Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
005_BaxterGasTISfinal
Baxter & Davis Gas Station Traffic Impact Study Bozeman, Montana Prepared For: C&H Engineering 1091 Stoneridge Drive Bozeman, MT 59718 December, 2021 130 South Howie Street Helena, Montana 59601 406-459-1443 Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana i Table of Contents A. Executive Summary ......................................................................................1 B. Project Description ........................................................................................1 C. Existing Conditions ........................................................................................1 Adjacent Roadways ..............................................................................2 Traffic Counts ........................................................................................3 Historic Traffic Data ...............................................................................3 Planned Road Improvements & Development ......................................4 Area Crash Data ...................................................................................4 Level of Service .....................................................................................4 D. Proposed Development ..............................................................................5 E. Trip Generation and Assignment ................................................................6 F. Trip Distribution ..........................................................................................6 G. Traffic Impacts Outside of the Development ...............................................8 H. Long Range Traffic Projections ..................................................................9 I. Impact Summary & Recommendations .................................................... 10 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................7 Figure 3– Trip Distribution .......................................................................................8 List of Tables Table 1 – Historic Average Daily Traffic Data ..........................................................3 Table 2 – 2021 Level of Service Summary ..............................................................5 Table 3 – Trip Generation Rates .............................................................................6 Table 4 – Level of Service With Development .........................................................9 Table 5 – 2036 Level of Service Summary ..............................................................10 Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 1 December, 2021 Baxter & Davis Gas Station Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Baxter & Davis Thriftway is a five-acre commercial gas station and convenience store located north of Baxter Lane and east of Davis Lane in Bozeman, Montana. The gas station will include 12 pumps and a 9885 S.F. convenience story. Once completed in 2022 the project would produce up to 2,464 new daily vehicle trips but only 739 to 1,478 trips would be new vehicle trips to this area. As proposed, the Baxter & Davis gas station would not create any roadway capacity problems. With the current and projected traffic volume growth in this area, no additional roadway modifications will be necessary to serve the Baxter & Davis Thriftway Bozeman. The developers should work with the City of Bozeman to develop a plan to create a southbound left-turn lane for the Davis Lane approach to the gas station consistent with the future development plans for this minor arterial roadway. The proposed temporary access locations for the project will be acceptable due to the relatively short vehicle queue lengths predicted at the Baxter/Davis traffic signal through 2036. B. PROJECT DESCRIPTION This document reports the study of the possible effects on the surrounding road system from a proposed gas station located on the northeast corner of the intersection of Baxter Lane and Davis Lane in Bozeman, Montana. The document provides information regarding possible traffic impacts in the area and identifies mitigation efforts that the development may require. The development would include up 12 new fueling pumps and a convenience store. 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 Baxter Lane with Davis Lane and Windward Avenue. C. EXISTING CONDITIONS The proposed development property includes a five-acre parcel of land located north of Baxter Lane and east of Davis Lane. The property currently consists of a section of farmland and one existing residential home. The surrounding area is comprised of a mix of residential developments and undeveloped properties on the northern edge of the City of Bozeman. The intersection of Baxter and Davis was recently improved with the installation of a traffic signal, designated left-turn lanes for all legs, and additional through and turning lanes on Davis Street to accommodate future growth in this area. See Figure 1 for a location map of the proposed development. Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 2 December, 2021 Figure 1- Proposed Development Site Adjacent Roadways Baxter Lane is a minor arterial route which extends west from 19th Avenue in Bozeman. Baxter Lane was recently reconstructed to includes a 48-foot paved surface with a center two-way left-turn lane, bike lanes, landscaped boulevards, and sidewalks. The intersection with Davis Lane is currently signalized. The posted speed limit on Baxter Lane is 40 MPH. According to MDT data collected in 2020, Baxter Lane carries 7,200 VPD east of Davis and 4,200 VPD west of Davis. Davis Lane is a north/south minor arterial route that extends through the northwestern portion of Bozeman. South of Baxter Lane the road has a divided four-lane cross-section and a posted speed limit of 35 MPH. North of Baxter the road narrows to 24-feet with curb and gutter According to traffic data collected by MDT in 2020, Davis Lane currently carries 5,200 VPD north of Baxter Lane. Windward Avenue is a local road that provides access to residential areas south of Baxter Lane. This low-volume road carries less than 500 VPD and extends 2,600 feet from Baxter Lane before terminating at Oak Street. Windward Avenue has a paved width of 32 feet with sidewalks and on-street parking. Windward Avenue is STOP controlled at the intersection with Baxter Lane. Proposed Baxter & Davis Thriftway = Turning Movement Count Collection Site Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 3 December, 2021 Traffic Data In November 2021 Abelin Traffic Services (ATS) collected traffic data at area intersections to evaluate current operational characteristics. The data included peak-hour turning movement counts at the intersections of Baxter Lane with Davis Lane and Windward Avenue. Daily traffic data and speed information was also collected along this section of Baxter Lane to compare with historic averages. 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. For the count period in 2021, these count stations indicated that the data collected between November 9 and 10, 2021 was approximately 105% 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, to provide a more conservative result and an assessment of peak summer traffic conditions, no seasonal traffic adjustments were applied to the 2021 traffic data collected for this analysis. The raw traffic data is included in Appendix A of this report. Vehicle speed and volume data was collected along Baxter Lane near the proposed development site during the November count period. This information suggested that the average vehicle speed on Baxter Lane was 37 MPH with an 85th percentile speed of 41 MPH for all recorded vehicles. Vehicle travel speeds on this section are slightly above the posted 40 MPH speed limit. The observed traffic volumes during the November 2021 count was 8,400 VPD which is higher than the current annual averages for this section. Historic Traffic Data Abelin Traffic Services obtained historic traffic data for Baxter Lane and Davis Lane from the Montana DOT. This data is presented in Table 1. Note that no data is available for this area before 2015. The traffic data history for Baxter Lane and Davis has only been recorded consistently from 2016 to 2020. Traffic volumes in this area have increased at a rate of 1.1% annually over the past five years despite a high level over overall development in this area during this time period. Table 1 – Historic Traffic Data Location 2016 2017 2018 2019 2020 Baxter Ln btwn Flanders Mill & Davis #16-3A-034 3,466 3,438 4,479 4,506 4,191 Baxter Ln West of S 19th St #16-3B-096 7,686 7,625 7,701 7,747 7,205 Davis Ln North of Baxter Ln #16-3A-050 5,225 5,183 5,522 5,555 5,166 Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 4 December, 2021 Planned Road Improvements & Development The 2017 Bozeman Transportation Master Plan (BTMP) projects traffic conditions on roadways throughout Bozeman through 2040 and provides short-term and long-term recommendations for the roadway network. The plan contains a variety of recommendations for the roadways in this area. These improvements include: MSN-40 Baxter Lane (N. 19th Avenue to Davis Lane) Complete Baxter Lane, from North 19th Avenue to Davis Lane, to a three-lane urban minor arterial standard. (This project was completed in 2019) MSN-11 Davis Lane (Baxter Lane to Valley Center Road) Reconstruct Davis Lane, from the intersection with Baxter Lane to the intersection with Valley Center Road, to a five-lane urban minor arterial standard. Cost $8,500,000 Area Crash Data ATS reviewed data from the MDT online vehicle crash database for the roadways around the proposed development to determine if any vehicle crash concentrations could be identified in this area within the last five years. MDT recorded two crashes at the intersection of Baxter Lane and Davis Lane and one crash at the intersection of Baxter Lane and Windward Avenue. Most urban signalized intersections in Montana have a vehicle crash rate of 0.5-1.5 crashes per Million Vehicles Entering (MVE). The intersections have crash rates of 1.0 crashes per MVE and 0.9 per MVE respectively. These rates are consistent with typical averages and do not indicate a need for geometric or traffic control improvements at this location. Level of Service Using the data collected for this project, ATS conducted a Level of Service (LOS) analysis at area intersections. This evaluation was conducted in accordance with the procedures outlined in the Transportation Research Board’s Highway Capacity Manual (HCM) - Special Report 209 and the Highway Capacity Software (HCS) version 7.9. Intersections are graded from A to F representing the average delay that a vehicle entering an intersection can expect. Typically, a LOS of C or better is considered acceptable for peak-hour conditions. Table 2 shows the existing 2021 LOS for the AM and PM peak hours without additional traffic from the proposed development. The LOS calculations are included in Appendix C. The table shows that the existing intersections in this area are currently operating within acceptable limits with the recent roadway improvements in this area. Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 5 December, 2021 Table 2 – 2021 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Baxter Lane & Davis Lane 13.6 B 14.7 B Baxter Lane & Windward Avenue 12.8 B 13.0 B D. PROPOSED DEVELOPMENT The development to be constructed on this site includes five acres of land located north of Baxter Lane which would be developed into a gas station and convenience store. Access to the development would be provided through two new approaches onto Baxter Lane and Davis Lane. The proposed temporary access onto Baxter Lane would be developed as a right-in/out only and the Davis Lane approach would provide full movement. The site would also include 12 pumping positions and a 9,885 S.F. convenience market. Additional pads on the property may be developed in the future but are not part of this proposal. The proposed Baxter Lane approach is a right in/right out approach which will be replaced by a full approach at Windward in the future. The portion of Davis Lane adjacent to the property would be developed to City of Bozeman minor arterial road standards. The Baxter & Davis Thriftway site plan is shown in Figure 2. The project is expected to be completed by the end of 2022. The City has expressed concerns regarding the proposed site configuration because the length of frontage of the development property along both Davis Lane and Baxter Lane is not sufficient to place driveway entrances that meet the city's intersection spacing requirements. The city requires an intersection spacing of 660 feet for full-movement intersections and 315 feet for right-in/out approaches on arterial roadways (Section 38.400.090-1 Bozeman Municipal Code). The current proposal includes a northern approach onto Davis Lane 239 feet from the Baxter/Davis intersection and an eastern approach onto Baxter Lane 387 feet from the Baxter/Davis intersection and 212 feet from the Baxter/Windward intersection. The difficulty with developing approaches near a major intersection is that vehicle queueing near an intersection can create congestion at nearby approaches which is difficult to mitigate and can further impair overall intersection operations in the area. To address this issue, the property has entered into an agreement with the city where temporary entrances can be installed that are out of compliance with the city standards, with the understanding that these entrances will need to be moved to the north and east in the future when the adjacent lots are annex into the city and developed. Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 6 December, 2021 E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the proposed development using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Tenth Edition). These rates are the national standard and are based on the most current information available to planners. A vehicle “trip” is defined as any trip that either begins or ends at the development site. ATS determined that the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. According to the ITE trip generation rates, at full build-out the development would produce 150 AM peak hour trips, 168 PM peak hour trips, and 2,464 daily trips. See Table 3 for detailed trip generation information. Not all of this traffic will be additive to the current road volumes in this 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 the development has been constructed. 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. Gas stations tend to produce a large number of pass-by trips. According to the Trip Generation manual this land uses produces 40% to 70% pass-by trip. Although the estimated trip generation for the project is 2,464 VPD, the effective trip generation for the area will be only 739 VPD to 1,478 VPD. 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 service station w convenience market ITE #945 12 Pumps 12.47 150 13.99 168 205.36 2,464 F. TRIP DISTRIBUTION Traffic distribution and assignment for the proposed subdivision was based upon the existing ADT volumes along the adjacent roadways and the peak-hour turning volumes. Distribution volumes are expected to be consistent with those the network currently experiences. Traffic is expected to distribute onto the surrounding road network as shown on Figure 3. It should be noted that the Baxter Lane approach will be right-out only. Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 7 December, 2021 Figure 2 – Proposed Baxter & Davis Gas Station Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 8 December, 2021 Figure 3 – Trip Distribution G. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. The anticipated intersection LOS with the proposed development is shown in Table 4. The LOS calculations are included in Appendix C of this report. The table indicates that the construction of the Baxter & Davis Thriftway will not cause any roadway capacity problems in this area and both the proposed approaches will function adequately with the development as plan. Overall, the project will increase traffic volumes near the intersection of Baxter Lane and Davis Lane by 4-5% and average vehicle delay will increase by 0.5 to 1.0 seconds per vehicle. Based on the HCS analysis of the Baxter Lane/Davis Lane intersection, the estimated 95th percentile vehicle queue length on the north and east legs of the intersection will be 87 feet and 175 feet respectively. With the planned approach locations on Davis Lane (239 feet from Baxter) and Baxter Lane (387 feet from Davis), the proposed approaches should not experience regular conflicts from queueing at the intersection. Ultimately the approaches from the Baxter & Davis Thriftway will be moved to the edge of the property when the adjacent parcels are developed. This will create a new connection onto Baxter Lane at Windward Way which will function similarly to the original right-in/out approach as shown in Table 4. After the Windward Way approach is developed, the property owners would like to maintain the right-in/out approach location on Baxter to enhance access to the property. Maintaining the right in/out approach would not significantly alter the operations at the nearby intersections and would be consistent with the approach densities near the intersections of other major arterial roadways in the