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13 Traffic Impact Study
THE DEPOT ON CHURCH TRAFFIC IMPACT STUDY UPDATE Prepared For JBBArch JANUARY 2026 Bozeman, Gallatin County, Montana Traffic Impact Study Update THE DEPOT ON CHURCH Bozeman, Gallatin County, Montana Prepared For JBBArch January 2026 Project No. 25-0110 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com PTOE Certification – 2020 Table of Contents | i Traffic Impact Study Update – The Depot on Church January 2026 Table of Contents Executive Summary 1 Purpose of Report & Study Objectives ............ 1 Study Area ................................................... 1 Location & Land Use ....................................... 1 Transportation Network ................................ 1 Study Intersections & Traffic Volumes .............. 1 Proposed Development ................................. 2 Projected Traffic Volumes ............................. 3 Through Traffic Projections .............................. 3 Background Development ................... 3 Growth Rate Projections ...................... 3 Total Traffic Projections ................................... 3 Transportation Analyses ............................... 4 Analysis Scenarios .......................................... 4 Assessment of Impacts ................................... 4 Traffic Operations ................................ 4 Safety .................................................... 4 Conclusions & Recommendations ................. 4 Site Access ................................................. 5 Alternative Modes of Transportation .............. 5 Pedestrians & Bicyclists .................................. 5 Transit Service ................................................ 5 Improvements & Traffic Control Guidance ...... 5 Proposed Study Area Development 6 Proposed Development Plan ......................... 6 Traffic Impact Analysis Horizon ..................... 6 Transportation Elements of the Proposed Development ................................ 6 Trip Generation ............................................... 6 Trip Distribution .............................................. 9 Traffic Assignment .......................................... 9 Pedestrians & Bicyclists ................................ 17 Transit Service .............................................. 17 Existing Conditions 17 Study Area Land Use .................................. 17 Transportation Network .............................. 17 Study Intersections ....................................... 17 Alternative Modes of Transportation ............ 19 Traffic Volumes.......................................... 20 Safety ....................................................... 20 Crash Experience .......................................... 20 East Babcock Street & South Wallace Avenue ................................... 20 East Babcock Street Pedestrian Crossings ..... 26 Projected Traffic 26 Through Traffic Projections ......................... 26 Background Development ............................. 26 Growth Rate Projections ................................ 29 Projected Through Traffic Volumes ................. 29 Total Traffic Projections ................................. 34 ii | Table of Contents Traffic Impact Study – The Depot on Church January 2026 Transportation Analyses 34 Analysis Scenarios ..................................... 34 Analysis Methodologies .............................. 34 Operations .................................................... 34 Unsignalized Intersections ................ 39 Study Scenario Analyses ............................. 39 Existing Conditions (2025) Study Scenario Operations Analyses .............. 39 No Build Scenario – Estimated 2028 Background Traffic Volumes .......................... 39 Full Utilization Scenario – Estimated 2028 Total Traffic Volumes............ 39 Assessment of Impacts 43 Traffic Operations ...................................... 43 Safety ....................................................... 43 Crash Experience .......................................... 43 East Babcock Street & South Wallace Avenue ................................... 43 East Babcock Street Pedestrian Crossings ..... 43 Alternative Modes of Transportation ............ 43 Existing Conditions ....................................... 43 Proposed Development ................................. 44 Pedestrians & Bicyclists .................... 44 Transit Service ................................... 44 Compliance with Applicable Local Codes ..... 44 Conclusions & Recommendations 44 Site Access ............................................... 44 Alternative Modes of Transportation ............ 44 Pedestrians & Bicyclists ................................ 44 Transit Service .............................................. 44 Improvements & Traffic Control Guidance .... 44 References 45 Appendices Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix B Traffic Count Data Appendix C Trip Generation Analyses Appendix D Average Annual Growth Rate Analyses for Vehicular Traffic Appendix E Capacity & Level of Service Analyses E-1: Intersection Operations Summaries E-2: 2025 Existing Conditions E-3: 2028 Estimated Background Traffic E-4: 2028 Estimated Total Traffic List of Tables & Figures | iii Traffic Impact Study Update – The Depot on Church January 2026 List of Tables Table 1: Estimated Project Trip Generation ...................................................................................................................... 10 Table 2: Study Area Intersections Existing Characteristics .............................................................................................. 18 Table 3: 2020 – 2024 Study Area Intersections Reported Crash Experience Summary .............................................. 25 Table 4: Study Area Intersections Reported Crash Experience Rate Summary .............................................................. 25 Table 5: Estimated Average Annual Growth Rates ........................................................................................................... 29 Table A-1: Level of Service Criteria for Stop-Controlled Intersections ............................................................................. A-1 iv | List of Tables & Figures Traffic Impact Study – The Depot on Church January 2026 List of Figures Figure 1: Development Location & Study Area .................................................................................................................... 7 Figure 2: Development Layout .............................................................................................................................................. 8 Figure 3: Estimated Trip Distribution – Residential .......................................................................................................... 11 Figure 4: Estimated Trip Distribution – Nonresidential .................................................................................................... 12 Figure 5: Estimated Site Vehicle Traffic Assignment South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 13 Figure 6: Estimated Site Vehicle Traffic Assignment | Alley Intersections ...................................................................... 14 Figure 7: Estimated Site Pedestrian & Bicyclist Traffic Assignment South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 15 Figure 8: Estimated Site Pedestrian & Bicyclist Assignment | Alley Intersections ......................................................... 16 Figure 9: 2025 Existing Vehicle Traffic Volumes South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 21 Figure 10: 2025 Existing Vehicle Traffic Volumes | Alley Intersections .......................................................................... 22 Figure 11: 2025 Existing Pedestrian & Bicyclist Volumes South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 23 Figure 12: 2025 Existing Pedestrian & Bicyclist Volumes | Alley Intersections ............................................................. 24 Figure 13: Estimated 2028 Build-Up Traffic Volumes South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 27 Figure 14: Estimated 2028 Build-Up Traffic Volumes | Alley Intersections .................................................................... 28 Figure 15: Estimated 2028 Background Vehicle Traffic Volumes South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 30 Figure 16: Estimated 2028 Background Vehicle Traffic Volumes | Alley Intersections ................................................ 31 Figure 17: Estimated 2028 Background Pedestrian & Bicyclist Volumes S. Church Ave. & S. Wallace Ave. Intersections ................................................................................................................ 32 Figure 18: Estimated 2028 Background Pedestrian & Bicyclist Volumes | Alley Intersections .................................... 33 Figure 19: Estimated 2028 Total Vehicle Traffic Volumes South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 35 Figure 20: Estimated 2028 Total Vehicle Traffic Volumes | Alley Intersections ............................................................ 36 Figure 21: Estimated 2028 Total Pedestrian & Bicyclist Volumes South Church Avenue & South Wallace Avenue Intersections ........................................................................................ 37 Figure 22: Estimated 2028 Total Pedestrian & Bicyclist Volumes | Alley Intersections ................................................ 38 Figure 23: Traffic Operations Summary for 2025 Existing Conditions ............................................................................ 40 Figure 24: Traffic Operations Summary for Estimated 2028 Background Conditions ................................................... 41 Figure 25: Traffic Operations Summary for Estimated 2028 Total Conditions ............................................................... 42 Figure A-1: Control Delay and Flow Rate ........................................................................................................................... A-1 1 Traffic Impact Study Update – The Depot on Church January 2026 Executive Summary Purpose of Report & Study Objectives This report summarizes the results of a traffic impact study conducted by E5 Engineering, PLLC for the proposed development of The Depot on Church to be located at 112 South Church Avenue in Bozeman, Gallatin County, Montana. The objectives of the traffic study are as follows: Determine the existing vehicle, pedestrian, bicycle, and transit conditions in the study area to establish a base condition. Assess the impact that the proposed development will have on transportation conditions in the area. Determine any street, access, bicycle, and pedestrian modifications and/or improvements that will be necessary to effectively accommodate and mitigate future conditions. Study Area Location & Land Use The proposed development of the Depot on Church is to be located on Parcels 1 and 2 of Block A of Rouse’s Second Addition in Bozeman, Gallatin County, Montana. The project is bounded by South Church Avenue to the west and an existing alley to the east plus commercial and residential properties in the surrounding area. Transportation Network Study Intersections & Traffic Volumes The existing intersections within the study area that were the primary focus, as requested by the City of Bozeman, and evaluated as a part of this study include the following: 1 | South Church Avenue & East Olive Street 2 | East Olive Street & Alley between South Church Avenue & South Wallace Avenue 3 | South Wallace Avenue & East Olive Street 4 | East Babcock Street & South Wallace Avenue 5 | East Babcock Street & Alley between South Church Avenue & South Wallace Avenue 6 | East Babcock Street & South Church Avenue Current vehicle, pedestrian, and bicycle counts were utilized for the study area intersections based on averages taken for three weekdays at each location on October 14, 15, and 16, 2025 (Tuesday, Wednesday, and Thursday). Each of the intersection counts were completed for two 2-hour periods – between 7:00 and 9:00 a.m. (AM peak period) and 4:00 and 6:00 p.m. (PM peak period). The count data were not adjusted for seasonal or daily variations that may occur throughout the year from when the counts were taken as this would reduce observed counts and result in less conservative analyses of current transportation network conditions. 