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HomeMy WebLinkAbout021 - Appendix I - Traffic Impact Study Ferguson Farm II Development Traffic Impact Study 2021 Update Bozeman, Montana Prepared For: Delaney and Company, Inc. 101 East Main Street Bozeman, Montana 59715 September, 2021 130 South Howie Street Helena, Montana 59601 406-459-1443 Ferguson Farm II TIS 2021 Update 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 ...........................................................................................5 Level of Service .....................................................................................6 D. Proposed Development ..............................................................................7 E. Trip Generation and Assignment .............................................................. 10 F. Trip Distribution ........................................................................................ 12 G. Traffic Impacts Outside of the Development ............................................. 12 H. Long Range Traffic Projections ................................................................ 14 I. Impact Summary & Recommendations .................................................... 15 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................9 Figure 3– Trip Distribution .......................................................................................10 Figure 4– Recommended Roadway Improvements ................................................17 List of Tables Table 1 – Historic Traffic Data .................................................................................4 Table 2 – Existing Level of Service Summary .........................................................6 Table 3 – Trip Generation Rates .............................................................................10 Table 4 – Projected LOS Summary with Development ...........................................14 Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 1 September, 2021 Traffic Impact Study 2021 Update Ferguson Farm II Bozeman, Montana A. EXECUTIVE SUMMARY 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, hotel/lodging, and commercial mixed-use opportunities and could produce up to 17,341 vehicle trips per day in this area. However, many of these trips will be internal from the surrounding area. The project will include angle parking on the internal roads with intersection and mid-block bulb-out to promote pedestrian activity and safety. As proposed, the Ferguson Farm II project and the other planned developments in this area may impact traffic conditions along the southern portion of Ferguson Avenue. 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. 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 Ferguson Farm II subdivision would also benefit from a right-turn deceleration lane at Resort Drive or Brookfield Avenue. It would be desirable to meet with MDT and the City of Bozeman to develop a plan for creating right-turn deceleration lanes in this area to meet the overall development goals of this area of Bozeman. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from the development of Ferguson Farm II, a proposed 31-acre commercial development along the western edge of Bozeman, Montana. The site is located just north of Huffine Lane (U.S. Hwy 191) between Resort Drive and Ferguson Avenue. The developers propose to develop the property into a commercial and retail center. 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 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 Babcock Street, Fallon Street, and Huffine Lane as well as the approaches onto Fallon Street, Resort Drive, and Ferguson Avenue. C. EXISTING CONDITIONS The proposed development property currently consists of a 31-acre parcel of undeveloped land located north of Huffine Lane and bounded by Resort Drive, Ferguson Avenue, and Fallon Street Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 2 September, 2021 just east of the Ferguson Farm I development which is nearing completion. Huffine Lane (US 191), is the primary connection between Bozeman and Four Corners. Huffine Lane, Ferguson Avenue, and Cottonwood Road are included on the Bozeman “Major Street Network”. 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 (Hwy 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 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 Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 3 September, 2021 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 intersections of Ferguson Avenue with Huffine Lane and Babcock Street are currently signalized. 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 the 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 and Ferguson Avenue. 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 Ferguson Avenue. West of Cottonwood Road, Babcock 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. Valley Commons Drive is an east/west route located between Huffine Lane and Fallon Street and provides access to commercial developments between these two streets. East of Ferguson Avenue Valley Commons Drive provides access to commercial and office building including the Bozeman Ranger District Headquarters, the Casey Corner gas station and Big Sky Western Bank. The intersection of Valley Commons Drive with Ferguson Avenue is controlled with a STOP sign. A section of Valley Commons Drive has also been constructed within the Ferguson Farm I development to the west. Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 4 September, 2021 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 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. Traffic data for the intersection of Ferguson Avenue and Babcock Street was obtained from traffic counts collected for the Icon Apartments Traffic Impact Study. 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. 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 31,931 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 Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 5 September, 2021 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. 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 200 units occupied (60%). 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 Town & Country Grocery Store is currently planned for construction south of Fallon Street in the Ferguson Farms I 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 I development. Construction on the project would likely be completed in 2022. According to the ITE trip generation rates, at full build-out the grocery store will produce 146 AM peak hour trips, 354 PM peak hour trips, and 4,090 daily trips. Traffic data from this project was used in the traffic analysis for the Ferguson Farm II project. 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 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 Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 6 September, 2021 Street and has stops in both directions at Resort Drive. The Yellow Line of the bus passes just to the east of the Ferguson Farm II project on Ferguson Avenue. These two routes will provide multi-modal opportunities to the planned developments in this area. 