Bozeman area. The additional approaches would improve the overall at the LOS by removing right-turning vehicles at the Windway Way approach. Proposed Development Site 30% 20% 30% 20% Baxter Lane Davis Lane Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 9 December, 2021 Table 4 – Projected LOS With Development AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Baxter Lane & Davis Lane 14.1 B 15.1 B Baxter Lane & Windward Avenue 13.0 B 13.3 B Davis & Thriftway Approach 13.1 B 15.5 C Baxter & Thriftway Approach 10.7 B 12.0 B ATS reviewed the left- and right-turn lane warrants for the approach intersections on Baxter Lane and Davis Lane based on the recommended practices from the MDT Road Design Manual with the anticipated traffic from the Baxter & Davis Thriftway. Currently Baxter Lane has a dedicated two-way left-turn turn adjacent to the development property. This analysis showed that the projected traffic volumes will be below the recommended threshold for the installation of left- or right-turn deceleration lanes at the approaches from Baxter Lane and Davis Lane. However, Davis Lane is planned for construction as a minor arterial route and as such would be developed with left-turn lanes at all approaches when reconstructed, including the approach into the Baxter & Davis Thriftway. While the development of a left-turn lane for the Davis Lane approach may not be necessary with this specific project, it should be developed with any planned reconstruction along Davis Lane. The turn-lane warrant calculations are included in Appendix D of this report. 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 Baxter Lane will increase to 10,000 to 15,000 VPD and traffic volumes on Davis Lane will increase slightly to 5,000 VPD by 2040. To evaluate the 15-year traffic volume projections for this area ATS reviewed the 2040 traffic volumes from the Bozeman Transportation Master Plan and scaled the anticipated traffic volume growth to likely 2036 conditions using an overall traffic volume growth rate of 50 percent over the next 15 years. This growth factor was applied in addition to the projected traffic volumes calculated for the Baxter Davis Thriftway. The projected future volumes suggest that the study intersections will experience increased delay by 2036 but will still function at LOS C or better. The LOS calculations for 2036 are shown in Table 5. Baxter & Davis Thriftway Traffic Impact Study Bozeman, Montana Abelin Traffic Services 10 December, 2021 Table 5 –2036 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Baxter Lane & Davis Lane 19.1 B 21.9 C Baxter Lane & Windward Avenue* 21.8/22.9 C/C 22.6/24.2 C/C Davis & Thriftway Approach 17.1 C 23.1 C Baxter & Thriftway Approach 12.1 B 14.5 B *Northbound/Southbound LOS and Delay. I. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Baxter & Davis gas station would not create any roadway capacity problems. With the current and projected traffic volume growth in this area, no additional roadway modifications will be necessary to serve the Baxter & Davis Thriftway Bozeman. The developers should work with the City of Bozeman to develop a plan to create a southbound left-turn lane for the Davis Lane approach to the gas station consistent with the future development plans for this minor arterial roadway. The proposed temporary access locations for the project will be acceptable due to the relatively short vehicle queue lengths predicted at the Baxter/Davis traffic signal through 2036. APPENDIX A Traffic Data Turning Movement CountAll VehiclesLocationBaxter and Davis Date 11-9-21 PM and 11-10-21 AM Northbound Southbound Eastbound WestboundLeftThrRightPedsLeftThrRightPedsLeftThrRightPedsLeftThrRight Peds Total 7:00 -7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 -7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 -7:45 6 32 12 0 16 49 19 0 15 72 13 0 10 53 8 0 3057:45 -8:00 12 40 9 0 15 53 13 0 18 88 38 0 26 60 10 0 382 8:00 -8:15 14 56 11 0 16 47 18 0 15 88 26 0 15 68 12 0 386 8:15 -8:30 15 39 9 0 7 37 13 0 14 75 11 0 11 52 10 0 2938:30 -8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 -9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 -9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15 -9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 -9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 -10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 -10:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:15 -10:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:30 -10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 -11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:00 -11:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 -11:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 -11:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 -12:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00 -12:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15 -12:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 -12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 -1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 -1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 -1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 -1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 -2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 -2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 -2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 -2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 -3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 -3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 -3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 -3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 -4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 -4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 -4:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 -4:45 15 56 9 0 7 47 17 0 34 53 11 0 15 68 20 0 3524:45 -5:00 12 55 15 0 13 53 21 0 28 65 10 0 14 62 22 0 370 5:00 -5:15 15 51 4 0 10 48 22 0 28 65 7 0 13 80 14 0 3575:15 -5:30 13 55 10 0 10 53 26 0 32 80 6 0 18 85 28 0 4165:30 -5:45 9 61 8 0 13 33 21 0 48 75 9 0 13 71 24 0 385 5:45 -6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 -6:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 -6:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 -6:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 -7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111 445 87 0 107 420 170 0 232 661 131 0 135 599 148 0 3246 Turning Movement Count All Vehicles Location Baxter and Windward Date 11-9-21 PM and 11-10-21 AM Northbound Southbound Eastbound WestboundLeftThrRightPedsLeftThrRightPedsLeftThrRightPedsLeftThrRight Peds Total 7:00 -7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 -7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 -7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 -8:00 1 0 4 0 0 0 1 0 0 112 1 0 0 72 0 0 191 8:00 -8:15 1 0 3 0 0 0 0 0 0 115 2 0 2 110 0 0 233 8:15 -8:30 0 0 1 0 0 0 0 0 0 91 2 0 0 78 0 0 172 8:30 -8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 -9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00 -9:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 -9:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 -9:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 -10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:00 -10:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 -10:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 -10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 -11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 -11:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 -11:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 -11:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45 -12:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 -12:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 -12:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 -12:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 -1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 -1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 -1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 -1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 -2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 -2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 -2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 -2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 -3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 -3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 -3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 -3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 -4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 -4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 -4:30 1 0 1 0 0 0 0 0 0 69 1 0 1 118 0 0 191 4:30 -4:45 1 0 2 0 0 0 0 0 0 82 4 0 2 87 0 0 178 4:45 -5:00 2 0 1 0 0 0 0 0 0 75 3 0 4 100 0 0 185 5:00 -5:15 1 0 1 0 0 0 0 0 0 95 1 0 5 120 0 0 223 5:15 -5:30 0 0 2 0 0 0 0 0 0 109 0 0 1 117 0 0 2295:30 -5:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 -6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:00 -6:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 -6:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 -6:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 -7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 15 0 0 0 1 0 0 748 14 0 15 802 0 0 1602 11/8/2021 to 11/14/2021 Monday Tuesday Wednesday Thursday Saturday Sunday Week Weekend Hour 11/8/2021 11/9/2021 11/10/2021 11/11/2021 11/13/2021 11/14/2021 Day Avg Avg 0 - 1 **25 40 47 55 30.67 51 1 - 2 **18 20 48 32 19.33 40 2 - 3 **5 11 33 25 12.67 29 3 - 4 **14 14 12 13 15 12.5 4 - 5 **31 27 27 27 30.33 27 5 - 6 **122 100 51 28 101 39.5 6 - 7 **272 220 99 62 237 80.5 7 - 8 **598 509 131 81 525 106 8 - 9 **731 688 328 249 696 288.5 9 - 10 **573 501 443 304 526.33 373.5 10 - 11 **472 507 633 513 497 573 11 - 12 **581 568 580 112 580.67 346 12 - 13 **590 552 611 0 590.33 305.5 13 - 14 **551 480 494 0 566 247 14 - 15 **566 452 449 0 538.33 224.5 15 - 16 *401 769 637 473 0 678 236.5 16 - 17 *751 760 600 454 0 717.75 227 17 - 18 *832 757 600 469 0 719.75 234.5 18 - 19 *562 564 500 347 0 543.5 173.5 19 - 20 *377 356 312 245 0 353 122.5 20 - 21 *232 243 191 190 0 232.5 95 21 - 22 *154 142 168 139 0 161.75 69.5 22 - 23 *86 87 90 130 0 100.5 65 23 - 24 *43 50 47 103 0 57.25 51.5 Totals 0 3438 8877 7834 6536 1501 % of Total 0%9.24%23.87%21.06%17.57%4.04% 468 669 505 512 22 17 33 81 219 Friday 11/12/2021 27 20 Merged Weekly Counts Baxter East of Davis from Tue-Nov-09-2021-03-00-PM to Tue-Nov-16-2021-12-59-PM 183 139 89 9004 24.21% 760 690 548 367 264 593 629 667 597 905 APPENDIX B Traffic Model Baxter Davis Gas Station AM Peak Hour Seasonal Factor 1 (15-min x 4) 324 0 North Approach 0 0 332 0 12.8 B 13.6 B 72 48 0 0 188 272 0 0 0 440 Baxter Lane 64 60 0 380 0 8 60 56 0 0 4 352 224 460 460 0 104 44 8 12 Windward Davis Baxter Davis Gas Station PM Peak Hour (15-min x 4) 356 0 North Approach 0 0 460 0 13.0 B 14.7 B 104 112 0 0 212 340 0 0 0 468 Baxter Lane 40 72 0 524 0 4 128 52 0 0 4 320 220 400 436 0 24 40 0 8 Windward Davis Baxter Davis Gas Station AM Peak Hour Generation New Vehicle Model 20% 8.32 7.99 Total Generation IN 77 OUT 74 Pass-By %55% 8 40%IN 35 in 34.7 North Appro 40%8 12 60%60%OUT 33 out 33 12 60% 0 40%0% 20%2 0 0%60%0 0 50% 7.73 35%4 5 40%100%13 14 100%14 Baxter Lane 45%5 8 60%0%0 0 40%0 13.9 20%4.99 40%5 0%0 50%0 5.39 30% 40%0 7 60%5 5 0 60% Windward Davis 12.2 7.48 30% Baxter Davis Gas Station PM Peak Hour Generation New Vehicle Model 20% 9.29 8.86 Total Generation IN 86 OUT 82 Pass-By %55% 9 40%IN 39 in 38.7 North