2 Traffic Impact Study – The Depot on Church January 2026 Alternative Modes of Transportation Sidewalks are available for pedestrians along both sides of South Church Avenue, East Olive Street, and East Babcock Street within the study area. South Wallace Avenue does have sidewalk on both sides of the roadway south of East Olive Street; however, there is not currently any sidewalk between East Olive Street and East Main Street. There are not any designated bike lanes along any of the roadways within the immediate study area, but bicyclists were observed sharing the roadway with motorists through weekday, peak period traffic counts. Streamline currently provides transit service to Belgrade, Bozeman, Livingston, and Montana State University but does not currently have any routes immediately adjacent to the Depot on Church site; however, it does have routes in the vicinity of the proposed development along East Babcock Street and South Rouse Avenue – the Blueline, Purpleline, and Brownline weekday and weekend routes. The Blueline route provides connectivity within Bozeman and provides links to the Belgrade (Pinkline) and Livingston (Greenline) routes. Proposed Development The proposed Depot on Church development project has been evaluated based on the following: The project as currently designed consists of a seven-story mixed-use building. o Up to fifteen (15) dwelling units; o Commercial Space – 2,642 square feet (ft2) on the basement level; o Retail Space – 1,675 ft2 on the 1st floor plus 1,720 ft2 of storage space on the basement level for a total of 3,395 ft2; and o Office Space – 4,021 ft2 on the 2nd floor. Estimated trip generation for the proposed development was derived utilizing rates published by the Institute of Transportation Engineers (ITE) in the Trip Generation Manual, 12th Edition published in August 2025. The rates used in the analyses were based on a combination of the following: o Multifamily Housing (Mid-Rise) | ITE Land Use Code 221 Utilized for the residential space with a general urban / suburban setting and the proposed number of dwelling units as the independent variable. o Mid-Rise Residential with Ground-Floor Commercial (GFA 1-25k) | ITE Land Use Code 231 Utilized for the commercial and retail spaces with a general urban / suburban setting and the proposed number of dwelling units (up to 15) as the independent variable. The estimated trip generation for the total proposed number of dwelling units was proportioned for the commercial and retail spaces based on their proposed gross floor area (GFA). The directional distribution of forecast vehicle trips was based on ITE Land Use Code 876: Apparel Store. o Small Office Building | ITE Land Use Code 712 Utilized for the office space with a general urban / suburban setting and the proposed 1,000 square feet (ft2) of gross floor area as the independent variable. The directional distribution of forecast vehicle trips was based on ITE Land Use Code 876: Apparel Store. 3 Traffic Impact Study Update – The Depot on Church January 2026 o Estimated Average Weekday Trips: 246 Vehicle | 14 Pedestrian | 8 Bicycle o Estimated Average Weekday, AM Peak Hour Trips: 17 Vehicle | 3 Pedestrian | 1 Bicycle o Estimated Average Weekday, PM Peak Hour Trips: 20 Vehicle | 5 Pedestrian | 1 Bicycle Access to the development is proposed via the existing alley east of the site between East Olive Street and East Babcock Street. Sidewalk improvements and bicycle parking are included with the Depot on Church project. No specific transit-oriented improvements are presently included with the development. The proposed development of the Depot on Church has been evaluated as having full utilization by the year 2028 for this study, anticipating completion of construction and full occupancy. Projected Traffic Volumes Through Traffic Projections Background Development Other known developments in the study area that are in various stages of development or review processes within the evaluated 2028 analysis period of this study include the following: Block B Condominium Canopy Hotel Growth Rate Projections Estimated growth rate generated traffic volumes were projected for the year 2028 by applying an average annual growth rate (AAGR) to the 2025 traffic volumes. Historical traffic growth trends in the area were evaluated to develop estimates for 3-year AAGR values based on available average annual daily traffic (AADT) from MDT for East Babcock Street and South Church Avenue to develop forecasted growth trends within the study area through the year 2028. AAGR values for East Olive Street, South Wallace Avenue, and the existing alley were assumed to be the same as those for South Church Avenue. Total Traffic Projections Estimated 2028 total traffic volumes include the combination of background traffic volumes with those projected for the proposed Depot on Church development. 4 Traffic Impact Study – The Depot on Church January 2026 Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: Existing Conditions (2025) Consists of an operational analysis of October 2025 counts collected as part of this study. No Build Scenario – Estimated 2028 Background Traffic Volumes Consists of projected, non-site background traffic volumes resulting from applied AAGR values. Full Utilization Scenario – Estimated 2028 Total Traffic Volumes Consists of estimated 2028 background traffic volumes in combination with forecast traffic from the proposed Depot on Church development. Assessment of Impacts Traffic Operations Each of the study area intersections is currently operating within acceptable levels of service and are projected to continue to do so with development generated traffic from the proposed Depot on Church development. Safety Crash Experience A significant crash experience trend was not identified at any of the study area intersections. East Babcock Street & South Wallace Avenue Concerns were noted at the intersection of East Babcock Street and South Wallace Avenue – traffic control confusion, ignoring of stop signs, wrong way vehicles, and lane encroachment. East Babcock Street Pedestrian Crossings Crosswalks across East Babcock Street currently include stop or yield lines offset approximately four feet (4’) from the edge of the crosswalk and lack supplemental Yield Here to (Stop Here for) Pedestrians (R1-5 series) signs as required by the MUTCD. It is also recommended that the stop or yield lines be located between 20 and 50 feet from the crosswalk on the uncontrolled multilane approaches to provide for improved visibility of pedestrians or bicyclists using the crosswalk such that they are not obscured by a stopped vehicle in an adjacent through lane. Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed Depot on Church project will have minimal impact on area traffic operations. Based on the analyses included herein, the following are recommended as appropriate: 5 Traffic Impact Study Update – The Depot on Church January 2026 Site Access The proposed access for the Depot on Church to and from the alley between East Babcock Street and East Olive Street should be designed to accommodate the appropriate design vehicles, include considerations of the needs for non-motorized users, and provide adequate intersection sight distance in accordance with City of Bozeman and AASHTO standards. Alternative Modes of Transportation Pedestrians & Bicyclists Sidewalk improvements and bicycle parking are included in the development plan for the Depot on Church project. Transit Service No specific transit-oriented improvements are presently included with the development. Improvements & Traffic Control Guidance Included recommendations for mitigation and the proposed Depot on Church development should be installed according to City of Bozeman requirements (as applicable), the most current editions of the Montana Public Works Standard Specifications, Montana Department of Transportation requirements, and the Manual on Uniform Traffic Control Devices. 6 Traffic Impact Study – The Depot on Church January 2026 Proposed Study Area Development Proposed Development Plan The proposed development of the Depot on Church to be located in Bozeman, Gallatin County, Montana at 112 South Church Avenue on Parcels 1 and 2 of Block A of Rouse’s Second Addition situated in the northwest quarter of the southeast quarter of Section 7, Township 2 South, Range 6 East of the Principal Meridian of Montana (NW ¼ SE ¼, Sec. 7, T2S, R6E, P.M.M.). The project as currently designed consists of a seven-story mixed-use building that includes the following: Up to Fifteen (15) Dwelling Units Residential dwelling units on floors 2 through 6. Commercial Space 2,642 square feet (ft2) on the basement level. Retail Space 1,675 ft2 on the 1st floor plus 1,720 ft2 of storage space on the basement level for a total of 3,395 ft2. Office Space 4,021 ft2 on the 2nd floor. The project is bounded by South Church Avenue to the west and an existing alley to the east plus commercial and residential properties in the surrounding area. Access to the development is proposed via the existing alley east of the site between East Olive Street and East Babcock Street. The proposed development location and study area are shown in Figure 1 on the following page and in Figure 2 on page 8. Traffic Impact Analysis Horizon The proposed development of the Depot on Church has been evaluated as having full utilization by the year 2028 for this study, anticipating completion of construction and full occupancy. Transportation Elements of the Proposed Development Trip Generation Estimated trip generation for the proposed development was derived utilizing rates published by the Institute of Transportation Engineers (ITE) in the Trip Generation Manual, 12th Edition published in August 2025. The rates used in the analyses were based on a combination of the following: Multifamily Housing (Mid-Rise) | ITE Land Use Code 221 Utilized for the residential space with a general urban / suburban setting and the proposed number of dwelling units as the independent variable. Mid-Rise Residential with Ground-Floor Commercial (GFA 1-25k) | ITE Land Use Code 231 Utilized for the commercial and retail spaces with a general urban / suburban setting and the proposed number of dwelling units (up to 15) as the independent variable. The estimated trip generation for the total proposed number of dwelling units was proportioned for the commercial and retail spaces based on their proposed gross floor area (GFA). The directional distribution of forecast vehicle trips was based on ITE Land Use Code 876: Apparel Store. Small Office Building | ITE Land Use Code 712 Utilized for the office space with a general urban / suburban setting and the proposed 1,000 square feet (ft2) of gross floor area as the independent variable. The directional distribution of forecast vehicle trips was based on ITE Land Use Code 876: Apparel Store. 