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 the generated traffic from the Ferguson Farm II project 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. Table 2 – Existing Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Cottonwood & Babcock 10.6 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 & Babcock 11.5 B 12.6 B 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. 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. Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 7 September, 2021 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. D. PROPOSED DEVELOPMENT The Ferguson Farm II subdivision would be developed into a mixed-use retail and commercial center. The site will include a variety of retail areas to include offices, hotels, shops, restaurants, and banks. The development would have direct accesses onto Resort Drive to the west, Fallon Street to the north, and Huffine Lane to the south. Ferguson Avenue to the east would be constructed as a right-in/out only intersection. Parking necessary to serve this site is to be provided via onsite or shared (joint use) parking lots. The development is expected to build-out over the next ten years with full development by 2030. The current site-plan for Ferguson Farm II subdivision is shown in Figure 2. Most of the roadways surrounding the proposed development are already constructed. The developers propose to build the remaining roads within the proposed development to an urban standard with curb and gutter and integrated pedestrian facilities. All roads within the development would be publically owned and privately maintained at no cost to the City of Bozeman. The main roads which will be affected by this project are Huffine Lane (principal arterial), Ferguson Avenue (collector), Fallon Street (local), Resort Drive (local), and Valley Commons Drive (local). The intersection of Resort Drive and Huffine Lane currently has a channelized right-turn lane to restrict vehicles to right-out only movements onto Huffine Lane. Right- and left-turning movements are currently allowed into Resort Drive. Huffine Lane also has a designated left-turn deceleration lane at this location. No changes are planned at this intersection from this development. The proposed development would include a new right-in/out only intersection with Huffine Lane at Brookfield Avenue located between Resort Drive and Ferguson Avenue near the intersection of Huffine Lane and Teakwood Drive. This approach would serve as a primary access to the site from Huffine Lane for westbound traffic. This new approach onto Huffine Lane has been discussed with MDT and has received preliminary approval for a right in/out movements only pending the results of the traffic impact study for the project. The developers will also extend Valley Commons Drive from Ferguson Avenue to Resort Drive through the project site. The approach at the intersection of Ferguson Avenue and Valley Commons will be a right-in/out only intersection with Ferguson Avenue. The approach at the intersection of Valley Commons and Resort Drive will be a STOP Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 8 September, 2021 controlled intersection and will also serve as the primary entrance for eastbound traffic from Huffine Lane. The developer also suggests the installation of four-way STOP controls at the intersections of Fallon Street with Resort Drive and the intersection of Resort Drive and Valley Commons Drive and development a pedestrian crosswalk at the intersection of Resort Drive and Field Street. The developers plan to include a variety of angle parking spaces along Valley Commons Drive and Brookfield Avenue with intersection and mid-block bulb-outs to encourage pedestrian activity in the area. The angle parking and pedestrian bulb-outs should effectively reduce vehicle travel speeds through the development by creating traffic calming features on these low traffic-volume roadways. Angle parking can be an effective parking feature in high-density commercial and retail areas. There are a variety of examples of the use of angle parking in urban areas within Montana. South Park Avenue in Helena is a minor arterial roadway within the downtown area and is adjacent to a variety of shopping areas, parks, offices, and a library. The area has a significant amount a pedestrian traffic. Currently, Park Avenue has angle parking on one side of the roadway and carries over 3,000 vehicles per day over a distance of 1,500 feet. The angle parking in this area is effective and does not cause significant amounts of roadway congestion. Main Street in Ennis MT (Highway 287) flows through the urban center of the community with a variety of shops and retails areas. This portion of Main Street has angle parking on both sides of the roadway for a distance of 1,300 feet and carries 3,000-4,000 VPD. Central Avenue in downtown Whitefish also has on-street angle parking for five blocks within the downtown area (1,700 feet). This road provides access to many of the downtown retail and commercial areas within Whitefish. Central Avenue does not carry large amounts of traffic (1,000-2,000 vehicles per day), but has high levels of pedestrian traffic. The road is crossed by Highway 93 in the middle of Downtown Whitefish which carries over 10,000 vehicles per day. The road sections proposed for angle parking in the Ferguson Farm II project are Valley Commons Drive and Brookfield Avenue, which are designated local routes. The roads will have primarily commercial and retail land uses adjacent to the roadways. While Park Avenue in Helena and Main Street in Ennis are major routes with significant levels of through traffic, the roads within the Ferguson Farm project are local routes and have major east/west and north/south roadways adjacent to the project. The level of through traffic on these roads will be minimal. Total daily traffic volumes on these routes will likely be 1,000-2,000 vehicles per day. In this application, on-street angle parking will be effective in reducing vehicle speeds on the roads, creating a more pedestrian friendly environment. Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 9 September, 2021 Figure 2 – Proposed Development Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 10 September, 2021 E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the 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. At full development the Ferguson Farm II development would produce 1,043 AM peak hour trips, 1,609 PM peak hour trips, and 17,341 daily trips. The trip generation rates and totals are shown in Table 3. 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 Hotel #310 440 Rooms 0.47 207 0.60 264 8.36 3,678 Office Park #750 246 KSF 1.49 367 1.33 327 11.07 2,725 Shopping Center #820 88.3 KSF 0.94 83 3.81 336 37.75 3,326 Sit-Down Restaurant #931 47.4 KSF 0.73 35 7.8 370 83.94 3,979 Medical Clinic #630 95.2 KSF 3.69 351 3.28 312 38.16 3,633 Total 1,043 1,609 17,341 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 new elementary school. 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. Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 11 September, 2021 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 a major roadway 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%. The Internal Capture was review was performed using NCHRP Report 684 and the recommended rates. If the review takes into the Ferguson Farm II project alone we calculated a rate of 17% internal capture. However, reviewing the narratives in the report we did not feel like the 17% rate accurately accounted for the IC that would occur from the other directly adjacent commercial and residential areas and increased the rate 30% with the understanding that IC in this case will be difficult to anticipate and could be dependent on daily environmental factors. 