Appro 40%9 13 60%60%OUT 37 out 37 14 60% 0 40%0% 20%3 0 0%60%0 0 50% 8.56 35%5 6 40%100%15 15 100%15 Baxter Lane 45%6 9 60%0%0 0 40%0 15.5 20%5.57 40%6 0%0 50%0 5.98 30% 40%0 8 60%6 6 0 60% Windward Davis 13.5 8.36 30% Baxter Davis Gas Station AM Peak Hour Generation Pass-By Vehicles 20% 0 -5.5 Total Generation IN 77 OUT 74 Pass-By %55% -10 10 40%IN 42 in 0 North Appro 40%10 15 60%60%OUT 41 out -5 -15 15 60% 0 40%0% 20%0%60%0 0 50% 0 35%40%100%16 17 100%0 Baxter Lane 45%60%0%0 -17 40%0 0 20%0 40%0%0 50%0 0 30% 40%60%0 60% Windward Davis 0 0 30% Baxter Davis Gas Station PM Peak Hour Generation Pass-By Vehicles 20% 0 -6.2 Total Generation IN 86 OUT 82 Pass-By %55% -11 11 40%IN 47 in 0 North Appro 40%11 16 60%60%OUT 45 out -6 -17 17 60% 0 40%0% 20%0%60%0 0 50% 0 35%40%100%18 19 100%0 Baxter Lane 45%60%0%0 -19 40%0 0 20%0 40%0%0 50%0 0 30% 40%60%0 0 60% Windward Davis 0 0 30% Baxter Davis Gas Station 2022 Growth Factor 1.01 AM Peak Hour Total Projected Traffic 2022 13.1 B 317 18 North Approach 18 27 320 28 95th %13.0 B 59 Ft 10.7 B 14.1 B 75 48 95th %0 0 194 280 101 Ft 30 31 0 458 Baxter Lane 70 69 0 367 0 8 66 57 0 0 4 356 234 470 470 0 105 44 8 12 Windward Davis Baxter Davis Gas Station PM Peak Hour Total Projected Traffic 2022 15.5 C 348 20 North Approach 21 30 448 31 95th %12.0 B 13.3 B 87 Ft 15.1 B 108 113 95th %0 0 219 349 175 Ft 33 34 0 488 Baxter Lane 46 82 0 510 0 4 135 53 0 0 4 323 231 410 446 0 24 40 0 8 Windward Davis Baxter Davis Gas Station 2022 Growth Factor 1.5 AM Peak Hour Total Projected Traffic 2036 With Windward Connection 17.1 C 478 15 North Approach 15 22 485 23 95th % 144 12.1 B 21.8 C 22.9 C 19.1 B 110 72 95th%18 14 285 413 242 ft 11 11 0 658 Baxter Lane 100 98 0 566 8 12 94 84 0 14 6 530 342 694 686 0 156 69 12 18 Windward Davis Baxter Davis Gas Station PM Peak Hour Total Projected Traffic 2036 23.1 C 525 16 North Approach 17 25 676 26 95th % 221 Ft 22.6 C/ 24.2 C 21.9 C 14.5 B 158 168 95th %19 15 322 516 388 Ft 12 12 0 700 Baxter Lane 65 116 0 781 10 6 197 78 0 15 6 482 337 605 650 0 36 63 0 12 Windward Davis APPENDIX C LOS Calculations HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Dec 12, 2021 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Baxter Lane Analysis Year 2021 Analysis Period 1> 7:00 Intersection Davis Lane File Name BaxterSignalAM.xus Project Description Baxter & Davis Gas Station Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 60 352 104 60 272 48 56 224 44 64 188 72 Signal Information Green Yellow Red 2.8 9.4 2.7 0.3 6.2 0.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 37.4 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 3.0 Phase Duration, s 6.8 13.4 6.8 13.4 6.7 10.2 7.0 10.5 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 2.9 8.5 2.9 8.0 2.9 4.1 3.1 5.5 Green Extension Time ( g e ), s 0.1 0.8 0.0 0.8 0.0 1.1 0.1 1.0 Phase Call Probability 0.47 1.00 0.47 1.00 0.44 1.00 0.49 1.00 Max Out Probability 0.00 0.54 1.00 0.67 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 60 352 104 60 320 56 224 44 64 188 72 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1585 1781 1821 1781 1781 1585 1781 1870 1585 Queue Service Time ( g s ), s 0.9 6.5 2.0 0.9 6.0 0.9 2.1 0.9 1.1 3.5 1.5 Cycle Queue Clearance Time ( g c ), s 0.9 6.5 2.0 0.9 6.0 0.9 2.1 0.9 1.1 3.5 1.5 Green Ratio ( g/C )0.33 0.25 0.25 0.33 0.25 0.24 0.17 0.17 0.25 0.17 0.17 Capacity ( c ), veh/h 426 472 400 354 460 355 592 264 464 324 275 Volume-to-Capacity Ratio ( X )0.141 0.745 0.260 0.170 0.696 0.158 0.378 0.167 0.138 0.580 0.262 Back of Queue ( Q ), ft/ln ( 95 th percentile)11.2 104.1 24.3 11.3 92.7 13.1 31.1 11.9 14.7 55.3 19.6 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.4 4.1 1.0 0.4 3.6 0.5 1.2 0.5 0.6 2.2 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)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 9.3 12.9 11.2 9.8 12.7 11.6 14.0 13.4 11.1 14.3 13.5 Incremental Delay ( d 2 ), s/veh 0.1 1.8 0.1 0.1 1.5 0.1 0.1 0.1 0.0 0.6 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 9.3 14.7 11.4 9.9 14.3 11.7 14.1 13.6 11.2 14.9 13.6 Level of Service (LOS)A B B A B B B B B B B Approach Delay, s/veh / LOS 13.4 B 13.6 B 13.6 B 13.9 B Intersection Delay, s/veh / LOS 13.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.90 B 2.09 B Bicycle LOS Score / LOS 1.34 A 1.11 A 0.75 A 1.02 A Copyright © 2022 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 1/19/2022 1:29:43 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Dec 12, 2021 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Baxter Lane Analysis Year 2021 Analysis Period 1> 7:00 Intersection Davis Lane File Name BaxterSignalPM.xus Project Description Baxter & Davis Gas Station Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 128 320 24 72 340 112 52 220 40 40 212 104 Signal Information Green Yellow Red 3.5 1.2 13.3 2.3 0.5 7.6 4.0 0.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 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 5 2 1 6 3 8 7 4 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 3.0 Phase Duration, s 8.8 18.5 7.5 17.3 6.8 12.1 6.3 11.6 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 4.0 8.2 3.2 12.5 3.0 4.4 2.8 6.7 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.8 0.0 0.5 0.0 0.9 Phase Call Probability 0.79 1.00 0.59 1.00 0.47 1.00 0.39 1.00 Max Out Probability 1.00 1.00 1.00 0.04 1.00 0.75 0.86 0.03 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 128 320 24 72 452 52 220 40 40 212 104 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1585 1781 1791 1781 1781 1585 1781 1870 1585 Queue Service Time ( g s ), s 2.0 6.2 0.5 1.2 10.5 1.0 2.4 0.9 0.8 4.7 2.6 Cycle Queue Clearance Time ( g c ), s 2.0 6.2 0.5 1.2 10.5 1.0 2.4 0.9 0.8 4.7 2.6 Green Ratio ( g/C )0.41 0.33 0.33 0.38 0.30 0.23 0.18 0.18 0.22 0.17 0.17 Capacity ( c ), veh/h 412 611 518 455 536 351 647 288 352 319 270 Volume-to-Capacity Ratio ( X )0.311 0.524 0.046 0.158 0.844 0.148 0.340 0.139 0.114 0.665 0.385 Back of Queue ( Q ), ft/ln ( 95 th percentile)27.2 94.9 5.8 15.8 163.6 15.8 38.1 13.4 12.3 81.7 37.5 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.1 3.7 0.2 0.6 6.4 0.6 1.5 0.5 0.5 3.2 1.