7 Traffic Impact Study Update – The Depot on Church January 2026 Figure 1: Development Location & Study Area 8 Traffic Impact Study – The Depot on Church January 2026 Figure 2: Development Layout 9 Traffic Impact Study Update – The Depot on Church January 2026 The combination of the ITE rates was compared to those determined through a study of those for urban infill land uses in California conducted by the Association of Bay Governments (ABAG), Kimley-Horn and Associates, Inc., and Economic & Planning Systems (Trip Generation Rates for Urban Infill Land Uses In California – Phase 1: Data Collection Methodology and Pilot Application, Final Report, April 24, 2008). The ITE rates were found to be greater than those in the urban infill study for similar uses. Based on the utilized ITE trip generation rates, the proposed project is estimated to generate a total of 246 average weekday vehicle trips and 17 vehicle trips during the weekday, AM peak hour plus 20 during the weekday, PM peak hour. Pedestrian and/or bicyclist related trips may also comprise trips with the proposed development due to its location in relation to activity centers near the study area. The estimated trip generation for the proposed development is presented in Table 1 on the following page and is provided in Appendix C. Trip Distribution Trip distribution is the process of identifying the probable traffic routes that development related traffic will utilize based on likely trip origins and destinations given the characteristics of the proposed development and the surrounding area. Various methods are available for estimating trip distribution, including the analogy, trip distribution model, area of influence, origin-destination (O-D), and surrogate data methods. This study utilizes a combination of the analogy method that bases the trip distribution on existing travel patterns in the area, and the O-D method that considers likely trip origins and destinations. Figure 3 on page 11 shows the estimated trip distribution for the residential portion of The Depot on Church development. Figure 4 on page 12 shows the estimated trip distribution for the nonresidential portion of the project. Traffic Assignment The assignment of development traffic provides the necessary information to determine the level of site related impacts to the area roadway system and intersections. It involves determining the volume of traffic and its movements within the transportation system. At a minimum, trip assignment must also consider route choice, how the existing transportation system functions, and travel times to and from the development. The resulting traffic assignment within the study area for the Depot on Church development is shown in the following figures and on the noted pages: Figure 5: Estimated Site Vehicle Traffic Assignment South Church Avenue & South Wallace Avenue Intersections – Page 13 Figure 6: Estimated Site Vehicle Traffic Assignment | Alley Intersections – Page 14 Figure 7: Estimated Site Pedestrian & Bicyclist Traffic Assignment South Church Avenue & South Wallace Avenue Intersections – Page 15 Figure 8: Estimated Site Pedestrian & Bicyclist Assignment | Alley Intersections – Page 16 10 Traffic Impact Study – The Depot on Church January 2026 Table 1: Estimated Project Trip Generation Land Use ITE Code Quantity Units Estimated Vehicle Trip Ends Enter Exit Total Residential Space Multifamily Housing (Mid-Rise) 221 15 Dwelling Units Estimated Average Weekday Trip Ends 34 34 68 Estimated Weekday, AM Peak Hour of Adjacent Street Traffic One Hour Between 7:00 – 9:00 a.m. Trip Ends 1 5 6 Estimated Weekday, PM Peak Hour of Adjacent Street Traffic One Hour Between 4:00 – 6:00 p.m. Trip Ends 4 2 6 Office Space Small Office Building 712 3.65 1,000 Square Feet of Gross Floor Area Estimated Average Weekday Trip Ends 27 27 54 Estimated Weekday, AM Peak Hour of Adjacent Street Traffic One Hour Between 7:00 – 9:00 a.m. Trip Ends 5 1 6 Estimated Weekday, PM Peak Hour of Adjacent Street Traffic One Hour Between 4:00 – 6:00 p.m. Trip Ends 3 5 8 Retail Space Mid-Rise Residential with Ground-Floor Commercial (GFA 1-25k) 231 1.70 GFA 15 Dwelling Units Trip generation estimates utilize ITE Land Use Code 231: Mid-Rise Residential with Ground-Floor Commercial (GFA 1-25k) having 15 dwelling units, proportioning estimated trips with the commercial use type for the proposed building. Estimated Average Weekday Trip Ends 24 24 48 Estimated Weekday, AM Peak Hour of Adjacent Street Traffic One Hour Between 7:00 – 9:00 a.m. Trip Ends 2 0 2 Estimated Weekday, PM Peak Hour of Adjacent Street Traffic One Hour Between 4:00 – 6:00 p.m. Trip Ends 1 1 2 Commercial Space Mid-Rise Residential with Ground-Floor Commercial (GFA 1-25k) 231 2.59 GFA 15 Dwelling Units Trip generation estimates utilize ITE Land Use Code 231: Mid-Rise Residential with Ground-Floor Commercial (GFA 1-25k) having 15 dwelling units, proportioning estimated trips with the retail use type for the proposed building. Estimated Average Weekday Trip Ends 38 38 76 Estimated Weekday, AM Peak Hour of Adjacent Street Traffic One Hour Between 7:00 – 9:00 a.m. Trip Ends 2 1 3 Estimated Weekday, PM Peak Hour of Adjacent Street Traffic One Hour Between 4:00 – 6:00 p.m. Trip Ends 2 2 4 Project Totals Estimated Average Weekday Trip Ends 123 123 246 Estimated Weekday, AM Peak Hour of Adjacent Street Traffic One Hour Between 7:00 – 9:00 a.m. Trip Ends 10 7 17 Estimated Weekday, PM Peak Hour of Adjacent Street Traffic One Hour Between 4:00 – 6:00 p.m. Trip Ends 10 10 20 11 Traffic Impact Study Update – The Depot on Church January 2026 Figure 3: Estimated Trip Distribution – Residential 12 Traffic Impact Study – The Depot on Church January 2026 Figure 4: Estimated Trip Distribution – Nonresidential 13 Traffic Impact Study Update – The Depot on Church January 2026 Figure 5: Estimated Site Vehicle Traffic Assignment | South Church Avenue & South Wallace Avenue Intersections 14 Traffic Impact Study – The Depot on Church January 2026 Figure 6: Estimated Site Vehicle Traffic Assignment | Alley Intersections 15 Traffic Impact Study Update – The Depot on Church January 2026 Figure 7: Estimated Site Pedestrian & Bicyclist Traffic Assignment | South Church Avenue & South Wallace Avenue Intersections 16 Traffic Impact Study – The Depot on Church January 2026 Figure 8: Estimated Site Pedestrian & Bicyclist Assignment | Alley Intersections 17 Traffic Impact Study Update – The Depot on Church January 2026 Pedestrians & Bicyclists Sidewalk improvements and bicycle parking are included in the development plan for the Depot on Church project. Transit Service No specific transit-oriented improvements are presently included with the development. Existing Conditions Study Area Land Use As noted previously, the proposed development of the Depot on Church is to be located on Parcels 1 and 2 of Block A of Rouse’s Second Addition in Bozeman, Gallatin County, Montana. The project is bounded by South Church Avenue to the west and an existing alley to the east plus commercial and residential properties in the surrounding area as can be seen in the aerial imagery shown in Figure 2 on page 8. Transportation Network Some of the key characteristics of the existing intersections within the study area are listed in the section that follows and are provided in Table 2 on the following page. All roadways are under the jurisdiction of the City of Bozeman. Study Intersections The existing intersections within the study area that were the primary focus, as requested by the City of Bozeman, and evaluated as a part of this study include the following: 1 | South Church Avenue & East Olive Street 2 | East Olive Street & Alley between South Church Avenue and South Wallace Avenue 3 | South Wallace Avenue & East Olive Street 4 | East Babcock Street & South Wallace Avenue 5 | East Babcock Street & Alley between South Church Avenue and South Wallace Avenue 6 | East Babcock Street & South Church Avenue 18 Traffic Impact Study – The Depot on Church January 2026 Table 2: Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 1 South Church Avenue & East Olive Street 2-Way (EB & WB) EB WB NB SB 2 East Olive Street & Alley 2-Way (NB & SB) NB & SB Approaches are not Signed but Operate as Stop- Controlled EB WB NB SB 3 South Wallace Avenue & East Olive Street 1-Way (EB) EB NB No ADA compliant curb ramp on the west side of the intersection. SB No ADA compliant curb ramp on either the east or west sides of the intersection. 4 East Babcock Street & South Wallace Avenue 2-Way (NB & SB) EB NB No ADA compliant curb ramp on the east side of the intersection. SB No ADA compliant curb ramp on either the east or west sides of the intersection. EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound 19 Traffic Impact Study Update – The Depot on Church January 2026 Table 2 (continued): Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 5 East Babcock Street & Alley 2-Way (NB & SB) NB & SB Approaches are not Signed but Operate as Stop- Controlled EB NB SB 6 East Babcock Street & South Church Avenue 2-Way (NB & SB) EB East and west sides of the intersection. NB SB EB = Eastbound; NB = Northbound; and SB = Southbound. Alternative Modes of Transportation Sidewalks are available for pedestrians along both sides of South Church Avenue, East Olive Street, and East Babcock Street within the study area. South Wallace Avenue does have sidewalk on both sides of the roadway south of East Olive Street; however, there is not currently any sidewalk between East Olive Street and East Main Street. There are not any designated bike lanes along any of the roadways within the immediate study area, but bicyclists were observed sharing the roadway with motorists through weekday, peak period traffic counts. Streamline currently provides transit service to Belgrade, Bozeman, Livingston, and Montana State University. This service is currently free for all passengers, which creates an incentive for transit ridership. Streamline does not currently have any routes immediately adjacent to the Depot on Church site; however, it does have routes in the vicinity of the proposed development along East Babcock Street and South Rouse Avenue – the Blueline, Purpleline, and Brownline weekday and weekend routes. The Blueline route provides connectivity within Bozeman and provides links to the Belgrade (Pinkline) and Livingston (Greenline) routes. 20 Traffic Impact Study – The Depot on Church January 2026 Traffic Volumes Current vehicle, pedestrian, and bicycle counts were utilized for the study area intersections based on averages taken for three weekdays at each location on October 14, 15, and 16, 2025 (Tuesday, Wednesday, and Thursday). Each of the intersection counts were completed for two 2-hour periods – between 7:00 and 9:00 a.m. (AM peak period) and 4:00 and 6:00 p.m. (PM peak period). The count data were not adjusted for seasonal or daily variations that may occur throughout the year from when the counts were taken as this would reduce observed counts and result in less conservative analyses of current transportation network conditions. Summaries of the count data are shown in the following figures and on the noted pages. The count data are also provided in Appendix B. Figure 9: 2025 Existing Vehicle Traffic Volumes South Church Avenue & South Wallace Avenue Intersections – Page 21 Figure 10: 2025 Existing Vehicle Traffic Volumes | Alley Intersections – Page 22 Figure 11: 2025 Existing Pedestrian & Bicyclist Volumes South Church Avenue & South Wallace Avenue Intersections – Page 23 Figure 12: 2025 Existing Pedestrian & Bicyclist Volumes | Alley Intersections – Page 24 Safety Crash Experience Traffic safety conditions were documented by reviewing the crash history of the study area intersections using data provided from the MDT crash database. Public crash information for the period 2020 through 2024, the most recent five years available, was reviewed. MDT reported four (4) crashes at or within the vicinity of the study area intersections over the five-year period. The reported crashes and the crash experience rates are summarized in Table 6 and Table 7 on page 25. Limited data is available through the public crash information provided by MDT. Additional crash information such as type; weather, roadway, and lighting conditions; number of vehicles, pedestrian, or bicyclist involvement; age and gender of drivers; and other potentially contributing conditions can be obtained through a review of the specific crash reports. East Babcock Street & South Wallace Avenue During evaluation of weekday, AM and PM peak period traffic counts, a number of concerns at the intersection of East Babcock Street and South Wallace Avenue were observed. There were frequent observations of the following: Traffic Control Confusion Eastbound drivers on East Babcock Street were frequently observed stopping at the intersection with South Wallace Avenue, even though pedestrians or bicyclists were not present, despite the approach being uncontrolled (free-flowing) for left- and right-turns. Ignoring of Stop Signs Drivers as well as a number of bicyclists were observed ignoring the stop signs on South Wallace Avenue, primarily in the northbound direction. Wrong Way Vehicles There were frequent observations of drivers turning from South Wallace Avenue onto East Babcock Street, which is a one-way street in the eastbound direction. Lane Encroachment Drivers were observed splitting the two lanes on East Babcock Street when making left-turns. 