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 can be discounted from the through traffic on the adjacent roadways but must be included making the appropriate turning maneuvers at intersections. Projected pass-by trips were calculated using the information from the ITE Trip Generation Manual for restaurants #931 (44%) and shopping center #820 (30%). Pass-by for retail, office, and hotel land uses in this case will be relatively small and was ignored. ATS then applied the total calculated pass-by to the overall generation for the project to get a total rate of 17% pass-by for the project. The calculations for the side street impacts were done using the ITE procedures where the intersection turning volumes were calculated for entrances and exits but the Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 12 September, 2021 appropriate numbers of pass-by trip were removed from the though traffic on the major adjacent roadways. 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 Ferguson Farm II development and the rest of the developments in this area will have an 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 Huffine Lane 35% Babcock Street 25% 10% Ferguson Farm II Icon Apt. Ferguson Farm I 5% 5% 15% 15% Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 13 September, 2021 this area including the 2019 Ferguson Farm II TIS and the Icon Apartments TIS. 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 Ferguson Farm II and 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. Traffic volumes on Ferguson Avenue at Fallon Street and Valley Commons Drive will increase and cause congestion issues at these locations. Although most of the traffic utilizing the Ferguson Farm II development will be from Huffine Lane, some traffic from the development will utilize these intersections, primarily when exiting the site. Correcting the LOS deficiencies at these locations to LOS C may not be practical. The intersection of Ferguson Avenue and Valley Commons Drive is too close to Huffine Lane for the installation of a higher form of traffic control. A traffic signal or roundabout this location would likely interfere with the operations of the existing traffic signal at Huffine Lane and would not likely be allowed by MDT. 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. Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 14 September, 2021 This mitigation measure would have the smallest amount of impact on the adjacent property owners and would not impact the adjacent intersections. ATS also reviewed the projected intersection volumes to determine if any additional right-turn deceleration lanes may be needed with the development of Ferguson Farm II. It is possible that Resort Drive or Brookfield Avenue may warrant the installation of a right-turn lane for westbound traffic on Huffine Lane. There may not be sufficient length to construct three separate right-turn deceleration lanes along Huffine Lane in this area (Resort Drive, Brookfield Avenue, and Ferguson Avenue). It would be desirable to meet with the City of Bozeman and MDT to discuss the future build-out plans in this area and develop a configuration for the turn-lanes in this area based on the long-term development plans for this part of Bozeman. Table 4 –Projected Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Cottonwood & Babcock 11.0 B 14.0 B Cottonwood & Fallon* 20.6/38.4 C/E 20.6/141.1 C/F Cottonwood & Huffine 28.1 C 29.1 C Resort & Babcock* 9.5 A 12.5 B Resort & Fallon* 11.3/13.4 B/B 20.2/22.2 C/C Resort & Huffine* 12.7 B 17.8 C Ferguson & Babcock 12.2 B 14.6 B Ferguson & Fallon* 20.0/26.0 C/D 49.9/44.9 E/E Ferguson & Valley Commons* 13.1/23.7 B/C 15.4/125.5 C/F Ferguson & Huffine 20.4 C 30.7 C Ferguson Farm & Resort App.* 12.0/10.6 B/B 12.7/11.1 B/B Ferguson Farm & Fallon App.* 13.1/23.7 B/C 13.9/11.6 B/B Brookfield Ave & Huffine 13.4 B 17.6 C * 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 Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 15 September, 2021 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 exits onto Huffine Lane from Resort Drive and Brookfield Avenue 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 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 Ferguson Farm II project and the other planned developments in this area may impact traffic conditions along the southern portion of Ferguson Avenue. 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. The intersection of Cottonwood Road and Fallon Street may fall below LOS C with the additional traffic from the projects in this area. However, the Ferguson Farm II project will have limited short- or long-term impacts on the overall operations of the intersection of Fallon Street at Cottonwood Road compared to the other ongoing developments in this area such as the Icon Apartments and the Town and Country Food Store. The Ferguson Farm II subdivision would also benefit from a right-turn deceleration lane at Resort Drive or Brookfield Avenue. It would be desirable to meet with MDT and the City of Bozeman to develop a plan for creating right-turn deceleration lanes in this area to meet the overall development goals of this area of Bozeman. The 2017 Bozeman Transportation Master Plan (BTMP) projects traffic volumes on Ferguson Avenue may carry less traffic by 2040 due to the development of alternative routes through this area even with the completion of the Ferguson Farm II development. The minor traffic impacts at the intersection of Ferguson Road and Fallon Street would be offset if the recommended intersection improvements are implemented. The improvements will enhance vehicular safety and help reduce wait times at the intersection. To enhance pedestrian safety between the Ferguson Farm I and Ferguson Farm II developments, the Icon Apartments, the planned Town and Country Food Store, and the Ridge Athletic Club area, Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 16 September, 2021 the developers propose to install four-way STOP controls with pedestrian crosswalks at the intersection of Resort Drive and Fallon Street and the intersection of Resort Drive and Valley Commons Drive. The development of a pedestrian crosswalk may also be beneficial at the intersection of Resort Drive and Field Street. In order to enhance safety and encourage pedestrian mobility within this area we recommend the following improvements with the Ferguson Farm II development (see Figure 4). 1. Develop a deceleration lane into the Ferguson Farm II development from Huffine Lane at Brookfield Avenue and/or also Resort Drive to enhance the primary vehicular approaches into the Ferguson Farm developments. 2. The developer will financially ensure the installation of left-turn lanes for northbound and southbound traffic at the intersection of Ferguson Lane and Fallon Street when needed. 