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)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 9.9 12.2 10.2 9.5 14.6 13.7 15.9 15.3 13.9 17.3 16.4 Incremental Delay ( d 2 ), s/veh 0.2 0.4 0.0 0.1 1.4 0.1 0.1 0.1 0.1 0.9 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 10.1 12.6 10.3 9.6 16.1 13.8 16.0 15.4 14.0 18.2 16.7 Level of Service (LOS)B B B A B B B B B B B Approach Delay, s/veh / LOS 11.8 B 15.2 B 15.6 B 17.3 B Intersection Delay, s/veh / LOS 14.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.91 B 2.10 B Bicycle LOS Score / LOS 1.27 A 1.35 A 0.75 A 1.08 A Copyright © 2022 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 1/20/2022 11:32:57 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/12/2021 East/West Street Baxter Lane Analysis Year 2021 North/South Street Windward Avenue Time Analyzed Existing AM peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Baxter & Davis Gas Station 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 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume (veh/h)460 8 8 440 4 12 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 16 Capacity, c (veh/h)1088 476 v/c Ratio 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.3 12.8 Level of Service (LOS)A B Approach Delay (s/veh)0.1 12.8 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:26:25 AMWindwardAM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/12/2021 East/West Street Baxter Lane Analysis Year 2021 North/South Street Windward Avenue Time Analyzed Existing PM peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Baxter & Davis Gas Station 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 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume (veh/h)436 1 4 468 4 8 Percent Heavy Vehicles (%)3 1 1 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)4.13 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 12 Capacity, c (veh/h)1117 461 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.2 13.0 Level of Service (LOS)A B Approach Delay (s/veh)0.1 13.0 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:26:56 AMWindwardPM.xtw HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Dec 12, 2021 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Baxter Lane Analysis Year 2022 With Dev.Analysis Period 1> 7:00 Intersection Davis Lane File Name BaxterSignalAMw.xus Project Description Baxter & Davis Gas Station Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 66 356 105 69 280 48 57 234 44 70 194 75 Signal Information Green Yellow Red 3.2 9.7 2.8 0.4 6.3 0.0 4.0 4.0 4.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle, s 38.3 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 3.0 Phase Duration, s 7.1 13.7 7.2 13.8 6.8 10.3 7.2 10.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time ( g s ), s 3.0 8.8 3.0 8.3 3.0 4.3 3.2 5.7 Green Extension Time ( g e ), s 0.1 0.8 0.0 0.7 0.0 1.1 0.1 1.0 Phase Call Probability 0.51 1.00 0.52 1.00 0.46 1.00 0.53 1.00 Max Out Probability 0.00 0.61 1.00 0.77 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 66 356 105 69 328 57 234 44 70 194 75 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1585 1781 1822 1781 1781 1585 1781 1870 1585 Queue Service Time ( g s ), s 1.0 6.8 2.0 1.0 6.3 1.0 2.3 0.9 1.2 3.7 1.6 Cycle Queue Clearance Time ( g c ), s 1.0 6.8 2.0 1.0 6.3 1.0 2.3 0.9 1.2 3.7 1.6 Green Ratio ( g/C )0.33 0.25 0.25 0.34 0.25 0.24 0.16 0.16 0.25 0.18 0.18 Capacity ( c ), veh/h 373 473 401 413 465 351 586 261 461 329 278 Volume-to-Capacity Ratio ( X )0.177 0.753 0.262 0.167 0.705 0.162 0.399 0.169 0.152 0.590 0.269 Back of Queue ( Q ), ft/ln ( 95 th percentile)12.9 111.6 25.6 13.3 100.7 13.8 33.9 12.3 16.6 59.1 21.2 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.5 4.4 1.0 0.5 4.0 0.5 1.3 0.5 0.7 2.3 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)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 9.8 13.3 11.5 9.5 13.0 11.9 14.4 13.8 11.4 14.6 13.7 Incremental Delay ( d 2 ), s/veh 0.1 2.2 0.1 0.1 2.0 0.1 0.2 0.1 0.1 0.6 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 9.9 15.5 11.6 9.6 15.1 12.0 14.5 13.9 11.4 15.2 13.9 Level of Service (LOS)A B B A B B B B B B B Approach Delay, s/veh / LOS 14.0 B 14.1 B 14.0 B 14.2 B Intersection Delay, s/veh / LOS 14.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.90 B 2.09 B Bicycle LOS Score / LOS 1.36 A 1.14 A 0.76 A 1.05 A Copyright © 2022 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 1/20/2022 11:33:33 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.250 Analyst RLA Analysis Date Dec 12, 2021 Area Type Other Jurisdiction City of Bozeman Time Period PM Peak Hour PHF 1.00 Urban Street Baxter Lane Analysis Year 2022 With Dev.Analysis Period 1> 7:00 Intersection Davis Lane File Name BaxterSignalPMw.xus Project Description Baxter & Davis Gas Station Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 135 323 24 82 349 113 53 231 40 46 219 108 Signal Information Green Yellow Red 3.9 1.0 13.8 2.6 0.3 7.8 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 45.5 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 5 2 1 6 3 8 7 4 Case Number 1.1 3.0 1.1 4.0 1.1 3.0 1.1 3.0 Phase Duration, s 8.9 18.8 7.9 17.8 6.9 12.1 6.6 11.8 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 4.2 8.4 3.3 13.0 3.1 4.6 2.9 7.0 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.8 0.0 0.5 0.0 0.9 Phase Call Probability 0.82 1.00 0.65 1.00 0.49 1.00 0.44 1.00 Max Out Probability 1.00 1.00 1.00 0.06 1.00 0.84 1.00 0.03 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 135 323 24 82 462 53 231 40 46 219 108 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1585 1781 1791 1781 1781 1585 1781 1870 1585 Queue Service Time ( g s ), s 2.2 6.4 0.5 1.3 11.0 1.1 2.6 1.0 0.9 5.0 2.8 Cycle Queue Clearance Time ( g c ), s 2.2 6.4 0.5 1.3 11.0 1.1 2.6 1.0 0.9 5.0 2.8 Green Ratio ( g/C )0.41 0.33 0.33 0.39 0.30 0.24 0.18 0.18 0.23 0.17 0.17 Capacity ( c ), veh/h 408 610 517 460 544 346 637 283 352 323 273 Volume-to-Capacity Ratio ( X )0.331 0.529 0.046 0.178 0.850 0.153 0.363 0.141 0.131 0.679 0.395 Back of Queue ( Q ), ft/ln ( 95 th percentile)29.4 99.8 6.1 18.3 175 16.6 41.6 13.9 14.5 87.3 40 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.2 3.9 0.2 0.7 6.9 0.7 1.6 0.5 0.6 3.4 1.