21 Traffic Impact Study Update – The Depot on Church January 2026 Figure 9: 2025 Existing Vehicle Traffic Volumes | South Church Avenue & South Wallace Avenue Intersections 22 Traffic Impact Study – The Depot on Church January 2026 Figure 10: 2025 Existing Vehicle Traffic Volumes | Alley Intersections 23 Traffic Impact Study Update – The Depot on Church January 2026 Figure 11: 2025 Existing Pedestrian & Bicyclist Volumes | South Church Avenue & South Wallace Avenue Intersections 24 Traffic Impact Study – The Depot on Church January 2026 Figure 12: 2025 Existing Pedestrian & Bicyclist Volumes | Alley Intersections 25 Traffic Impact Study Update – The Depot on Church January 2026 Table 3: 2020 – 2024 Study Area Intersections Reported Crash Experience Summary Intersection Reported Crashes 2020 2021 2022 2023 2024 5-Year Total 5-Year Average 1 South Church Avenue & East Olive Stret 0 0 0 0 0 0 0.00 2 East Olive Street & Alley 0 0 0 0 0 0 0.00 3 South Wallace Avenue & East Olive Street 0 0 0 0 0 0 0.00 4 East Babcock Street & South Wallace Avenue 0 0 0 0 1 1 0.20 5 East Babcock Street & Alley 0 0 0 0 0 0 0.00 6 East Babcock Street & South Church Avenue 0 0 2 0 1 3 0.60 Study Area Totals 0 0 2 0 2 4 0.80 Table 4: Study Area Intersections Reported Crash Experience Rate Summary Intersection 2025 Estimated Average Weekday Traffic Entering Intersection Reported 5-Year Average Crash Involvement Rate for Intersection Per Million Entering Vehicles (MEV) 1 South Church Avenue & East Olive Street 4,440 0.00 2 East Olive Street & Alley 960 0.00 3 South Wallace Avenue & East Olive Street 1,795 0.00 4 East Babcock Street & South Wallace Avenue 4,500 0.12 5 East Babcock Street & Alley 3,180 0.00 6 East Babcock Street & South Church Avenue 6,105 0.27 26 Traffic Impact Study – The Depot on Church January 2026 East Babcock Street Pedestrian Crossings Crosswalks across East Babcock Street currently include stop or yield lines offset approximately four feet (4’) from the edge of the crosswalk and lack supplemental Yield Here to (Stop Here for) Pedestrians (R1-5 series) signs as required by the Manual on Uniform Traffic Control Devices, 11th Edition (MUTCD) published by the United States Department of Transportation - Federal Highway Administration (December 2023). It is also recommended that the stop or yield lines be located between 20 and 50 feet from the crosswalk on the uncontrolled multilane approaches to provide for improved visibility of pedestrians or bicyclists using the crosswalk such that they are not obscured by a stopped vehicle in an adjacent through lane. Projected Traffic Through Traffic Projections An estimate of non-site related traffic growth is necessary to reflect potential impacts more accurately from the proposed Depot on Church development in the study area through the year 2028. Three primary means are typically used to estimate growth of non-site generated traffic (background traffic growth) – the use of transportation plans or models and the build-up or growth rate methods. This study utilized the growth rate method that involves evaluating the historic traffic growth rates within a study area, assuming that those trends will remain approximately the same and continue in the future. Background Development Other known developments in the study area that are in various stages of development or review processes within the evaluated 2028 analysis period of this study include the following: Block B Condominium Data Source: Block B Condominium Traffic Impact Study prepared by Sanderson Stewart (May 2024). Canopy Hotel Data Source: Canopy Hotel Traffic Impact Study prepared by Sanderson Stewart (June 2024). The Block B Condominium and Canopy Hotel developments are anticipated to be completed by the 2028 analysis horizon. Traffic growth within the study area from these developments is represented through available data from the above noted traffic impact studies. No anticipated pedestrian or bicyclist volumes generated by the proposed developments were noted at any of the included intersections with those two studies; therefore, that has been excluded as part of the build-up volumes. The resulting build-up traffic within the study area for these known developments is shown in the following figures and on the noted pages: Figure 13: Estimated 2028 Build-Up Traffic Volumes South Church Avenue & South Wallace Avenue Intersections – Page 27 Figure 14: Estimated 2028 Build-Up Traffic Volumes | Alley Intersections – Page 28 27 Traffic Impact Study Update – The Depot on Church January 2026 Figure 13: Estimated 2028 Build-Up Traffic Volumes | South Church Avenue & South Wallace Avenue Intersections 28 Traffic Impact Study – The Depot on Church January 2026 Figure 14: Estimated 2028 Build-Up Traffic Volumes | Alley Intersections 29 Traffic Impact Study Update – The Depot on Church January 2026 Growth Rate Projections Estimated growth rate generated traffic volumes were projected for the year 2028 by applying an average annual growth rate (AAGR) to the 2025 traffic volumes. Historical traffic growth trends in the area were evaluated to develop estimates for 3-year AAGR values based on available average annual daily traffic (AADT) from MDT for East Babcock Street and South Church Avenue to develop forecasted growth trends within the study area through the year 2028. AAGR values for East Olive Street, South Wallace Avenue, and the existing alley were assumed to be the same as those for South Church Avenue. The AAGRs utilized as a part of this study are summarized Table 5 below and the analyses are provided in Appendix D. Table 5: Estimated Average Annual Growth Rates Roadway Segment Roadway Segment 2025 – 2028 AAGR South Church Avenue East Curtiss Street to East Main Street 1.30% East Olive Street South Rouse Avenue to South Wallace Avenue 1.30% Alley between South Church Avenue & South Wallace Avenue East Olive Street to East Babcock Street 1.30% South Wallace Avenue East Curtiss Street to East Main Street 1.30% East Babcock Street South Rouse Avenue to South Wallace Avenue 1.20% Projected Through Traffic Volumes The estimated 2028 background volumes within the study area that have been used in the analyses are shown in the following figures and on the noted pages: Figure 15: Estimated 2028 Background Vehicle Traffic Volumes South Church Avenue & South Wallace Avenue Intersections – Page 30 Figure 16: Estimated 2028 Background Vehicle Traffic Volumes | Alley Intersections – Page 31 Figure 17: Estimated 2028 Background Pedestrian & Bicyclist Volumes S. Church Ave. & S. Wallace Ave. Intersections – Page 32 Figure 18: Estimated 2028 Background Pedestrian & Bicyclist Volumes | Alley Intersections – Page 33 30 Traffic Impact Study – The Depot on Church January 2026 Figure 15: Estimated 2028 Background Vehicle Traffic Volumes | South Church Avenue & South Wallace Avenue Intersections 31 Traffic Impact Study Update – The Depot on Church January 2026 Figure 16: Estimated 2028 Background Vehicle Traffic Volumes | Alley Intersections 32 Traffic Impact Study – The Depot on Church January 2026 Figure 17: Estimated 2028 Background Pedestrian & Bicyclist Volumes | S. Church Ave. & S. Wallace Ave. Intersections 33 Traffic Impact Study Update – The Depot on Church January 2026 Figure 18: Estimated 2028 Background Pedestrian & Bicyclist Volumes | Alley Intersections 34 Traffic Impact Study – The Depot on Church January 2026 Total Traffic Projections Estimated 2028 total traffic volumes include the combination of background traffic volumes with those projected for the proposed Depot on Church development, which are shown in the following figures and on the noted pages: Figure 19: Estimated 2028 Total Vehicle Traffic Volumes South Church Avenue & South Wallace Avenue Intersections – Page 35 Figure 20: Estimated 2028 Total Vehicle Traffic Volumes | Alley Intersections – Page 36 Figure 21: Estimated 2028 Total Pedestrian & Bicyclist Volumes South Church Avenue & South Wallace Avenue Intersections – Page 37 Figure 22: Estimated 2028 Total Pedestrian & Bicyclist Volumes | Alley Intersections – Page 38 Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: Existing Conditions (2025) Consists of an operational analysis of October 2025 counts collected as part of this study. No Build Scenario – Estimated 2028 Background Traffic Volumes Consists of projected, non-site background traffic volumes resulting from applied AAGR values. Full Utilization Scenario – Estimated 2028 Total Traffic Volumes Consists of estimated 2028 background traffic volumes in combination with forecast traffic from the proposed Depot on Church development. Analysis Methodologies Operations The intersection analyses employ methodologies based on empirical research conducted by the Transportation Research Board (TRB) and other authorities, utilizing level of service (LOS) as the performance measure to evaluate the cumulative effects of such things as travel speed, traffic volumes, roadway and intersection capacity, travel delay, and traffic interruptions. Operating conditions are designated as LOS A through LOS F, representing the most to least favorable. LOS for intersections is determined by control delay, which is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from the free flow speed to the speed of vehicles in the queue. LOS characteristics based on varying durations of average vehicle delay as listed in the Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (HCM) published by the TRB are summarized in Appendix A. 35 Traffic Impact Study Update – The Depot on Church January 2026 Figure 19: Estimated 2028 Total Vehicle Traffic Volumes | South Church Avenue & South Wallace Avenue Intersections 36 Traffic Impact Study – The Depot on Church January 2026 Figure 20: Estimated 2028 Total Vehicle Traffic Volumes | Alley Intersections 37 Traffic Impact Study Update – The Depot on Church January 2026 Figure 21: Estimated 2028 Total Pedestrian & Bicyclist Volumes | South Church Avenue & South Wallace Avenue Intersections 38 Traffic Impact Study – The Depot on Church January 2026 Figure 22: Estimated 2028 Total Pedestrian & Bicyclist Volumes | Alley Intersections 39 Traffic Impact Study Update – The Depot on Church January 2026 Unsignalized Intersections The methodology used to determine the level of service for unsignalized intersections is based on Chapter 20 of the HCM for two-way stop controlled (TWSC) intersections. The TWSC analyses were performed using HCS TWSC Version 8.4 developed and maintained by the McTrans Center at the University of Florida. The HCM methodology for evaluating TWSC intersections is based on gap acceptance and conflicting traffic for vehicles stopped on minor street approaches. The critical gap (or minimum acceptable gap) is defined as the minimum time interval in the major street traffic stream that allows entry for one minor street vehicle. Average control delay and LOS for the minor street approach(es) is/are reported. LOS is not defined by the HCM for the intersection because major street traffic volumes and operations may skew the results of the LOS analyses. Limitations of Methodology The geometry and traffic control configuration at the intersection of East Babcock Street and South Wallace Avenue presents challenges for operational analysis software utilizing HCM procedures. To evaluate the intersection, the eastbound lane groups were evaluated as separate left- and right-turn lanes under two left-turn lane volume scenarios: 1) with one hundred percent (100%) of the left-turn volume and 2) with fifty-five percent (55%) of the left-turn volume. The average of the two analysis scenarios was utilized to determine estimated traffic operations for each of the approaches at the intersection. Study Scenario Analyses Intersection capacity and LOS analyses for the study scenarios were performed using the existing geometry and traffic control at each of the study area intersections. The analyses are summarized in the following figures and detailed results are included in Appendix E. Existing Conditions (2025) Study Scenario Operations Analyses Figure 23: Traffic Operations Summary for 2025 Existing Conditions – Page 40 No Build Scenario – Estimated 2028 Background Traffic Volumes Figure 24: Traffic Operations Summary for Estimated 2028 Background Traffic – Page 41 Full Utilization Scenario – Estimated 2028 Total Traffic Volumes Figure 25: Traffic Operations Summary for Estimated 2028 Total Traffic – Page 42 40 Traffic Impact Study – The Depot on Church January 2026 Figure 23: Traffic Operations Summary for 2025 Existing Conditions 41 Traffic Impact Study Update – The Depot on Church January 2026 Figure 24: Traffic Operations Summary for Estimated 2028 Background Conditions 42 Traffic Impact Study – The Depot on Church January 2026 Figure 25: Traffic Operations Summary for Estimated 2028 Total Conditions 43 Traffic Impact Study Update – The Depot on Church January 2026 Assessment of Impacts Traffic Operations Each of the study area intersections is currently operating within acceptable levels of service and are projected to continue to do so with development generated traffic from the proposed Depot on Church development. Safety Crash Experience A significant crash experience trend was not identified at any of the study area intersections. East Babcock Street & South Wallace Avenue As noted previously, concerns were noted at the intersection of East Babcock Street and South Wallace Avenue – traffic control confusion, ignoring of stop signs, wrong way vehicles, and lane encroachment. East Babcock Street Pedestrian Crossings It was noted that crosswalks across East Babcock Street currently include stop or yield lines offset approximately four feet (4’) from the edge of the crosswalk and lack supplemental Yield Here to (Stop Here for) Pedestrians (R1-5 series) signs as required by the MUTCD. It is also recommended that the stop or yield lines be located between 20 and 50 feet from the crosswalk on the uncontrolled multilane approaches to provide for improved visibility of pedestrians or bicyclists using the crosswalk such that they are not obscured by a stopped vehicle in an adjacent through lane. The full corridor from South 8th Avenue to South Church Avenue should be evaluated, excluding the signalized intersection of East Babcock Street and South Willson Avenue. Alternative Modes of Transportation Existing Conditions As noted in previous sections, sidewalks are available for pedestrians along both sides of South Church Avenue, East Olive Street, and East Babcock Street within the study area. South Wallace Avenue does have sidewalk on both sides of the roadway south of East Olive Street; however, there is not currently any sidewalk between East Olive Street and East Main Street. There are not any designated bike lanes along any of the roadways within the immediate study area, but bicyclists were observed sharing the roadway with motorists through weekday, peak period traffic counts. Streamline currently provides transit service to Belgrade, Bozeman, Livingston, and Montana State University but does not currently have any routes immediately adjacent to the Depot on Church site; however, it does have routes in the vicinity of the proposed development along East Babcock Street and South Rouse Avenue – the Blueline, Purpleline, and Brownline weekday and weekend routes. The Blueline route provides connectivity within Bozeman and provides links to the Belgrade (Pinkline) and Livingston (Greenline) routes. 44 Traffic Impact Study – The Depot on Church January 2026 Proposed Development Pedestrians & Bicyclists Sidewalk improvements and bicycle parking are included in the development plan for the Depot on Church project. Transit Service No specific transit-oriented improvements are presently included with the development. Compliance with Applicable Local Codes The proposed Depot on Church development improvements should be installed in accordance with City of Bozeman and MDT requirements, as applicable. Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed Depot on Church project will have minimal impact on area traffic operations. Based on the analyses included herein, the following are recommended as appropriate: Site Access The proposed access for the Depot on Church to and from the alley between East Babcock Street and East Olive Street should be designed to accommodate the appropriate design vehicles, include considerations of the needs for non-motorized users, and provide adequate intersection sight distance in accordance with City of Bozeman and AASHTO standards. Alternative Modes of Transportation Pedestrians & Bicyclists Sidewalk improvements and bicycle parking are included in the development plan for the Depot on Church project. Transit Service No specific transit-oriented improvements are presently included with the development. Improvements & Traffic Control Guidance Included recommendations for mitigation and the proposed Depot on Church development should be installed according to City of Bozeman requirements (as applicable), the most current editions of the Montana Public Works Standard Specifications, Montana Department of Transportation requirements, and the Manual on Uniform Traffic Control Devices. 45 Traffic Impact Study Update – The Depot on Church January 2026 References 1. American Association of State Highway and Transportation Officials. (2018). A Policy on Geometric Design of Highways and Streets, 2018 7th Edition – 2nd Printing. Washington, DC. 2. Association of Bay Area Governments (ABAG), Kimley-Horn and Associates, Inc., and Economic & Planning Systems. (April 24, 2008). Trip-Generation Rates for Urban Infill Land Uses in California – Phase 1: Data Collection Methodology and Pilot Application, Final Report. Sacramento, CA: California Department of Transportation (Caltrans) Headquarters Divisions of Transportation Planning and Research & Innovation. 3. Institute of Transportation Engineers. (2005). Transportation Impact Analyses for Site Development: An ITE Proposed Recommended Practice. Washington, DC. 4. Institute of Transportation Engineers. (September 2017). Trip Generation Handbook, 3rd Edition. Washington, DC. 5. Institute of Transportation Engineers. (August 2025). Trip Generation Manual, 12th Edition. Washington, DC. 6. Montana Department of Transportation. (2020 – 2024). Public Crash Information. https://mdt.maps.arcgis.com/apps/webappviewer/index.html?id=237b766a07074259ad7a6eec66d699b7. 7. Montana Department of Transportation. (2025). Traffic Count Database System. https://mdt.public.ms2soft.com/tcds/tsearch.asp?loc=Mdt&mod=tcds&local_id=16-5-010. 8. Sanderson Stewart. (May 2024). Block B Condominium Traffic Impact Study. Bozeman, MT: City of Bozeman. 9. Sanderson Stewart. (June 2024). Canopy Hotel Traffic Impact Study. Bozeman, MT: City of Bozeman. 10. Transportation Research Board. (2022). Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis. Washington, DC: The National Academies of Sciences · Engineering · Medicine. 11. United States Department of Justice – Civil Rights Division. (September 15, 2010). 2010 ADA Standards for Accessible Design. Washington, DC. 12. United States Department of Transportation - Federal Highway Administration. (December 2023). Manual on Uniform Traffic Control Devices, 11th Edition. Washington, DC. Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance | A-1 Traffic Impact Study Update – The Depot on Church January 2026 Unsignalized Intersection Level of Service The method presented in the Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (HCM) published by the Transportation Research Board (TRB) for evaluating unsignalized, stop-controlled intersections is based on the average total delay for each impeded movement. As used here, total delay is defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. This time includes the time required for the vehicle to travel from the last-in-queue to the first-in-queue position. The average total delay for any minor movement is a function of the service rate or capacity of the approach and the degree of saturation. The resulting delay is used to determine the level of service as shown in Table A-1 below. Table A-1: Level of Service Criteria for Stop-Controlled Intersections Average Control Delay Level of Service (LOS) Characteristics ≤ 10 seconds A Little or no delay 10.0 – 15.0 seconds B Short traffic delay 15.0 – 25.0 seconds C Average traffic delay 25.0 – 35.0 seconds D Long traffic delays 35.0 – 50.0 seconds E Very long traffic delays > 50.0 seconds F When the demand exceeds the capacity of the lane, extreme delays will be encountered, and queuing may cause severe congestion to the intersection. Source: Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2022) Figure A-1: Control Delay and Flow Rate Source: Highway Capacity Manual 2000, Page 17-24 (Transportation Research Board, 2000) Appendix B Traffic Count Data Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 2 0 0 1 022 1 0 0 0 031 8 0 0 0 090 8 1 0 0 09237:15 AM 3 2 2 0 1 071 1 0 0 0 022 15 1 0 0 0180 11 1 0 0 012397:30 AM 2 2 1 0 0 150 4 1 0 0 154 16 0 0 1 0200 11 3 0 0 014447:45 AM 1 3 2 0 0 063 6 1 0 1 1104 21 0 0 1 1251 8 6 0 0 11556 1628:00 AM 1 3 1 0 0 051 8 1 0 1 1105 16 0 0 0 1210 18 8 0 1 02662 2018:15 AM 2 2 2 0 2 162 4 2 0 0 085 29 0 0 0 0341 13 4 0 0 01866 2288:30 AM 2 3 2 0 0 071 8 1 0 1 1104 23 0 0 1 1270 19 3 0 0 12266 2508:45 AM 2 4 2 0 1 083 5 1 0 0 094 28 0 0 2 0321 18 6 0 0 02574 268TOTALS 13 21 12 0 5 2 46 13 37 7 0 3 4 57 29 156 1 0 5 3 186 3 106 32 0 1 2 141430SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 1 3 1 0 0 051 8 1 0 1 1105 16 0 0 0 1210 18 8 0 1 026628:15 AM 2 2 2 0 2 162 4 2 0 0 085 29 0 0 0 0341 13 4 0 0 018668:30 AM 2 3 2 0 0 071 8 1 0 1 1104 23 0 0 1 1270 19 3 0 0 122668:45 AM 2 4 2 0 1 083 5 1 0 0 094 28 0 0 2 0321 18 6 0 0 02574TOTALS 7 12 7 0 3 1 26 7 25 5 0 2 2 37 18 96 0 0 3 2 114 2 68 21 0 1 1 91 268PEAK HOURFACTOR0.88 0.75 0.88 0.00 0.38 0.25 0.81 0.58 0.78 0.63 0.00 0.50 0.50 0.93 0.90 0.83 0.00 0.00 0.38 0.50 0.84 0.50 0.89 0.66 0.00 0.25 0.25 0.88 0.91% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3.21%0.00%0.00%2.69%0.00%4.72%0.00%0.00%3.55%2.33%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.64%0.00%0.00%0.54%0.00%0.94%0.00%0.00%0.71%0.47%21682117512253212771896032Intersection Turning Movement Count SummarySouth Church Avenue & East Olive StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'38.50" N | Longitude: 111°01'49.73" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-05(Average of Tuesday, Wednesday, & Thursday) Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryWeekday, AM Peak PeriodEAST OLIVE STREET EAST OLIVE STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUESOUTH CHURCH AVENUE SOUTH CHURCH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)EAST OLIVE STREET EAST OLIVE STREETTotal Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-01_S-Church-Ave+E-Olive-St_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/28/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Intersection Turning Movement Count SummarySouth Church Avenue & East Olive StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'38.50" N | Longitude: 111°01'49.73" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-05(Average of Tuesday, Wednesday, & Thursday) Weekday, AM Peak PeriodSEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 4 5 5 0 3 0144 10 1 0 1 1157 27 0 0 1 0341 27 8 0 1 136994:15 PM 1 4 2 0 2 073 8 4 0 0 1156 19 1 0 2 1261 27 6 0 2 134824:30 PM 1 4 4 0 1 193 5 2 0 1 0104 25 1 0 3 1300 23 8 0 1 331804:45 PM 4 3 5 0 3 1125 9 3 0 2 0175 28 2 0 2 0350 24 7 0 0 13195 3565:00 PM 2 6 4 0 2 1125 15 1 0 0 1217 29 1 0 1 3371 27 10 0 2 138108 3655:15 PM 3 6 4 0 1 1134 11 2 0 1 2177 26 1 0 1 2341 27 8 0 0 036100 3835:30 PM 4 5 4 0 3 1134 9 2 0 2 0155 26 1 0 3 0320 30 7 0 1 13797 4005:45 PM 3 4 5 0 2 0123 12 1 0 2 1167 31 1 0 1 1391 26 7 0 1 134101 406TOTALS 22 37 33 0 17 5 92 31 79 16 0 9 6 126 48 211 8 0 14 8 267 5 211 61 0 89 277 762SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 2 6 4 0 2 1125 15 1 0 0 1217 29 1 0 1 3371 27 10 0 2 1381085:15 PM 3 6 4 0 1 1134 11 2 0 1 2177 26 1 0 1 2341 27 8 0 0 0361005:30 PM 4 5 4 0 3 1134 9 2 0 2 0155 26 1 0 3 0320 30 7 0 1 137975:45 PM 3 4 5 0 2 0123 12 1 0 2 1167 31 1 0 1 1391 26 7 0 1 134101TOTALS 12 21 17 0 8 3 50 16 47 6 0 5 4 69 26 112 4 0 6 6 142 3 110 32 0 4 3 145406PEAK HOURFACTOR0.75 0.88 0.85 0.00 0.67 0.75 0.96 0.80 0.78 0.75 0.00 0.63 0.50 0.82 0.93 0.90 1.00 0.00 0.50 0.50 0.91 0.75 0.92 0.80 0.00 0.50 0.75 0.95 0.94% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3.79%0.00%0.00%3.00%0.00%1.42%0.00%0.00%1.08%1.44%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.47%0.00%0.00%0.37%0.00%0.47%0.00%0.00%0.36%0.26%3211034312621478534171626112466EAST