3. The developer will financially ensure the installation of a separated right-turn lane on Fallon Street at the Ferguson Avenue intersection for eastbound vehicles to facilitate traffic flow towards Huffine Lane. 4. The developers also propose to add two four-way STOPS to promote pedestrian movement between the developments in this area. This includes the intersections Resort Drive and Fallon Street and the intersection of Resort Drive and Valley Commons Drive. Ferguson Farm II TIS 2021 Update Bozeman, Montana Abelin Traffic Services 17 September, 2021 Figure 4 - Recommended Roadway Improvements 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 : 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 Ferguson Farm II Traffic Model Existing AM Cottonwood Ferguson Peak Hour (15 Min x 4)11.5 B 36 48 11 26 444 4 Resort 92 359 50 Babcock 52 68 28 51 34 32 4 60 4 17 13 24 328 4 16 82 151 8 16 40 43 16 8 4 28 4 56 8 4 432 8 28 80 0 0 468 16 Fallon 68 56 8 4 40 0 20 12 4 44 12 4 28 0 8 60 24 352 84 12 0 0 24 220 68 44 4 8 0 0 64 4 0 0 0 0 0 512 8 0 0 52 20 0 0 0 268 0 0 64 0 0 128 92 148 792 20 0 220 124 Huffine 172 72 16 984 0 1004 292 784 212 80 12 0 144 936 164 1104 1104 960 80 80 Ferguson Farm II Traffic Model Existing PM Cottonwood Ferguson Peak Hour (15 Min x 4)12.6 B 64 108 18 56 336 48 Resort 164 252 94 Babcock 48 36 16 41 35 48 52 164 20 23 49 28 492 12 68 81 306 8 48 32 60 8 56 12 36 8 84 20 28 392 24 12 80 0 0 312 44 Fallon 48 44 4 20 64 0 12 20 16 84 76 16 40 0 20 64 4 480 84 32 0 0 20 496 68 56 8 40 0 0 100 8 0 0 0 0 0 380 52 0 0 24 80 0 0 0 484 0 0 40 0 0 164 164 148 1076 16 0 140 312 Huffine 136 148 44 1296 0 1312 240 1172 208 164 20 0 172 1248 216 1464 1464 1292 144 72 Ferguson Farm II Traffic Model Town & Country Cottonwood Ferguson AM Site Generated Traffic 3 Resort 6 9 Babcock 9 2 2 9 9 1 2 4 9 6 -2 1 0 6 10 1 Fallon 7 9 4 7 1 3 2 -4 2 1 13 1 13 11 11 5 11 12 20 3 4 5 4 1 14 3 Huffine 4 -5 9 11 9 8 6 2 5 -3 -3 -3 Ferguson Farm II Traffic Model Town & Country Cottonwood Ferguson PM Site Generated Traffic 7 Resort 13 19 Babcock 19 5 7 25 25 4 5 13 18 13 -4 4 1 12 21 2 Fallon 14 26 9 22 4 6 5 -8 7 4 40 2 27 33 34 10 34 36 41 6 12 16 10 4 28 6 Huffine 12 -10 18 34 18 16 12 4 11 -10 -10 -10 Ferguson Farm II Traffic Model Icon Apartments Cottonwood Ferguson AM Site Generated Traffic 0 7 1 1 Resort 1 1 1 Babcock 3 0 2 0 1 1 3 1 1 2 4 10 5 4 0 0 0 4 1 7 1 0 1 0 2 9 Fallon 1 30 19 0 0 0 3 4 4 9 4 0 16 1 36 0 6 4 0 32 0 32 9 5 16 2 1 0 5 0 9 Huffine 8 0 2 32 2 4 0 0 0 0 4 4 4 0 0 Ferguson Farm II Traffic Model Icon Apartments Cottonwood Ferguson PM Site Generated Traffic 0 6 5 2 1 Resort 1 2 5 Babcock 11 3 10 0 1 1 5 1 2 3 5 3 4 1 0 0 3 3 18 2 0 1 1 16 34 Fallon 1 16 13 0 0 0 1 4 4 32 1 1 8 8 21 0 29 1 0 17 1 18 32 11 11 8 1 4 11 1 32 Huffine 4 1 1 0 9 17 8 17 0 1 0 0 8 8 8 0 0 Ferguson Farm II Traffic Model Ferguson Farm II Cottonwood Ferguson AM Site Generated Traffic 9 12 Resort 78 7 Babcock 67 7 22 3 9 23 12 67 28 6 6 3 75 38 15 31 22 0 3 45 21 8.33 56 2 Fallon 15 8 25 30 25 50 4 52 6 5 0 20 6 3 1 30 30 50 6 0 15%35% 11 55.5 7 IN 793 IC 555 75 9 15%OUT 250 30%175 10% 45%40%70 25 Pass-By 17% 150 5 10%30% 3 0 30 167 7 0 Huffine 9 -4 17.5 9 63 163 18 120 100 12 -20 -20 -20 IN 501 OUT 142 Ferguson Farm II Traffic Model Ferguson Farm II Cottonwood Ferguson PM Site Generated Traffic 35 10 Resort 67 6 Babcock 58 6 19 11 35 83 44 58 104 21 20 3 65 139 56 116 19 0 9 39 77 7.17 48 2 Fallon 13 28 93 26 22 43 16 193 20 4 0 17 23 11 2 26 26 43 23 0 15%35% 39 47.8 24 IN 683 IC 478 65 34 15%OUT 926 30%648 10% 45%40%259 22 Pass-By 17% 129 17 10%30% 11 96 26 143 26 0 Huffine 34 66 64.8 27 233 140 15 103 86 10 -18 -18 -18 IN 432 OUT 619 Ferguson Farm II Traffic Model Ferguson Farm II Cottonwood Ferguson Total Projected Traffic AM Peak Hour 11.0 B 12.2 B 36 64 9.5 A 11 26 460 5 Resort 93 444 68 Babcock 122 68 47 51 56 32 9 61 16 41 13 25 344 76 63 101 161 13 16 40 43 20.6/38.4 C/E 11.3/13.4 B/B 10.6/10.6 B/B 20.5/26.0 C/D 16 32 14 66 4 56 37 4 430 13 73 109 8 20 524 20 Fallon 90 102 57 8 40 25 20 12 4 44 22 12 28 52 18 72 35 348 123 21 49 3 25 220 68 94 38 19 50 6 107 4 12.0/10.3 B/B 0 11 56 13.1/23.7 B/C 5 7 555 8 75 9 Valley Commons 52 20 12 20 70 280 29 5 64 28.1 C 0 150 Brookfield Avenue 154 94 12.7 B 13.4 B 20.4 C 156 794 69 167 227 136 Huffine 180 72 29 975 18 1024 398 958 242 80 138 0 144 1037 181 1084 1084 940 80 80 Ferguson Farm II Traffic Model Ferguson Farm II Cottonwood Ferguson Total Projected Traffic PM Peak Hour 14.0 B 14.6 B 64 149 12.5 B 23 56 355 49 Resort 165 334 125 Babcock 117 39 52 41 54 48 68 165 60 106 49 29 545 73 203 130 334 16 48 32 60 20.6/141.1 C/F 20.2/22.2 C/C 13.9/11.8 B/B 49.9/44.9 E/E 8 128 33 169 8 84 54 28 388 38 52 186 7 55 360 48 Fallon 75 114 43 29 64 22 12 20 16 84 99 35 40 193 48 102 14 473 116 67 61 11 24 496 68 138 35 73 43 23 151 8 12.7/11.1 B/B 0 39 48 15.4/125.5 C/F 11 24 432 52 65 34 Valley Commons 24 80 36 41 259 522 34 11 40 29.1 C 0 129 Brookfield Avenue 207 172 17.8 C 17.6 C 30.7 C 170 1179 82 143 167 350 Huffine 140 149 91 1352 65 1367 524 1338 257 164 135 0 173 1337 237 1444 1444 1272 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 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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. 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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 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 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 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 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 Ferguson Avenue Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Babcock Street File Name FergusonBabcockAM.xus Project Description Ferguson Farm II Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 17 82 40 34 50 26 13 151 43 51 359 11 Signal Information Green Yellow Red 0.7 2.1 9.1 0.9 0.8 5.3 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 34.9 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 4.9 9.3 5.7 10.1 4.7 13.1 6.8 15.2 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 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.3 4.2 2.5 3.3 2.2 5.1 2.9 9.9 Green Extension Time ( g e ), s 0.0 0.4 0.0 0.4 0.0 1.3 0.1 1.3 Phase Call Probability 0.15 0.88 0.28 0.90 0.12 1.00 0.47 1.00 Max Out Probability 0.27 0.00 0.00 0.00 0.20 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 17 122 34 76 13 194 64 468 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1780 1795 1776 1795 1813 1795 1875 Queue Service Time ( g s ), s 0.3 2.2 0.5 1.3 0.2 3.1 0.9 7.9 Cycle Queue Clearance Time ( g c ), s 0.3 2.2 0.5 1.3 0.2 3.1 0.9 7.9 Green Ratio ( g/C )0.18 0.15 0.20 0.17 0.28 0.26 0.35 0.32 Capacity ( c ), veh/h 364 269 409 309 283 474 563 604 Volume-to-Capacity Ratio ( X )0.047 0.453 0.083 0.246 0.046 0.409 0.114 0.774 Back of Queue ( Q ), ft/ln ( 50 th percentile)2.1 17.8 4.1 10.2 1.3 23 5.5 57.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.1 0.7 0.2 0.4 0.1 0.9 0.2 2.3 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.0 13.6 11.5 12.5 9.9 10.7 7.9 10.7 Incremental Delay ( d 2 ), s/veh 0.0 0.4 0.0 0.2 0.0 0.2 0.0 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 Control Delay ( d ), s/veh 12.1 14.0 11.5 12.6 10.0 10.9 7.9 11.4 Level of Service (LOS)B B B B A B A B Approach Delay, s/veh / LOS 13.8 B 12.3 B 10.9 B 11.0 B Intersection Delay, s/veh / LOS 11.