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)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 10.1 12.5 10.5 9.6 14.9 13.9 16.4 15.7 14.0 17.6 16.7 Incremental Delay ( d 2 ), s/veh 0.2 0.4 0.0 0.1 1.8 0.1 0.1 0.1 0.1 0.9 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 10.3 12.9 10.5 9.6 16.7 14.0 16.5 15.8 14.1 18.6 17.1 Level of Service (LOS)B B B A B B B B B B B Approach Delay, s/veh / LOS 12.1 B 15.6 B 16.0 B 17.6 B Intersection Delay, s/veh / LOS 15.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.25 B 1.91 B 2.10 B Bicycle LOS Score / LOS 1.28 A 1.39 A 0.75 A 1.10 A Copyright © 2022 University of Florida, All Rights Reserved. HCS™ Streets Version 7.9.5 Generated: 1/20/2022 11:34:12 AM HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Davis & Thriftway App. Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/15/2021 East/West Street Thriftway Approach Analysis Year 2022 North/South Street Davis Lane Time Analyzed AM Peak With Dev.Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Baxter Thriftway Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)27 18 320 28 18 317 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 18 Capacity, c (veh/h)487 1205 v/c Ratio 0.09 0.01 95% Queue Length, Q₉₅ (veh)0.3 0.0 Control Delay (s/veh)13.1 8.0 Level of Service (LOS)B A Approach Delay (s/veh)13.1 0.6 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:29:43 AMDavisAppAMw.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Davis & Thriftway App. Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/15/2021 East/West Street Thriftway Approach Analysis Year 2022 North/South Street Davis Lane Time Analyzed PM Peak With Dev.Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Baxter Thriftway Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)30 20 448 31 21 348 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)50 21 Capacity, c (veh/h)393 1078 v/c Ratio 0.13 0.02 95% Queue Length, Q₉₅ (veh)0.4 0.1 Control Delay (s/veh)15.5 8.4 Level of Service (LOS)C A Approach Delay (s/veh)15.5 0.7 Approach LOS C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:31:26 AMDavisAppPMw.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Baxter & Thriftway App. Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/15/2021 East/West Street Baxter Lane Analysis Year 2022 North/South Street Thriftway Approach Time Analyzed AM Peak with Dev.Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Baxter Thriftway 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 0 0 0 0 1 Configuration T TR R Volume (veh/h)470 367 31 30 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 Critical Headway (sec)6.23 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)30 Capacity, c (veh/h)663 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)10.7 Level of Service (LOS)B Approach Delay (s/veh)10.7 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:28:42 AMBaxterRioW.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Baxter & Thriftway App. Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/15/2021 East/West Street Baxter Lane Analysis Year 2022 North/South Street Thriftway Approach Time Analyzed PM Peak with Dev.Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Baxter Thriftway 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 0 0 0 0 1 Configuration T TR R Volume (veh/h)410 510 34 33 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 Critical Headway (sec)6.23 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 Capacity, c (veh/h)549 v/c Ratio 0.06 95% Queue Length, Q₉₅ (veh)0.2 Control Delay (s/veh)12.0 Level of Service (LOS)B Approach Delay (s/veh)12.0 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:29:06 AMBaxterRioPMw.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/12/2021 East/West Street Baxter Lane Analysis Year 2022 North/South Street Windward Avenue Time Analyzed AM peak Hour With Dev.Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Baxter & Davis Gas Station 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 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume (veh/h)470 8 8 458 4 12 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 16 Capacity, c (veh/h)1079 465 v/c Ratio 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.4 13.0 Level of Service (LOS)A B Approach Delay (s/veh)0.1 13.0 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:28:01 AMWindwardAMw.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Agency/Co.ATS Jurisdiction City of Bozeman Date Performed 12/12/2021 East/West Street Baxter Lane Analysis Year 2022 North/South Street Windward Avenue Time Analyzed PM peak Hour With Dev.Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Baxter & Davis Gas Station 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 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume (veh/h)446 1 4 488 4 8 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 12 Capacity, c (veh/h)1108 445 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.3 13.3 Level of Service (LOS)A B Approach Delay (s/veh)0.1 13.3 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 1/20/2022 11:27:37 AMWindwardPMw.xtw APPENDIX D Turn-Lane Warrants