OLIVE STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUEWeekday, PM Peak PeriodEAST OLIVE STREET EAST OLIVE STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUETotal Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryEAST OLIVE STREETF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-01_S-Church-Ave+E-Olive-St_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/28/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 2 0 0 0 020 3 0 0 0 030 0 0 0 0 000 0 0 0 0 0057:15 AM 0 3 0 0 0 030 1 0 0 0 010 0 0 0 0 100 0 0 0 0 0047:30 AM 0 2 0 0 0 020 5 0 0 0 050 0 0 0 1 000 0 0 0 0 0077:45 AM 0 4 0 0 0 040 9 0 1 0 0100 0 0 0 0 000 0 0 0 1 1014 308:00 AM 0 2 0 0 0 020 9 0 0 0 090 0 0 0 1 100 0 0 0 1 0011 368:15 AM 0 3 0 0 0 030 9 0 0 0 090 0 0 0 0 000 0 0 0 0 0012 448:30 AM 0 3 0 0 0 030 9 0 0 0 090 0 0 0 1 100 0 0 0 0 1012 498:45 AM 1 4 1 0 0 060 9 0 0 0 090 0 1 0 3 010 0 0 0 0 1016 51TOTALS 1 23 1 0 0 0 25 0 54 0 1 0 0 55 0 0 1 0 6 3 1 0 0 0 0 2 3 0 81SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 0 2 0 0 0 020 9 0 0 0 090 0 0 0 1 100 0 0 0 1 00118:15 AM 0 3 0 0 0 030 9 0 0 0 090 0 0 0 0 000 0 0 0 0 00128:30 AM 0 3 0 0 0 030 9 0 0 0 090 0 0 0 1 100 0 0 0 0 10128:45 AM 1 4 1 0 0 060 9 0 0 0 090 0 1 0 3 010 0 0 0 0 1016TOTALS 1 12 1 0 0 0 14 0 36 0 0 0 0 36 0 0 1 0 5 2 1 0 0 0 0 1 2 0 51PEAK HOURFACTOR0.25 0.75 0.25 0.00 0.00 0.00 0.58 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.25 0.00 0.42 0.50 0.25 0.00 0.00 0.00 0.00 0.25 0.50 0.00 0.80% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0001210123600001000152Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingALLLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)EAST OLIVE STREET EAST OLIVE STREETWeekday, AM Peak PeriodEAST OLIVE STREET EAST OLIVE STREET ALLLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummarySouth Church Avenue & East Olive StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'38.75" N | Longitude: 111°01'46.96" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-10(Average of Tuesday, Wednesday, & Thursday) F:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-02_E-Olive-St+Church-Wallace-Alley_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/28/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummarySouth Church Avenue & East Olive StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'38.75" N | Longitude: 111°01'46.96" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-10(Average of Tuesday, Wednesday, & Thursday) SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 0 4 0 0 0 040 15 0 0 0 0150 0 0 0 0 000 0 0 0 0 10194:15 PM 0 6 0 0 0 061 15 0 0 0 0160 0 0 0 2 000 0 0 0 1 10224:30 PM 0 5 0 0 0 050 11 0 0 0 0110 0 0 0 3 100 0 0 0 0 20164:45 PM 0 5 0 0 0 050 17 1 0 0 0180 0 0 0 2 000 0 0 0 1 1023 805:00 PM 0 8 0 0 0 080 18 0 0 0 0181 0 0 0 1 310 0 1 0 2 0128 895:15 PM 0 7 0 0 0 070 16 0 0 0 0161 0 0 0 1 111 0 0 0 1 1125 925:30 PM 0 6 0 0 0 060 16 0 0 0 0160 0 0 0 2 001 0 0 0 1 0123 995:45 PM 0 6 0 0 0 060 16 0 0 0 0160 0 0 0 1 100 0 1 0 1 1123 99TOTALS 0 47 0 0 0 0 47 1 124 1 0 0 0 126 2 0 0 0 12 6 2 2 0 2 0 7 7 4 179SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 0 5 0 0 0 050 17 1 0 0 0180 0 0 0 2 000 0 0 0 1 10235:00 PM 0 8 0 0 0 080 18 0 0 0 0181 0 0 0 1 310 0 1 0 2 01285:15 PM 0 7 0 0 0 070 16 0 0 0 0161 0 0 0 1 111 0 0 0 1 11255:30 PM 0 6 0 0 0 060 16 0 0 0 0160 0 0 0 2 001 0 0 0 1 0123TOTALS 0 26 0 0 0 0 26 0 67 1 0 0 0 68 2 0 0 0 6 4 2 2 0 1 0 5 2 3 99PEAK HOURFACTOR0.00 0.81 0.00 0.00 0.00 0.00 0.81 0.00 0.93 0.25 0.00 0.00 0.00 0.94 0.50 0.00 0.00 0.00 0.75 0.33 0.50 0.50 0.00 0.25 0.00 0.63 0.50 0.75 0.88% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%100.00%0.00%0.00%0.00%0.79%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.56%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%1025201266700000020064Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryEAST OLIVE STREET EAST OLIVE STREET ALLLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEWeekday, PM Peak PeriodEAST OLIVE STREET EAST OLIVE STREET ALLLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-02_E-Olive-St+Church-Wallace-Alley_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/28/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 2 0 0 0 020 000 3 0 0 032 3 0 0 05107:15 AM 3 0 0 0 030 000 0 0 0 101 2 0 0 0367:30 AM 2 0 0 1 020 000 2 0 0 024 5 1 0 010147:45 AM 4 1 0 0 050 000 2 0 1 027 9 0 0 01623 538:00 AM 1 1 0 1 020 000 1 0 1 117 9 0 0 01619 628:15 AM 3 0 0 0 130 000 1 0 1 018 9 0 0 01721 778:30 AM 2 1 0 2 030 001 1 0 0 126 9 0 0 01520 838:45 AM 2 2 0 2 040 000 2 0 2 0212 10 0 1 02228 88TOTALS 19 5 0 6 1 24 0 0 0 1 12 0 5 3 13 47 56 1 1 0 104 141SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 1 1 0 1 020 000 1 0 1 117 9 0 0 016198:15 AM 3 0 0 0 130 000 1 0 1 018 9 0 0 017218:30 AM 2 1 0 2 030 001 1 0 0 126 9 0 0 015208:45 AM 2 2 0 2 040 000 2 0 2 0212 10 0 1 02228TOTALS 8 4 0 5 1 12 0 0 0 1 5 0 4 2 6 33 37 0 1 0 70 88PEAK HOURFACTOR0.67 0.50 0.00 0.63 0.25 0.75 0.00 0.00 0.00 0.25 0.63 0.00 0.50 0.50 0.75 0.69 0.93 0.00 0.25 0.00 0.80 0.79% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%8.33%0.00%7.69%4.26%0.00%0.00%1.92%2.13%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3733108501041542Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingSOUTH WALLACE AVENUE SOUTH WALLACE AVENUEEastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)EAST OLIVE STREET Weekday, AM Peak PeriodEAST OLIVE STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUEEastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummarySouth Church Avenue & East Olive StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'39.40" N | Longitude: 111°01'42.92" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-09(Average of Tuesday, Wednesday, & Thursday) F:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-03_S-Wallace-Ave+E-Olive-St_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/28/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummarySouth Church Avenue & East Olive StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'39.40" N | Longitude: 111°01'42.92" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-09(Average of Tuesday, Wednesday, & Thursday) SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 2 2 0 0 041 102 7 0 1 099 13 0 0 122354:15 PM 3 3 0 2 062 102 7 0 1 0912 14 0 2 026414:30 PM 5 1 0 1 160 200 9 0 3 097 11 0 0 218334:45 PM 2 3 0 2 052 002 7 0 1 198 17 1 2 02640 1495:00 PM 6 3 0 3 090 203 15 0 2 31810 15 0 0 02552 1665:15 PM 5 3 0 2 280 103 16 0 3 11915 14 1 0 03057 1825:30 PM 5 2 0 5 171 101 10 0 2 01111 15 0 1 02644 1935:45 PM 4 3 0 4 172 103 5 0 2 187 14 0 2 02136 189TOTALS 32 20 0 19 5 52 8 9 0 16 76 0 15 6 92 79 113 2 7 3 194 338SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 2 3 0 2 052 002 7 0 1 198 17 1 2 026405:00 PM 6 3 0 3 090 203 15 0 2 31810 15 0 0 025525:15 PM 5 3 0 2 280 103 16 0 3 11915 14 1 0 030575:30 PM 5 2 0 5 171 101 10 0 2 01111 15 0 1 02644TOTALS 18 11 0 12 3 29 3 4 0 9 48 0 8 5 57 44 61 2 3 0 107 193PEAK HOURFACTOR0.75 0.92 0.00 0.60 0.38 0.81 0.38 0.50 0.00 0.75 0.75 0.00 0.67 0.42 0.75 0.73 0.90 0.50 0.38 0.00 0.89 0.85% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.88%0.00%0.52%0.30%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%61443018123341194885Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)Eastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryEAST OLIVE STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUEWeekday, PM Peak PeriodEAST OLIVE STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUEF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-03_S-Wallace-Ave+E-Olive-St_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/28/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 22 0 0 1 0220 004 0 0 044 0 0 04307:15 AM 33 2 0 1 0350 103 0 0 033 0 0 03417:30 AM 42 1 0 1 0430 105 0 0 059 0 0 09577:45 AM 47 5 0 1 1520 106 0 0 0613 0 0 01371 1998:00 AM 39 4 0 0 0430 103 0 1 0315 0 0 01561 2308:15 AM 50 4 0 1 1540 003 0 1 0314 0 0 01471 2608:30 AM 50 5 0 2 1551 105 0 1 0512 0 0 01272 2758:45 AM 52 6 0 3 1580 005 0 0 0516 0 0 01679 283TOTALS 335 27 0 10 4 362 1 5 0 34 0 3 0 34 86 0 0 0 86 482SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 39 4 0 0 0430 103 0 1 0315 0 0 015618:15 AM 50 4 0 1 1540 003 0 1 0314 0 0 014718:30 AM 50 5 0 2 1551 105 0 1 0512 0 0 012728:45 AM 52 6 0 3 1580 005 0 0 0516 0 0 01679TOTALS 191 19 0 6 3 210 1 2 0 16 0 3 0 16 57 0 0 0 57 283PEAK HOURFACTOR0.92 0.79 0.00 0.50 0.75 0.91 0.25 0.50 0.00 0.80 0.00 0.75 0.00 0.80 0.89 0.00 0.00 0.00 0.89 0.90% HEAVYVEHICLES1.49%3.70%0.00%1.66%0.00%2.94%0.00%2.94%1.16%0.00%1.16%1.66%% BUSES& RVs0.30%0.00%0.00%0.28%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.21%57001916132191630Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingSOUTH WALLACE AVENUE SOUTH WALLACE AVENUEEastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)EAST BABCOCK STREET Weekday, AM Peak PeriodEAST BABCOCK STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUEEastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummaryEast Babcock Street & South Wallace AvenueBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'41.99" N | Longitude: 111°01'43.46" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-08(Average of Tuesday, Wednesday, & Thursday) F:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-04_E-Babcock-St+S-Wallace-Ave_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/30/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummaryEast Babcock Street & South Wallace AvenueBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'41.99" N | Longitude: 111°01'43.46" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-08(Average of Tuesday, Wednesday, & Thursday) SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 67 7 0 2 1742 0011 0 0 01116 0 0 0161014:15 PM 62 9 0 1 1710 1011 0 0 01116 0 0 016984:30 PM 59 5 0 3 1640 0015 0 0 01514 0 0 114934:45 PM 61 8 0 3 1690 0010 0 0 01014 0 0 01493 3855:00 PM 75 9 0 3 1841 2023 0 1 02318 0 0 018125 4095:15 PM 69 9 0 4 2781 1022 0 0 02223 0 0 023123 4345:30 PM 64 7 0 10 1710 3016 0 0 01619 0 0 019106 4475:45 PM 67 6 0 5 2730 1010 0 0 11013 0 0 01396 450TOTALS 524 60 0 31 10 584 4 8 0 118 0 1 1 118 133 0 0 1 133 835SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSTHRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 75 9 0 3 1841 2023 0 1 02318 0 0 0181255:15 PM 69 9 0 4 2781 1022 0 0 02223 0 0 0231235:30 PM 64 7 0 10 1710 3016 0 0 01619 0 0 0191065:45 PM 67 6 0 5 2730 1010 0 0 11013 0 0 01396TOTALS 275 31 0 22 6 306 2 7 0 71 0 1 1 71 73 0 0 0 73 450PEAK HOURFACTOR0.92 0.86 0.00 0.55 0.75 0.91 0.50 0.58 0.00 0.77 0.00 0.25 0.25 0.77 0.79 0.00 0.00 0.00 0.79 0.90% HEAVYVEHICLES1.15%0.00%0.00%1.03%0.00%0.00%0.00%0.00%0.75%0.00%0.75%0.84%% BUSES& RVs0.38%0.00%0.00%0.34%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.24%730027522267317111Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)Eastbound (From the West) East Side of South Wallace Avenue Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryEAST BABCOCK STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUEWeekday, PM Peak PeriodEAST BABCOCK STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUEF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-04_E-Babcock-St+S-Wallace-Ave_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/30/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 22 1 0 0 0230 000 0 0 1 000 0 0 0 00237:15 AM 0 36 1 0 0 0370 000 0 0 1 000 0 0 0 00377:30 AM 0 44 2 0 0 0460 000 0 0 0 000 0 0 0 00467:45 AM 0 52 2 0 0 0540 000 1 0 0 010 0 0 1 0055 1618:00 AM 0 43 1 0 0 0441 000 1 0 2 010 0 0 1 0045 1838:15 AM 0 54 4 0 0 0580 000 0 0 2 100 0 0 0 0058 2048:30 AM 0 55 1 0 0 0562 000 0 0 2 000 0 0 1 0056 2148:45 AM 0 56 3 0 0 0592 000 1 0 5 010 0 0 0 0060 219TOTALS 0 362 15 0 0 0 377 5 0 0 0 3 0 13 1 3 0 0 0 3 0 0 380SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 0 43 1 0 0 0441 000 1 0 2 010 0 0 1 00458:15 AM 0 54 4 0 0 0580 000 0 0 2 100 0 0 0 00588:30 AM 0 55 1 0 0 0562 000 0 0 2 000 0 0 1 00568:45 AM 0 56 3 0 0 0592 000 1 0 5 010 0 0 0 0060TOTALS 0 208 9 0 0 0 217 5 0 0 0 2 0 11 1 2 0 0 0 2 0 0 219PEAK HOURFACTOR0.00 0.93 0.56 0.00 0.00 0.00 0.92 0.63 0.00 0.00 0.00 0.50 0.00 0.55 0.25 0.50 0.00 0.00 0.00 0.50 0.00 0.00 