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.90 B 1.90 B 1.89 B 1.88 B Bicycle LOS Score / LOS 0.72 A 0.67 A 0.83 A 1.18 A Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:17:25 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 Ferguson Avenue Analysis Year Existing 2020 Analysis Period 1> 7:00 Intersection Babcock Street File Name FergusonBabcockPM.xus Project Description Ferguson Farm II Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 23 81 32 35 94 56 49 306 60 41 252 18 Signal Information Green Yellow Red 2.5 0.7 11.6 1.3 0.6 5.7 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 38.4 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 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 5.3 9.7 5.9 10.3 6.5 15.6 7.2 16.3 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 2.4 4.2 2.6 5.0 2.7 8.7 3.0 10.6 Green Extension Time ( g e ), s 0.0 0.5 0.0 0.5 0.0 1.6 0.1 1.6 Phase Call Probability 0.22 0.95 0.31 0.96 0.41 1.00 0.53 1.00 Max Out Probability 0.38 0.00 0.00 0.00 0.72 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 23 113 35 150 49 366 70 462 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1794 1795 1766 1795 1831 1795 1863 Queue Service Time ( g s ), s 0.4 2.2 0.6 3.0 0.7 6.7 1.0 8.6 Cycle Queue Clearance Time ( g c ), s 0.4 2.2 0.6 3.0 0.7 6.7 1.0 8.6 Green Ratio ( g/C )0.18 0.15 0.20 0.16 0.37 0.30 0.39 0.32 Capacity ( c ), veh/h 294 267 396 290 350 554 472 599 Volume-to-Capacity Ratio ( X )0.078 0.423 0.088 0.517 0.140 0.660 0.148 0.771 Back of Queue ( Q ), ft/ln ( 50 th percentile)3.4 19 5 25.2 4.8 52.4 6.5 67 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.1 0.8 0.2 1.0 0.2 2.1 0.3 2.7 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 13.3 14.9 12.7 14.7 9.2 11.7 8.2 11.8 Incremental Delay ( d 2 ), s/veh 0.0 0.4 0.0 0.5 0.1 0.5 0.0 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 Control Delay ( d ), s/veh 13.3 15.3 12.7 15.3 9.3 12.2 8.2 12.4 Level of Service (LOS)B B B B A B A B Approach Delay, s/veh / LOS 15.0 B 14.8 B 11.9 B 11.9 B Intersection Delay, s/veh / LOS 12.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.90 B 1.90 B 1.89 B 1.89 B Bicycle LOS Score / LOS 0.71 A 0.79 A 1.17 A 1.00 A Copyright © 2020 University of Florida, All Rights Reserved.HCS™ Streets Version 7.8.5 Generated: 12/14/2020 9:18:05 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 Cottonwood Road Analysis Year Future 2025 Analysis Period 1> 7:00 Intersection Babcock Street File Name CottonBabcockAMwith.xus Project Description Ferguson Farm II 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 16 122 460 36 Signal Information Green Yellow Red 0.5 3.2 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 1 2 3 4 5 6 7 8 Cycle, s 32.2 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 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 7.7 12.7 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 3.3 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 4.9 3.4 5.1 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 0.46 0.79 0.08 1.00 0.62 1.00 Max Out Probability 0.07 0.87 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 9 181 179 107 219 216 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 2.9 1.4 3.1 3.1 Cycle Queue Clearance Time ( g c ), s 0.5 0.6 1.0 1.2 0.1 2.8 2.9 1.4 3.1 3.1 Green Ratio ( g/C )0.18 0.13 0.22 0.17 0.18 0.17 0.17 0.32 0.27 0.27 Capacity ( c ), veh/h 405 236 535 277 357 320 315 514 510 497 Volume-to-Capacity Ratio ( X )0.079 0.161 0.127 0.249 0.025 0.565 0.569 0.208 0.431 0.434 Back of Queue ( Q ), ft/ln ( 50 th percentile)3.5 4.7 7 8.1 1 23.1 22.7 8.4 22 21.4 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 11.1 12.4 10.2 11.5 10.8 12.3 12.3 8.1 9.7 9.7 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 11.1 12.5 10.3 11.7 10.8 12.9 12.9 8.2 9.9 9.9 Level of Service (LOS)B B B B B B B A A A Approach Delay, s/veh / LOS 11.9 B 11.0 B 12.8 B 9.5 A Intersection Delay, s/veh / LOS 11.0 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 1.00 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:05:35 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 Future 2025 Analysis Period 1> 7:00 Intersection Babcock Street File Name CottonBabcockPMwith.xus Project Description Ferguson Farm II 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 49 149 68 545 48 117 355 64 Signal Information Green Yellow Red 3.0 1.0 7.9 1.9 0.4 5.7 3.0 0.0 3.0 3.0 0.0 3.0 1.0 0.0 1.0 1.0 0.0 1.0 1 2 3 4 5 6 7 8 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 9.7 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 2.9 2.6 6.1 3.0 7.3 3.6 5.2 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 0.49 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 39 198 68 300 293 109 198 192 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1595 1795 1660 1795 1885 1831 1795 1885 1785 Queue Service Time ( g s ), s 0.8 0.9 0.6 4.1 1.0 5.3 5.3 1.6 3.2 3.2 Cycle Queue Clearance Time ( g c ), s 0.8 0.9 0.6 4.1 1.0 5.3 5.3 1.6 3.2 3.2 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 370 271 421 266 452 415 403 459 469 444 Volume-to-Capacity Ratio ( X )0.130 0.166 0.093 0.746 0.150 0.723 0.726 0.237 0.423 0.432 Back of Queue ( Q ), ft/ln ( 50 th percentile)5.9 6.2 4.8 46.2 6.9 46.1 44.9 10.5 25.2 24.3 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 12.8 11.4 14.4 9.3 13.0 13.0 9.0 11.3 11.4 Incremental Delay ( d 2 ), s/veh 0.1 0.1 0.0 8.8 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 12.9 11.5 23.2 9.4 14.3 14.4 9.1 11.5 11.6 Level of Service (LOS)B B B C A B B A B B Approach Delay, s/veh / LOS 12.1 B 21.3 C 13.9 B 11.0 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 © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:08:13 PM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood & Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street Cottonwood Time Analyzed PM Peak Hour-Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 35 68 102 13 32 0 44 348 94 0 90 430 16 Percent Heavy Vehicles (%)2 3 3 2 3 3 3 2 3 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.54 6.56 6.96 7.54 6.56 6.96 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)2.22 4.03 3.33 2.22 4.03 3.33 3.52 3.52 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)107 147 44 90 Capacity, c (veh/h)336 249 756 758 v/c Ratio 0.32 0.59 0.06 0.12 95% Queue Length, Q₉₅ (veh)1.3 3.4 0.2 0.4 Control Delay (s/veh)20.6 38.4 10.1 10.4 Level of Service (LOS)C E B B Approach Delay (s/veh)20.6 38.4 0.9 1.7 Approach LOS C E Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:17:00 PMCottonwoodFallonAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Cottonwood & Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street Cottonwood Time Analyzed PM Peak Hour-Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 38 128 0 84 473 138 0 75 388 8 Percent Heavy Vehicles (%)1 1 1 1 1 1 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)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 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)2.22 4.01 3.31 2.22 4.01 3.31 3.52 3.52 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)98 280 84 75 Capacity, c (veh/h)327 247 782 673 v/c Ratio 0.30 1.13 0.11 0.11 95% Queue Length, Q₉₅ (veh)1.2 12.5 0.4 0.4 Control Delay (s/veh)20.6 141.1 10.2 11.0 Level of Service (LOS)C F B B Approach Delay (s/veh)20.6 141.1 1.2 1.8 Approach LOS C F Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:17:58 PMCottonwoodFallonPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort and Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street Resort Dr Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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)22 