 2 ), s/veh 0.5 1.3 1.3 0.1 1.2 1.3 0.4 2.4 3.3 29.5 0.6 1.1 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 12.4 14.4 14.4 10.7 17.8 18.0 53.8 64.2 65.4 90.7 55.0 56.8 Level of Service (LOS)B B B B B B D E E F E E Approach Delay, s/veh / LOS 14.0 B 17.3 B 62.2 E 68.4 E Intersection Delay, s/veh / LOS 28.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.08 B 2.25 B 2.32 B 2.31 B Bicycle LOS Score / LOS 1.59 B 1.28 A 0.77 A 1.31 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 12/14/2020 10:15:25 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffinePMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 256 1333 144 149 1179 172 164 237 72 140 171 207 Signal Information Green Yellow Red 7.0 3.2 81.8 11.0 1.9 19.0 4.0 0.0 4.0 3.0 0.0 3.0 0.0 0.0 1.0 0.0 0.0 1.0 Cycle, s 140.0 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 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 2.0 3.0 Phase Duration, s 14.2 90.1 11.0 86.8 14.0 23.0 15.9 24.9 Change Period, ( Y+R c ), s 4.0 5.0 4.0 5.0 3.0 4.0 3.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 3.0 0.0 3.0 3.1 3.0 3.1 Queue Clearance Time ( g s ), s 9.8 6.8 13.0 13.5 12.7 19.7 Green Extension Time ( g e ), s 0.4 0.0 0.2 0.0 0.0 1.2 0.2 1.2 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 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 256 748 729 149 688 662 164 158 151 140 171 207 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1820 1795 1885 1801 1795 1885 1736 1795 1885 1598 Queue Service Time ( g s ), s 7.8 36.1 36.7 4.8 31.1 32.4 11.0 11.1 11.5 10.7 11.9 17.7 Cycle Queue Clearance Time ( g c ), s 7.8 36.1 36.7 4.8 31.1 32.4 11.0 11.1 11.5 10.7 11.9 17.7 Green Ratio ( g/C )0.67 0.61 0.61 0.63 0.58 0.58 0.21 0.14 0.14 0.09 0.15 0.15 Capacity ( c ), veh/h 326 1145 1106 260 1102 1053 254 256 236 166 282 239 Volume-to-Capacity Ratio ( X )0.785 0.653 0.659 0.572 0.625 0.629 0.645 0.616 0.640 0.845 0.606 0.866 Back of Queue ( Q ), ft/ln ( 50 th percentile)104.3 389.3 379.6 42.8 314.1 318.6 130.2 132 126.1 126.5 141.4 183 Back of Queue ( Q ), veh/ln ( 50 th percentile)4.1 15.4 15.2 1.7 12.5 12.7 5.2 5.2 5.0 5.0 5.6 7.3 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 19.9 17.9 18.0 17.1 16.4 17.5 48.2 57.0 57.2 62.6 55.7 58.2 Incremental Delay ( d 2 ), s/veh 1.6 2.9 3.1 0.5 1.9 2.0 4.3 0.9 1.1 4.5 0.8 3.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 21.5 20.8 21.1 17.6 18.3 19.5 52.5 57.9 58.3 67.0 56.5 61.8 Level of Service (LOS)C C C B B B D E E E E E Approach Delay, s/veh / LOS 21.0 C 18.8 B 56.2 E 61.5 E Intersection Delay, s/veh / LOS 29.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.08 B 2.26 B 2.32 B 2.31 B Bicycle LOS Score / LOS 1.92 B 1.73 B 0.88 A 1.34 A Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 12/14/2020 10:16:53 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Ferguson Road File Name HuffineAMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 144 942 925 136 395 227 Signal Information Green Yellow Red 6.0 94.0 26.0 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 Cycle, s 140.0 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 6 4 Case Number 1.0 4.0 7.3 9.0 Phase Duration, s 11.0 110.0 99.0 30.0 Change Period, ( Y+R c ), s 5.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 0.0 3.1 Queue Clearance Time ( g s ), s 5.9 28.0 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 0.00 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 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 169 1108 925 136 395 227 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1795 1795 1598 1795 1598 Queue Service Time ( g s ), s 3.9 12.6 16.0 4.3 26.0 18.9 Cycle Queue Clearance Time ( g c ), s 3.9 12.6 16.0 4.3 26.0 18.9 Green Ratio ( g/C )0.73 0.75 0.67 0.67 0.19 0.19 Capacity ( c ), veh/h 468 2692 2409 1072 333 297 Volume-to-Capacity Ratio ( X )0.362 0.411 0.384 0.127 1.185 0.765 Back of Queue ( Q ), ft/ln ( 50 th percentile)33.8 92 148.6 36.3 545.2 208.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.3 3.7 5.9 1.4 21.6 8.3 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 7.4 4.6 10.2 8.3 57.0 54.1 Incremental Delay ( d 2 ), s/veh 0.1 0.4 0.5 0.2 109.4 10.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 7.6 5.0 10.7 8.5 166.4 64.3 Level of Service (LOS)A A B A F E Approach Delay, s/veh / LOS 5.4 A 10.4 B 0.0 129.1 F Intersection Delay, s/veh / LOS 33.2 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.66 A 1.88 B 2.33 B 2.33 B Bicycle LOS Score / LOS 1.38 A 1.36 A F Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 12/14/2020 10:15:25 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Oct 20, 2020 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Future 2022 Analysis Period 1> 7:00 Intersection Ferguson Road File Name HuffinePMwith.xus Project Description T&C + FF2 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 173 1271 1331 350 529 168 Signal Information Green Yellow Red 9.0 73.6 43.5 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 Cycle, s 140.0 Reference Phase 2 Offset, s 56 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 6 4 Case Number 1.0 4.0 7.3 9.0 Phase Duration, s 14.0 92.5 78.6 47.5 Change Period, ( Y+R c ), s 5.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.0 0.0 0.0 3.1 Queue Clearance Time ( g s ), s 8.8 42.3 Green Extension Time ( g e ), s 0.2 0.0 0.0 1.1 Phase Call Probability 1.00 1.00 Max Out Probability 0.02 0.04 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 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 185 1360 1331 350 529 168 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1795 1795 1598 1795 1598 Queue Service Time ( g s ), s 6.8 23.5 39.2 18.6 40.3 11.3 Cycle Queue Clearance Time ( g c ), s 6.8 23.5 39.2 18.6 40.3 11.3 Green Ratio ( g/C )0.60 0.63 0.53 0.53 0.31 0.31 Capacity ( c ), veh/h 269 2245 1886 839 557 496 Volume-to-Capacity Ratio ( X )0.689 0.606 0.706 0.417 0.949 0.339 Back of Queue ( Q ), ft/ln ( 50 th percentile)58.7 165.2 412.2 177.3 517.5 110.5 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.3 6.6 16.4 7.0 20.5 4.4 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 20.5 9.1 25.1 20.2 47.2 37.2 Incremental Delay ( d 2 ), s/veh 1.3 0.8 2.3 1.5 20.0 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 21.8 9.9 27.3 21.7 67.2 37.4 Level of Service (LOS)C A C C E D Approach Delay, s/veh / LOS 11.3 B 26.1 C 0.0 60.0 E Intersection Delay, s/veh / LOS 26.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.69 A 1.91 B 2.33 B 2.33 B Bicycle LOS Score / LOS 1.68 B 1.87 B F Copyright © 2020 University of Florida, All Rights Reserved. HCS™ Streets Version 7.8.5 Generated: 12/14/2020 10:16:53 AM