0.91% HEAVYVEHICLES0.00%1.10%0.00%0.00%1.06%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%1.05%% BUSES& RVs0.00%0.28%0.00%0.00%0.27%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.26%002002080500902111Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingALLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)EAST BABCOCK STREET EAST BABCOCK STREETWeekday, AM Peak PeriodEAST BABCOCK STREET EAST BABCOCK STREET ALLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummaryEast Babcock Street & Alley | South Church Avenue - South Wallace AvenueBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'42.38" N | Longitude: 111°01'44.00" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-07(Average of Tuesday, Wednesday, & Thursday) F:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-05_E-Babcock-St+Church-Wallace-Alley_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/30/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummaryEast Babcock Street & Alley | South Church Avenue - South Wallace AvenueBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'42.38" N | Longitude: 111°01'44.00" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-07(Average of Tuesday, Wednesday, & Thursday) SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 0 73 2 0 0 0750 000 1 0 2 010 0 0 1 00764:15 PM 0 71 1 0 0 0720 000 0 0 1 000 0 0 1 00724:30 PM 0 63 2 0 0 0651 000 0 0 1 000 0 0 1 20654:45 PM 0 66 4 0 0 0700 000 2 0 3 020 0 0 1 0072 2855:00 PM 0 81 2 0 0 0832 000 2 0 3 121 0 0 2 0186 2955:15 PM 0 76 1 0 0 0771 000 1 0 1 111 0 0 1 0179 3025:30 PM 0 70 0 0 0 0700 000 0 0 1 100 0 0 2 0070 3075:45 PM 0 71 1 0 0 0720 000 2 0 3 220 0 0 3 0074 309TOTALS 0 571 13 0 0 0 584 4 0 0 0 8 0 15 5 8 2 0 0 12 2 2 594SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 0 81 2 0 0 0832 000 2 0 3 121 0 0 2 01865:15 PM 0 76 1 0 0 0771 000 1 0 1 111 0 0 1 01795:30 PM 0 70 0 0 0 0700 000 0 0 1 100 0 0 2 00705:45 PM 0 71 1 0 0 0720 000 2 0 3 220 0 0 3 0074TOTALS 0 298 4 0 0 0 302 3 0 0 0 5 0 8 5 5 2 0 0 8 0 2 309PEAK HOURFACTOR0.00 0.92 0.50 0.00 0.00 0.00 0.91 0.38 0.00 0.00 0.00 0.63 0.00 0.67 0.63 0.63 0.50 0.00 0.00 0.67 0.00 0.50 0.90% HEAVYVEHICLES0.00%0.88%0.00%0.00%0.86%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.84%% BUSES& RVs0.00%0.18%0.00%0.00%0.17%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.17%02800298030040585Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryEAST BABCOCK STREET EAST BABCOCK STREET ALLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEWeekday, PM Peak PeriodEAST BABCOCK STREET EAST BABCOCK STREET ALLEY | S CHURCH AVE - S WALLACE AVE ALLEY | S CHURCH AVE - S WALLACE AVEF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-05_E-Babcock-St+Church-Wallace-Alley_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/30/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 21 2 0 0 0230 007 2 0 1 090 7 0 0 07397:15 AM 1 32 3 0 1 0360 0014 4 0 0 0180 10 0 1 010647:30 AM 2 39 4 0 0 1450 1014 5 0 0 0191 10 0 0 111757:45 AM 5 46 3 0 0 0541 0016 7 0 0 1231 11 0 1 11289 2678:00 AM 3 39 2 0 0 0440 1014 5 0 0 1191 24 0 1 02588 3168:15 AM 4 44 6 0 2 1540 0019 12 0 0 1313 12 0 0 015100 3528:30 AM 4 47 6 0 0 0571 0020 6 0 1 0262 16 0 1 118101 3788:45 AM 6 50 8 0 1 0641 0020 8 0 1 0282 18 0 0 020112 401TOTALS 25 318 34 0 4 2 377 3 2 0 124 49 0 3 3 173 10 108 0 4 3 118 668SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 3 39 2 0 0 0440 1014 5 0 0 1191 24 0 1 025888:15 AM 4 44 6 0 2 1540 0019 12 0 0 1313 12 0 0 0151008:30 AM 4 47 6 0 0 0571 0020 6 0 1 0262 16 0 1 1181018:45 AM 6 50 8 0 1 0641 0020 8 0 1 0282 18 0 0 020112TOTALS 17 180 22 0 3 1 219 2 1 0 73 31 0 2 2 104 8 70 0 2 1 78 401PEAK HOURFACTOR0.71 0.90 0.69 0.00 0.38 0.25 0.86 0.50 0.25 0.00 0.91 0.65 0.00 0.50 0.50 0.84 0.67 0.73 0.00 0.50 0.25 0.78 0.90% HEAVYVEHICLES8.00%0.63%2.94%0.00%1.33%0.00%2.42%2.04%0.00%2.31%0.00%3.70%0.00%3.39%1.95%% BUSES& RVs0.00%0.31%0.00%0.00%0.27%0.00%0.81%0.00%0.00%0.58%0.00%0.93%0.00%0.85%0.45%7082117180321122733122Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingSOUTH CHURCH AVENUE SOUTH CHURCH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)EAST BABCOCK STREET EAST BABCOCK STREETWeekday, AM Peak PeriodEAST BABCOCK STREET EAST BABCOCK STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummaryEast Babcock Street & South Church AvenueBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'41.81" N | Longitude: 111°01'49.98" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-06(Average of Tuesday, Wednesday, & Thursday) F:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-06_E-Babcock-St+S-Church-Ave_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/31/2025 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummaryEast Babcock Street & South Church AvenueBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°40'41.81" N | Longitude: 111°01'49.98" WOctober 14 - 16, 2025Video Traffic Recorder | Unit E5-06(Average of Tuesday, Wednesday, & Thursday) SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 5 63 13 0 4 1812 1020 11 0 1 1311 23 0 1 0241364:15 PM 9 60 11 0 2 0800 1018 9 0 1 0272 22 0 1 0241314:30 PM 6 56 10 0 1 1722 0018 9 0 0 0271 20 0 1 2211204:45 PM 9 59 11 0 2 0792 0024 10 0 2 0341 20 0 2 021134 5215:00 PM 11 68 14 0 2 1931 1021 11 0 1 1323 25 0 1 128153 5385:15 PM 12 66 19 0 2 1971 2023 8 0 1 1312 19 0 1 021149 5565:30 PM 8 64 15 0 3 1872 0022 7 0 0 0292 22 0 3 024140 5765:45 PM 12 56 12 0 2 0801 1025 12 0 1 2372 21 0 2 023140 582TOTALS 72 492 105 0 18 5 669 11 6 0 171 77 0 7 5 248 14 172 0 12 3 186 1,103SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 11 68 14 0 2 1931 1021 11 0 1 1323 25 0 1 1281535:15 PM 12 66 19 0 2 1971 2023 8 0 1 1312 19 0 1 0211495:30 PM 8 64 15 0 3 1872 0022 7 0 0 0292 22 0 3 0241405:45 PM 12 56 12 0 2 0801 1025 12 0 1 2372 21 0 2 023140TOTALS 43 254 60 0 9 3 357 5 4 0 91 38 0 3 4 129 9 87 0 7 1 96 582PEAK HOURFACTOR0.90 0.93 0.79 0.00 0.75 0.75 0.92 0.63 0.50 0.00 0.91 0.79 0.00 0.75 0.50 0.87 0.75 0.87 0.00 0.58 0.25 0.86 0.95% HEAVYVEHICLES0.00%0.61%0.95%0.00%0.60%0.00%2.34%2.60%0.00%2.42%0.00%1.16%0.00%1.08%1.09%% BUSES& RVs0.00%0.20%0.95%0.00%0.30%0.00%0.00%1.30%0.00%0.40%0.00%0.00%0.00%0.00%0.27%8797143254953460913834Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryEAST BABCOCK STREET EAST BABCOCK STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUEWeekday, PM Peak PeriodEAST BABCOCK STREET EAST BABCOCK STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUEF:\E5 Engineering PLLC\Projects\25-0110 112 South Church - Bozeman\Traffic Count Data\Int-06_E-Babcock-St+S-Church-Ave_202510_14-16 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/31/2025 Appendix C Trip Generation Analyses Use ITE Type Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total 1 Multifamily Housing (Mid-Rise) 221 15 DU Estimated Vehicle Trip Ends 34 34 68 1 5 6 4 2 6 Estimated Walk Trip Ends 2 2 4 1 0 1 1 0 1 Estimated Bicycle Trip Ends 1 1 2 1 0 1 0 1 1 2 Office Small Office Building 712 3.65 GFA Estimated Vehicle Trip Ends 27 27 54 5 1 6 3 5 8 2 Estimated Walk Trip Ends 2 2 4 1 0 1 1 1 2 2Estimated Bicycle Trip Ends 1 1 2 0 0 0 0 0 0 3 Retail 231 1.70 GFA Estimated Vehicle Trip Ends 24 24 48 2 0 2 1 1 2 2 Estimated Walk Trip Ends 1 1 2 0 0 0 0 1 1 2Estimated Bicycle Trip Ends 1 1 2 0 0 0 0 0 0 4 Commercial 231 2.59 GFA Estimated Vehicle Trip Ends 38 38 76 2 1 3 2 2 4 2 Estimated Walk Trip Ends 2 2 4 1 0 1 0 1 1 2Estimated Bicycle Trip Ends 1 1 2 0 0 0 0 0 0 123 123 246 10 7 17 10 10 20 7 7 14 3 0 3 2 3 5 4 4 8 1 0 1 0 1 1 1Units: DU = Dwelling Units; GFA = 1,000 Square Feet of Gross Floor Area Residential Space Estimated Trip Generation Summary The Depot on Church | TIS Update Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour of Adjacent Street Traffic Between 7:00 - 9:00 a.m. Trip Ends Estimated Weekday, PM Peak Hour of Adjacent Street Traffic Between 4:00 - 6:00 p.m. Trip Ends Trip generation estimates utilize ITE Land Use Code 231: Mid-Rise Residential with Ground- Floor Commercial (GFA 1-25k) having 15 dwelling units, proportioning estimated trips with the commercial use type for the proposed building. Trip generation estimates utilize ITE Land Use Code 231: Mid-Rise Residential with Ground- Floor Commercial (GFA 1-25k) having 15 dwelling units, proportioning estimated trips with the retail use type for the proposed building.TotalsEstimated Walk Trip Ends = Estimated Bicycle Trip Ends = Estimated Vehicle Trip Ends = 112-S-Church_Estimated-Trip-Generation Page 1 of 3 Estimated Trip Generation Summary The Depot on Church | TIS Update ITE Land Use Code 221: Multifamily Housing (Mid-Rise) | Land Use Subcategory: Not Close to Rail Transit | Setting/Location = General Urban/Suburban 50% Entering 50% Exiting 50% Entering 50% Exiting 23% Entering 77% Exiting 64% Entering 36% Exiting 63% Entering 37% Exiting 56% Entering 44% Exiting 75% Entering 25% Exiting 14% Entering 86% Exiting Retail & Commercial Space Trip Generation Estimated Based on ITE Land Use Code 231: Multifamily Housing (Mid-Rise) | Land Use Subcategory: Gross Floor Area (GFA) between 1 - 25k | Setting/Location = General Urban/Suburban 50% Entering 50% Exiting 80% Entering 20% Exiting 53% Entering 47% Exiting 82% Entering 18% Exiting 44% Entering 56% Exiting 82% Entering 18% Exiting 44% Entering 56% Exiting Estimated Bicycle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. B = 0.04(X) B = Estimated Bicycle Trip Ends X = Dwelling Units N/A Average Rate Utilized B = 0.13(X) Estimated Bicycle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. B = 0.02(X) B = Estimated Bicycle Trip Ends X = Dwelling Units N/A Average Rate Utilized Exiting N/A Average Rate Utilized N/A Average Rate Utilized W = 0.27(X) Estimated Walk Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. W = 0.05(X) W = Estimated Walk Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Walk Trip Ends On a Weekday W = Estimated Walk Trip Ends X = Dwelling Units Entering50% N/A Average Rate Utilized Exiting Trip Ends Analysis Case Estimated Trip Ends Analysis Equation Directional Distribution R2 Value N/A Average Rate Utilized Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. T = 0.38(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Vehicle Trip Ends On a Weekday T = 4.46(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Person Trip Ends On a Weekday P = 4.90(X) P = Estimated Person Trip Ends X = Dwelling Units N/A Average Rate Utilized 50% Estimated Bicycle Trip Ends On a Weekday B = Estimated Bicycle Trip Ends X = Dwelling Units Entering50% 50% Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. T = 0.38(X) T = Estimated Vehicle Trip Ends X = Dwelling Units Estimated Walk Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. W = 0.06(X) W = Estimated Walk Trip Ends X = Dwelling Units Trip Ends Analysis Case Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 8.27(X) Directional Distribution is from ITE Land Use Code No. 876: Apparel Store N/A Average Rate Utilized Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. T = 0.40(X) T = Estimated Vehicle Trip Ends X = Dwelling Units Directional Distribution is from ITE Land Use Code No. 876: Apparel Store N/A Average Rate Utilized Estimated Vehicle Trip Ends On a Weekday X = Dwelling Units Estimated Bicycle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. B = 0.01(X) B = Estimated Bicycle Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Walk Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. W = 0.24(X) W = Estimated Walk Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Bicycle Trip Ends On a Weekday B = 0.27(X) 50% Entering 50% Exiting N/A Average Rate Utilized B = Estimated Bicycle Trip Ends X = Dwelling Units Directional Distribution is from ITE Land Use Code No. 876: Apparel Store N/A Average Rate Utilized Estimated Bicycle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. B = 0.04(X) B = Estimated Bicycle Trip Ends X = Dwelling Units N/A Average Rate Utilized Exiting N/A Average Rate Utilized W = Estimated Walk Trip Ends X = Dwelling Units Estimated Walk Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. W = 0.12(X) W = Estimated Walk Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Walk Trip Ends On a Weekday W = 0.40(X) 50% Entering 50% T = Estimated Vehicle Trip Ends Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. T = 0.34(X) T = Estimated Vehicle Trip Ends X = Dwelling Units 