123 38 8 109 66 12 21 19 57 73 14 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)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 6.52 6.22 7.12 6.52 6.22 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 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 8 52 144 Capacity, c (veh/h)1400 1417 619 573 v/c Ratio 0.02 0.01 0.08 0.25 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.3 1.0 Control Delay (s/veh)7.6 7.6 11.3 13.4 Level of Service (LOS)A A B B Approach Delay (s/veh)1.0 0.4 11.3 13.4 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:24:42 PMFallonResortAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort and Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street Resort Dr Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 35 29 186 169 35 67 73 43 52 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)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 6.52 6.22 7.12 6.52 6.22 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 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)99 29 175 128 Capacity, c (veh/h)1203 1429 407 335 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 20.3 22.2 Level of Service (LOS)A A C C Approach Delay (s/veh)3.7 0.8 20.3 22.2 Approach LOS C C Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:25:05 PMFallonResortPMwith.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 Ferguson Avenue Analysis Year Future 2025 Analysis Period 1> 7:00 Intersection Babcock Street File Name FergusonBabcockAMwith.xus Project Description Ferguson Farm II Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 41 101 40 56 68 26 13 161 43 51 444 11 Signal Information Green Yellow Red 0.8 1.8 10.2 2.1 0.6 5.7 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 37.1 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 6.7 10.2 4.8 14.2 6.6 16.0 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 4.7 2.9 3.7 2.2 5.4 2.8 10.6 Green Extension Time ( g e ), s 0.0 0.4 0.1 0.4 0.0 1.3 0.1 1.3 Phase Call Probability 0.35 0.94 0.44 1.00 0.13 1.00 0.43 1.00 Max Out Probability 0.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 41 141 56 94 13 204 54 478 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1794 1795 1796 1795 1816 1795 1877 Queue Service Time ( g s ), s 0.7 2.7 0.9 1.7 0.2 3.4 0.8 8.6 Cycle Queue Clearance Time ( g c ), s 0.7 2.7 0.9 1.7 0.2 3.4 0.8 8.6 Green Ratio ( g/C )0.21 0.15 0.23 0.17 0.30 0.27 0.35 0.32 Capacity ( c ), veh/h 389 274 426 302 271 499 542 608 Volume-to-Capacity Ratio ( X )0.105 0.514 0.132 0.311 0.048 0.409 0.099 0.786 Back of Queue ( Q ), ft/ln ( 50 th percentile)5.5 22.9 7.2 14.1 1.4 26 5.2 65.6 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.2 0.9 0.3 0.6 0.1 1.0 0.2 2.6 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.0 14.5 11.6 13.6 10.3 11.0 8.4 11.4 Incremental Delay ( d 2 ), s/veh 0.0 0.6 0.1 0.2 0.0 0.2 0.0 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 Control Delay ( d ), s/veh 12.1 15.0 11.7 13.8 10.3 11.2 8.4 12.1 Level of Service (LOS)B B B B B B A B Approach Delay, s/veh / LOS 14.4 B 13.0 B 11.2 B 11.7 B Intersection Delay, s/veh / LOS 12.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.90 B 1.90 B 1.89 B 1.88 B Bicycle LOS Score / LOS 0.79 A 0.74 A 0.85 A 1.32 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:08:58 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Sep 13, 2021 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Ferguson Avenue Analysis Year Future 2025 Analysis Period 1> 7:00 Intersection Babcock Street File Name FergusonBabcockPMwith.xus Project Description Ferguson Farm II Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 106 130 32 54 125 56 49 334 60 41 334 32 Signal Information Green Yellow Red 2.8 0.2 14.2 3.0 1.5 7.0 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 44.5 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 8.4 12.4 7.0 11.0 6.8 18.2 7.0 18.4 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 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 4.1 5.5 3.1 6.3 2.8 10.3 2.8 12.5 Green Extension Time ( g e ), s 0.0 0.6 0.1 0.6 0.0 1.7 0.1 1.7 Phase Call Probability 0.73 1.00 0.49 1.00 0.46 1.00 0.49 1.00 Max Out Probability 1.00 0.00 0.00 0.00 0.84 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 106 162 54 181 49 394 54 478 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1820 1795 1786 1795 1835 1795 1856 Queue Service Time ( g s ), s 2.1 3.5 1.1 4.3 0.8 8.3 0.8 10.5 Cycle Queue Clearance Time ( g c ), s 2.1 3.5 1.1 4.3 0.8 8.3 0.8 10.5 Green Ratio ( g/C )0.26 0.19 0.22 0.16 0.38 0.32 0.39 0.32 Capacity ( c ), veh/h 417 345 364 280 317 586 417 601 Volume-to-Capacity Ratio ( X )0.254 0.470 0.148 0.647 0.155 0.672 0.129 0.796 Back of Queue ( Q ), ft/ln ( 50 th percentile)17.6 32.1 9.3 39.3 5.9 69.6 6.3 89.1 Back of Queue ( Q ), veh/ln ( 50 th percentile)0.7 1.3 0.4 1.6 0.2 2.8 0.3 3.5 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 13.4 16.1 14.1 17.7 10.5 13.2 9.5 13.8 Incremental Delay ( d 2 ), s/veh 0.1 0.4 0.1 0.9 0.1 0.5 0.0 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 Control Delay ( d ), s/veh 13.5 16.5 14.2 18.6 10.6 13.7 9.5 14.5 Level of Service (LOS)B B B B B B A B Approach Delay, s/veh / LOS 15.3 B 17.6 B 13.4 B 14.0 B Intersection Delay, s/veh / LOS 14.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.91 B 1.91 B 1.89 B 1.89 B Bicycle LOS Score / LOS 0.93 A 0.88 A 1.22 A 1.16 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:09:32 PM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson and Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street S Ferguson Ave Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 20 4 72 220 4 20 524 37 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 36 72 20 Capacity, c (veh/h)380 207 1009 1344 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)20.5 26.0 8.8 7.7 Level of Service (LOS)C D A A Approach Delay (s/veh)20.5 26.0 2.7 0.4 Approach LOS C D Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:19:09 PMFergusonFallonAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson and Fallon Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street S Ferguson Ave Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 12 360 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)288 182 1144 1060 v/c Ratio 0.77 0.53 0.09 0.01 95% Queue Length, Q₉₅ (veh)5.9 2.7 0.3 0.0 Control Delay (s/veh)49.9 44.9 8.5 8.4 Level of Service (LOS)E E A A Approach Delay (s/veh)49.9 44.9 2.3 0.4 Approach LOS E E Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:19:24 PMFergusonFallonPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson and Valley Coms. Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Valley Commons Dr Analysis Year 2025 North/South Street S Ferguson Ave Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 1 0 0 0 1 0 0 0 1 0 Configuration R LR TR LTR Volume (veh/h)70 20 8 280 64 52 555 56 Percent Heavy Vehicles (%)2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 7.1 6.2 4.1 Critical Headway (sec)6.22 7.12 6.22 4.12 Base Follow-Up Headway (sec)3.3 3.5 3.3 2.2 Follow-Up Headway (sec)3.32 3.52 3.32 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)70 28 52 Capacity, c (veh/h)512 220 1214 v/c Ratio 0.14 0.13 0.04 95% Queue Length, Q₉₅ (veh)0.5 0.4 0.1 Control Delay (s/veh)13.1 23.7 8.1 Level of Service (LOS)B C A Approach Delay (s/veh)13.1 23.7 1.1 Approach LOS B C Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:19:49 PMFergusonValleyCommonsAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ferguson and Valley Coms. Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Valley Commons Dr Analysis Year 2025 North/South Street S Ferguson Ave Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 1 0 0 0 1 0 0 0 1 0 Configuration R LR TR LTR Volume (veh/h)259 80 52 522 40 24 432 48 Percent Heavy Vehicles (%)2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 7.1 6.2 4.1 Critical Headway (sec)6.22 7.12 6.22 4.12 Base Follow-Up Headway (sec)3.3 3.5 3.3 2.2 Follow-Up Headway (sec)3.32 3.52 3.32 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)259 132 24 Capacity, c (veh/h)604 139 1009 v/c Ratio 0.43 0.95 0.02 95% Queue Length, Q₉₅ (veh)2.1 6.6 0.1 Control Delay (s/veh)15.4 125.5 8.7 Level of Service (LOS)C F A Approach Delay (s/veh)15.4 125.5 0.7 Approach LOS C F Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:21:27 PMFergusonValleyCommonsPMwith.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Sep 13, 2021 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Huffine Lane Analysis Year Future 2025 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffineCottonwoodAMwith.xus Project Description Ferguson Farm II Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 242 1037 80 72 794 94 80 181 80 180 156 154 Signal Information Green Yellow Red 5.8 3.4 85.7 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 1 2 3 4 5 6 7 8 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 13.2 94.1 9.8 90.7 10.3 17.2 18.9 25.8 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 8.8 4.4 7.6 12.3 15.8 14.6 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 0.1 0.9 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 242 566 551 86 543 523 80 134 127 180 156 154 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1837 1795 1885 1815 1795 1885 1693 1795 1885 1598 Queue Service Time ( g s ), s 6.8 21.8 21.8 2.4 23.6 23.7 5.6 9.7 10.3 13.8 10.7 12.6 Cycle Queue Clearance Time ( g c ), s 6.8 21.8 21.8 2.4 23.6 23.7 5.6 9.7 10.3 13.8 10.7 12.6 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 406 1200 1170 363 1154 1111 226 178 160 203 293 249 Volume-to-Capacity Ratio ( X )0.596 0.471 0.471 0.238 0.470 0.470 0.354 0.751 0.795 0.885 0.532 0.619 Back of Queue ( Q ), ft/ln ( 50 th percentile)61.6 226.1 219.4 23.1 258.3 248.8 63 118 112.5 197.9 126.6 127.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.4 9.0 8.8 0.9 10.3 10.0 2.5 4.7 4.5 7.9 5.0 5.1 Queue Storage Ratio ( RQ ) ( 50 th percentile)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.0 13.2 13.2 10.7 16.6 16.7 53.4 61.8 62.1 61.2 54.4 55.2 Incremental Delay ( d 2 ), s/veh 0.5 1.3 1.4 0.1 1.2 1.3 0.4 2.4 3.4 29.5 0.6 0.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 12.5 14.5 14.6 10.8 17.8 18.0 53.8 64.2 65.4 90.7 55.0 56.2 Level of Service (LOS)B B B B B B D E E F D E Approach Delay, s/veh / LOS 14.2 B 17.4 B 62.2 E 68.5 E Intersection Delay, s/veh / LOS 28.1 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 1.61 B 1.28 A 0.77 A 1.30 A Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:10:01 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 Huffine Lane Analysis Year Future 2025 Analysis Period 1> 7:00 Intersection Cottonwood Road File Name HuffineCottonwoodPMwith.xus Project Description Ferguson Farm II Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 257 1337 144 149 1179 172 164 237 72 140 170 207 Signal Information Green Yellow Red 7.0 3.3 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 1 2 3 4 5 6 7 8 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 257 750 731 149 688 662 164 158 151 140 170 207 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1821 1795 1885 1801 1795 1885 1736 1795 1885 1598 Queue Service Time ( g s ), s 7.8 36.3 36.9 4.8 31.1 32.4 11.0 11.1 11.5 10.7 11.8 17.7 Cycle Queue Clearance Time ( g c ), s 7.8 36.3 36.9 4.8 31.1 32.4 11.0 11.1 11.5 10.7 11.8 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 259 1102 1052 255 256 236 166 282 239 Volume-to-Capacity Ratio ( X )0.787 0.655 0.661 0.574 0.625 0.629 0.643 0.616 0.640 0.845 0.603 0.866 Back of Queue ( Q ), ft/ln ( 50 th percentile)106 390.4 381.8 42.8 314 318.5 130.1 132 126.1 126.5 140.4 183 Back of Queue ( Q ), veh/ln ( 50 th percentile)4.2 15.5 15.3 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 17.2 16.4 17.5 48.2 57.0 57.2 62.6 55.6 58.2 Incremental Delay ( d 2 ), s/veh 1.6 2.9 3.1 0.5 1.9 2.0 4.2 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 21.6 20.8 21.1 17.7 18.3 19.5 52.4 57.9 58.3 67.0 56.4 61.8 Level of Service (LOS)C C C B B B D E E E E E Approach Delay, s/veh / LOS 21.1 C 18.8 B 56.1 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 © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:10:31 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Services Duration, h 0.250 Analyst RLA Analysis Date Sep 13, 2021 Area Type CBD Jurisdiction MDT Time Period AM Peak Hour - Projected PHF 1.00 Urban Street Huffine Lane Analysis Year 2025 Analysis Period 1> 7:00 Intersection Ferguson Road File Name HuffineFergusonAMwith.xus Project Description Ferguson Farm II -Projected Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 144 940 958 136 398 227 Signal Information Green Yellow Red 6.4 45.6 28.0 0.0 0.0 0.0 3.0 3.0 3.0 0.0 0.0 0.0 2.0 2.0 2.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 95.0 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 11.4 62.0 50.6 33.0 Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 3.2 Queue Clearance Time ( g s ), s 6.2 26.7 Green Extension Time ( g e ), s 0.2 0.0 0.0 1.3 Phase Call Probability 0.98 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 144 940 958 136 398 227 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1536 1476 1476 1366 1477 1314 Queue Service Time ( g s ), s 4.2 17.8 23.7 5.5 24.7 14.0 Cycle Queue Clearance Time ( g c ), s 4.2 17.8 23.7 5.5 24.7 14.0 Green Ratio ( g/C )0.57 0.60 0.48 0.48 0.30 0.30 Capacity ( c ), veh/h 305 1770 1418 656 436 388 Volume-to-Capacity Ratio ( X )0.472 0.531 0.676 0.207 0.913 0.586 Back of Queue ( Q ), ft/ln ( 50 th percentile)34.1 137.8 204 44 224.2 109.3 Back of Queue ( Q ), veh/ln ( 50 th percentile)1.3 5.4 8.0 1.7 8.8 4.3 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 14.5 11.2 19.0 14.3 32.3 28.5 Incremental Delay ( d 2 ), s/veh 0.4 1.1 2.6 0.7 3.2 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 14.9 12.3 21.6 15.0 35.5 29.1 Level of Service (LOS)B B C B D C Approach Delay, s/veh / LOS 12.7 B 20.8 C 0.0 33.2 C Intersection Delay, s/veh / LOS 20.4 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.68 A 1.90 B 2.32 B 2.32 B Bicycle LOS Score / LOS 1.38 A 1.39 A F Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:14:51 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Services Duration, h 0.250 Analyst RLA Analysis Date Sep 13, 2021 Area Type Other Jurisdiction MDT Time Period PM Peak Hour - Projected PHF 1.00 Urban Street Huffine Lane Analysis Year 2025 Analysis Period 1> 7:00 Intersection Ferguson Road File Name HuffineFergusonPMwith.xus Project Description Ferguson Farm II -Projected 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 1272 1338 350 524 167 Signal Information Green Yellow Red 7.4 39.9 32.7 0.0 0.0 0.0 3.0 3.0 3.0 0.0 0.0 0.0 2.0 2.0 2.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 95.0 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 12.4 57.3 44.9 37.7 Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 3.2 Queue Clearance Time ( g s ), s 7.2 31.2 Green Extension Time ( g e ), s 0.3 0.0 0.0 1.5 Phase Call Probability 0.99 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 173 1272 1338 350 524 167 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1706 1640 1640 1518 1641 1460 Queue Service Time ( g s ), s 5.2 27.1 38.0 16.5 29.2 8.0 Cycle Queue Clearance Time ( g c ), s 5.2 27.1 38.0 16.5 29.2 8.0 Green Ratio ( g/C )0.52 0.55 0.42 0.42 0.34 0.34 Capacity ( c ), veh/h 217 1805 1377 638 565 503 Volume-to-Capacity Ratio ( X )0.797 0.705 0.971 0.549 0.927 0.332 Back of Queue ( Q ), ft/ln ( 50 th percentile)50.6 246.4 439.7 156.2 289.2 68.4 Back of Queue ( Q ), veh/ln ( 50 th percentile)2.0 9.7 17.3 6.1 11.4 2.7 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 21.4 15.7 27.0 20.8 30.0 23.1 Incremental Delay ( d 2 ), s/veh 2.5 2.3 18.3 3.4 3.0 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 24.0 18.0 45.3 24.1 33.0 23.2 Level of Service (LOS)C B D C C C Approach Delay, s/veh / LOS 18.7 B 40.9 D 0.0 30.6 C Intersection Delay, s/veh / LOS 30.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.69 A 1.91 B 2.32 B 2.32 B Bicycle LOS Score / LOS 1.68 B 1.88 B F Copyright © 2021 University of Florida, All Rights Reserved.HCS™ Streets Version 7.9.5 Generated: 9/15/2021 2:15:25 PM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Huffine and Resort Agency/Co.Abelin Traffic Services Jurisdiction MDT Date Performed 9/12/2021 East/West Street Huffine Lane Analysis Year 2025 North/South Street Resort Dr Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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)0 138 1084 975 69 29 Percent Heavy Vehicles (%)2 2 2 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 6.94 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)138 29 Capacity, c (veh/h)662 499 v/c Ratio 0.21 0.06 95% Queue Length, Q₉₅ (veh)0.8 0.2 Control Delay (s/veh)11.9 12.7 Level of Service (LOS)B B Approach Delay (s/veh)1.3 12.7 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:22:01 PMHuffineResortAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Huffine and Resort Agency/Co.Abelin Traffic Services Jurisdiction MDT Date Performed 9/12/2021 East/West Street Huffine Lane Analysis Year 2025 North/South Street Resort Dr Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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)0 135 1444 1352 82 91 Percent Heavy Vehicles (%)2 2 2 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 6.94 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.22 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)135 91 Capacity, c (veh/h)470 372 v/c Ratio 0.29 0.24 95% Queue Length, Q₉₅ (veh)1.2 0.9 Control Delay (s/veh)15.7 17.8 Level of Service (LOS)C C Approach Delay (s/veh)1.3 17.8 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:22:22 PMHuffineResortPMwtih.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Babcock Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Babcock Analysis Year 2025 North/South Street Resort Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 76 47 93 16 63 Percent Heavy Vehicles (%)2 2 2 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 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)47 79 Capacity, c (veh/h)1446 883 v/c Ratio 0.03 0.09 95% Queue Length, Q₉₅ (veh)0.1 0.3 Control Delay (s/veh)7.6 9.5 Level of Service (LOS)A A Approach Delay (s/veh)2.7 9.5 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:22:48 PMResortBabcockAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort & Babcock Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Babcock Analysis Year 2025 North/South Street Resort Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 73 52 165 60 203 Percent Heavy Vehicles (%)2 2 2 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 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)52 263 Capacity, c (veh/h)1328 739 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 © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:23:10 PMResortBabcockPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort and Valley Coms. Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Valley Commons Dr Analysis Year 2025 North/South Street Resort Dr Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 29 0 9 7 11 20 5 150 75 5 0 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)41 27 20 75 Capacity, c (veh/h)559 710 1615 1424 v/c Ratio 0.07 0.04 0.01 0.05 95% Queue Length, Q₉₅ (veh)0.2 0.1 0.0 0.2 Control Delay (s/veh)12.0 10.3 7.3 7.7 Level of Service (LOS)B B A A Approach Delay (s/veh)12.0 10.3 0.9 7.2 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:26:57 PMResortValleyCommonsAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Resort and Valley Coms. Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Valley Commons Dr Analysis Year 2025 North/South Street Resort Dr Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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 34 0 34 24 39 41 11 129 65 11 0 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)70 97 41 65 Capacity, c (veh/h)536 687 1607 1442 v/c Ratio 0.13 0.14 0.03 0.05 95% Queue Length, Q₉₅ (veh)0.4 0.5 0.1 0.1 Control Delay (s/veh)12.7 11.1 7.3 7.6 Level of Service (LOS)B B A A Approach Delay (s/veh)12.7 11.1 1.8 6.6 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:27:18 PMResortValleyCommonsPMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ridge Entrance Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street Ridge Entrance Time Analyzed AM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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)28 49 50 25 20 56 52 3 6 40 8 4 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)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 6.52 6.22 7.12 6.52 6.22 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 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)28 25 61 52 Capacity, c (veh/h)1522 1493 708 700 v/c Ratio 0.02 0.02 0.09 0.07 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.3 0.2 Control Delay (s/veh)7.4 7.5 10.6 10.6 Level of Service (LOS)A A B B Approach Delay (s/veh)1.7 1.9 10.6 10.6 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:23:29 PMRidgeEntranceAMwith.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Ridge Entrance Agency/Co.Abelin Traffic Services Jurisdiction City of Bozeman Date Performed 9/12/2021 East/West Street Fallon St Analysis Year 2025 North/South Street Ridge Entrance Time Analyzed PM Peak Hour Projected Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Ferguson Farm II 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)40 61 43 22 55 84 193 11 23 64 7 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)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 6.52 6.22 7.12 6.52 6.22 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 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)40 22 227 79 Capacity, c (veh/h)1443 1486 629 609 v/c Ratio 0.03 0.01 0.36 0.13 95% Queue Length, Q₉₅ (veh)0.1 0.0 1.6 0.4 Control Delay (s/veh)7.6 7.5 13.9 11.8 Level of Service (LOS)A A B B Approach Delay (s/veh)2.3 1.1 13.9 11.8 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.9.5 Generated: 9/15/2021 2:23:50 PMRidgeEntrancePMwith.xtw APPENDIX D Right-Turn Lane Warrant