112-S-Church_Estimated-Trip-Generation Page 2 of 3 Estimated Trip Generation Summary The Depot on Church | TIS Update ITE Land Use Code 712: Small Office Building | Land Use Subcategory: All Sites | Setting/Location = General Urban/Suburban 50% Entering 50% Exiting 83% Entering 17% Exiting 34% Entering 66% Exiting 82% Entering 18% Exiting 44% Entering 56% Exiting 82% Entering 18% Exiting 44% Entering 56% Exiting 2Estimated walk and bicycle trip ends for the office, retail, and commercial building portions are based on the Institute of Transportation Engineers (ITE) Mid-Rise Residential with Ground Floor Commercial (1-25k) land use (ITE Land Use Code No. 231). Source: Institute of Transportation Engineers - Trip Generation Manual, 12th Edition (2025). X = Dwelling Units Estimated Vehicle Trip Ends On a Weekday T = 14.39(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. T = 1.64(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Trip Ends Analysis Case Estimated Trip Ends Analysis Equation Directional Distribution R2 Value Exiting N/A Average Rate Utilized B = Estimated Bicycle Trip Ends X = Dwelling Units Estimated Bicycle Trip Ends On a Weekday B = 0.13(X) 50% Entering 50% Estimated Walk Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. W =0.12(X) W = Estimated Walk Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Walk Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. W = 0.24(X) W = Estimated Walk Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. Estimated Bicycle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. B = 0.01(X) B = Estimated Bicycle Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Bicycle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. B = 0.04(X) B = Estimated Bicycle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 2.16(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Walk Trip Ends On a Weekday W = 0.27(X) 50% Entering 50% Exiting N/A Average Rate Utilized W = Estimated Walk Trip Ends 112-S-Church_Estimated-Trip-Generation Page 3 of 3 Appendix D Average Annual Growth Rate Analyses for Vehicular Traffic Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 2005 3,310 - - - - 2006 3,320 0.30% - - - 2007 3,210 -3.31%- - - 2008 3,110 -3.12% -2.06%- - 2009 2,880 -7.40% -4.63%- - 2010 3,050 5.90%-1.69% -1.62%- 2011 3,060 0.33%-0.54% -1.62%- 2012 2,910 -4.90%0.35%-1.94%- 2013 2,550 -12.37% -5.79% -3.89%- 2014 2,440 -4.31% -7.27% -3.26%- 2015 2,560 4.92%-4.18% -3.44% -2.54% 2016 2,628 2.66% 1.01%-3.00% -2.31% 2017 2,242 -14.69% -2.78% -5.08% -3.53% 2018 2,606 16.24% 0.60% 0.44%-1.75% 2019 2,543 -2.42% -1.09%0.83%-1.24% 2020 2,365 -7.00%1.80%-1.57% -2.51% 2021 2,404 1.65%-2.65% -1.77% -2.38% 2022 2,421 0.71%-1.63%1.55%-1.82% 2023 2,436 0.62% 0.99%-1.34% -0.46% 2024 2,199 -9.73% -2.93% -2.86% -1.03% 2,712 -1.89%-1.91%-1.91%-1.96% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) Traffic Growth Rate Analyses Study Area Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsMDT Count Location 16-3B-092 South Church Avenue (South of East Story Street) AVERAGES = Area-Roadway-Traffic-Growth-Projections Page 1 of 3 Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 2005 2,510 - - - - 2006 2,520 0.40% - - - 2007 2,440 -3.17%- - - 2008 2,360 -3.28% -2.03%- - 2009 2,380 0.85%-1.89%- - 2010 2,520 5.88% 1.08% 0.08% - 2011 3,250 28.97% 11.26% 5.22% - 2012 2,340 -28.00% -0.56% -0.83%- 2013 2,610 11.54% 1.18% 2.03% - 2014 2,580 -1.15% -7.41%1.63% - 2015 2,880 11.63% 7.17% 2.71% 1.38% 2016 2,554 -11.32% -0.72% -4.71%0.13% 2017 2,534 -0.78% -0.60%1.61% 0.38% 2018 2,604 2.76%-3.30% -0.05%0.99% 2019 2,328 -10.60% -3.04% -2.03% -0.22% 2020 2,165 -7.00% -5.11% -5.55% -1.51% 2021 2,338 7.99%-3.53% -1.75% -3.24% 2022 2,118 -9.41% -3.10% -3.52% -0.99% 2023 2,131 0.61%-0.53% -3.93% -2.01% 2024 2,140 0.42%-2.91% -1.67% -1.85% 2,465 -0.19%-0.83%-0.72%-0.69% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) Traffic Growth Rate Analyses Study Area Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsMDT Count Location 16-3B-093 South Church Avenue (North of East Babcock Street) AVERAGES = Area-Roadway-Traffic-Growth-Projections Page 2 of 3 Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 2005 3,230 - - - - 2006 3,120 -3.41%- - - 2007 3,020 -3.21%- - - 2008 3,750 24.17% 5.10% - - 2009 3,830 2.13% 7.07% - - 2010 4,050 5.74% 10.28% 4.63% - 2011 4,030 -0.49%2.43% 5.25% - 2012 3,990 -0.99%1.37% 5.73% - 2013 4,100 2.76% 0.41% 1.80% - 2014 3,700 -9.76% -2.81% -0.69%- 2015 3,800 2.70%-1.61% -1.27%1.64% 2016 3,853 1.39%-2.05% -0.89%2.13% 2017 3,822 -0.80%1.09%-0.86%2.38% 2018 3,690 -3.45% -0.97% -2.09% -0.16% 2019 3,712 0.60%-1.24%0.06%-0.31% 2020 3,452 -7.00% -3.34% -1.90% -1.58% 2021 3,728 8.00% 0.34%-0.66% -0.78% 2022 3,754 0.70% 0.38%-0.36% -0.61% 2023 3,781 0.72% 3.08% 0.49%-0.81% 2024 3,796 0.40% 0.60% 0.45% 0.26% 3,710 1.06%1.18%0.65%0.22% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) AVERAGES = MDT Count Location 16-3B-100 East Babcock Street (East of South Rouse Avenue) Traffic Growth Rate Analyses Study Area Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsArea-Roadway-Traffic-Growth-Projections Page 3 of 3 Appendix E Capacity & Level-of-Service (LOS) Analyses Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Intersection Operations Summaries Appendix E E-1 Traffic Operations Summary Intersection:South Church Avenue & The Depot on Church | TIS Update East Olive Street Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 7 12 7 0 7 25 5 0 18 96 0 0 2 68 21 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 8 13 8 0 8 28 6 0 20 106 0 0 2 75 23 Ped + Bike Volume, PBV (ped+bike/hr)8 15 Lane Group Lane Group Volume, VLG (veh/hr)15 296 Capacity, c (veh/hr)1,384 4,369 Volume-to-Capacity Ratio, VA/c 0.01 0.07 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 7 12 7 0 7 26 5 0 19 100 0 0 2 77 22 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 8 13 8 0 8 29 6 0 21 110 0 0 2 85 24 Ped + Bike Volume, PBV (ped+bike/hr)8 15 Lane Group Lane Group Volume, VLG (veh/hr)15 314 Capacity, c (veh/hr)1,352 4,318 Volume-to-Capacity Ratio, VA/c 0.01 0.07 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 7 13 7 0 9 27 5 0 19 100 3 0 2 77 22 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 8 14 8 0 10 30 6 0 21 111 3 0 2 86 24 Ped + Bike Volume, PBV (ped+bike/hr)9 16 Lane Group Lane Group Volume, VLG (veh/hr)18 323 Capacity, c (veh/hr)1,334 4,290 Volume-to-Capacity Ratio, VA/c 0.01 0.08 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. EAST OLIVE STREET EAST OLIVE STREET From the East (Westbound) SOUTH CHURCH AVENUE From the South (Northbound) 0.91 0.91 0.91 0.91 Stop Controlled Stop Controlled Uncontrolled Uncontrolled From the West (Eastbound) 2025 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 10.3 10.7 1.3 0.2 Traffic Control Minor Minor Major SOUTH CHURCH AVENUE From the North (Southbound) 10.4 10.9 1.3 0.2 0.0 290 131 657 0.04 0.06 ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 10.5 11.0 1.3 0.2 Minor Minor Major Major 4 5 5 2 30 46 A A 0.90 0.90 0.90 0.90 Major A A A 4 4 5 2 4 B B A A LTR LTR 4 5 A 0.08 1,482 LTR 112 0.91 0.91 Major Major 1,497 1,488 126 101 0.0 0.09 1,484 LTR 0.08 0.07 2 0.0 A 0.2 0.0 0.0 315 10.8 3.1 LTR LTR 29 711 41 673 0.04 0.06 0.1 0.2 LTR LTR 29 42 10.5 B 3.1 0.91 0.91 Minor Minor B B 2.5 150 5.0 200 10.3 B 10.7 B 1.3 0.0 290 0.1 0.2 2.5 5.0 695 0.0 150 200 10.4 10.9 0.0 B B LTR LTR 315 A A 10.7 3.0 B A 1.3 0.2 LTR LTR 685 649 0.04 0.07 0.09 315 0.0 0.0 0.0 0.0 0.08 1,482 1,474 136 112 B B 0.1 0.2 2.5 5.0 150 200 10.5 11.0 290 B A 1.3 0.2 B B A A Traffic Operations Summary Intersection:South Church Avenue & The Depot on Church | TIS Update East Olive Street Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 12 21 17 0 16 47 6 0 26 112 4 0 3 110 32 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 13 22 18 0 17 50 6 0 28 119 4 0 3 117 34 Ped + Bike Volume, PBV (ped+bike/hr)20 39 Lane Group Lane Group Volume, VLG (veh/hr)127 432 Capacity, c (veh/hr)1,198 4,064 Volume-to-Capacity Ratio, VA/c 0.11 0.11 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 12 22 18 0 17 49 6 0 27 117 4 0 3 122 33 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 13 23 19 0 18 52 6 0 29 124 4 0 3 130 35 Ped + Bike Volume, PBV (ped+bike/hr)20 39 Lane Group Lane Group Volume, VLG (veh/hr)132 458 Capacity, c (veh/hr)1,165 4,009 Volume-to-Capacity Ratio, VA/c 0.11 0.11 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 12 24 18 0 19 50 6 0 27 117 6 0 3 122 33 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 13 26 19 0 20 53 6 0 29 124 6 0 3 130 35 Ped + Bike Volume, PBV (ped+bike/hr)21 40 Lane Group Lane Group Volume, VLG (veh/hr)137 465 Capacity, c (veh/hr)1,153 3,992 Volume-to-Capacity Ratio, VA/c 0.12 0.12 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. WEEKDAY, PM PEAK HOUR EAST OLIVE STREET EAST OLIVE STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUE From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2025 EXISTING CONDITIONS Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled A A 11.3 12.2 1.5 0.2 B A 0.94 0.94 0.94 0.94 Minor Minor Major Major ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled B B A A ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Stop Controlled Stop Controlled 11.5 12.6 1.5 0.2 Major Major 11.6 12.7 1.5 0.2 0.94 0.94 0.94 0.94 0.11 0.12 0.0 2.5 0.0 11.6 12.7 11 9 12 7 11 B B A A Minor Minor Major Major 0.94 0.94 0.94 0.94 1,414 1,452 151 154 LTR LTR 12 7 12 7 1,398 1,446 LTR LTR 157 168 150 0.11 0.11 1,398 1,441 160 168 LTR LTR 11 10 Uncontrolled Uncontrolled 0.0 290 315 0.0 2.5 0.0 A A 1.5 0.1 0.0 290 2.5 606 547 9 Minor Minor B B 0.11 0.12 0.1 290 315 A A 1.5 0.2 7.5 B A B A 11.8 4.1 12.2 4.2 12.1 4.1 10.0 200 11.3 B 12.2 B LTR LTR 53 628 73 570 0.08 0.13 0.3 0.4 LTR LTR 55 77 612 553 0.09 0.14 0.3 0.5 7.5 12.5 150 200 11.5 12.6 B B LTR LTR 57 80 0.2 B B 0.09 0.15 0.3 0.5 7.5 12.6 150 200 A A 1.5 0.2 315 0.1 Traffic Operations Summary Intersection:East Olive Street & Alley Between The Depot on Church | TIS Update South Church Avenue - South Wallace Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 1 12 1 0 0 36 0 0 0 0 1 0 0 0 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 15 1 0 0 45 0 0 0 0 1 0 0 0 0 Ped + Bike Volume, PBV (ped+bike/hr)10 10 Lane Group Lane Group Volume, VLG (veh/hr)1 64 Capacity, c (veh/hr)1,053 4,215 Volume-to-Capacity Ratio, VA/c 0.00 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 12 1 0 0 37 0 0 0 0 1 0 0 0 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 15 1 0 0 46 0 0 0 0 1 0 0 0 0 Ped + Bike Volume, PBV (ped+bike/hr)10 10 Lane Group Lane Group Volume, VLG (veh/hr)1 65 Capacity, c (veh/hr)1,053 4,213 Volume-to-Capacity Ratio, VA/c 0.00 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 5 12 1 0 0 37 3 0 0 0 1 0 0 0 3 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 6 15 1 0 0 46 4 0 0 0 1 0 0 0 4 Ped + Bike Volume, PBV (ped+bike/hr)12 12 Lane Group Lane Group Volume, VLG (veh/hr)5 78 Capacity, c (veh/hr)2,060 5,197 Volume-to-Capacity Ratio, VA/c 0.00 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. EAST OLIVE STREET EAST OLIVE STREET From the East (Westbound) ALLEY | CHURCH - WALLACE From the South (Northbound) 0.80 0.80 0.80 0.80 Uncontrolled Uncontrolled Stop Controlled Stop Controlled From the West (Eastbound) 2025 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled 0.5 0.0 8.4 0.0 Traffic Control Major Major Minor ALLEY | CHURCH - WALLACE From the North (Southbound) 0.5 0.0 8.4 0.0 0.0 125 1 1,594 0.01 0.03 ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled 2.1 0.0 8.4 8.6 Major Major Minor Minor 0 0 7 5 23 50 A A 0.80 0.80 0.80 0.80 Minor A A A 0 0 7 3 0 A A A A LTR LTR 0 7 A 0.00 0 LTR 0 0.80 0.80 Minor Minor 1,053 0 1 0 0.0 0.00 1,053 LTR 0.00 0.00 3 0.0 A 0.0 0.0 0.0 290 8.6 1.2 LTR LTR 18 1,568 45 1,594 0.01 0.03 0.0 0.0 LTR LTR 18 46 8.4 A 0.3 0.80 0.80 Major Major A A 0.0 200 0.0 160 0.5 A 0.0 A 8.4 0.0 125 0.0 0.0 0.0 0.0 1,566 0.0 200 160 0.5 0.0 0.0 A A LTR LTR 290 A A 8.4 0.3 A A 8.4 0.0 LTR LTR 1,543 1,594 0.01 0.03 0.00 290 0.0 0.0 0.0 0.0 0.00 1,053 1,007 1 4 A A 0.0 0.0 0.0 0.0 200 160 2.1 0.0 125 A A 8.4 8.6 A A A A Traffic Operations Summary Intersection:East Olive Street & Alley Between The Depot on Church | TIS Update South Church Avenue - South Wallace Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 0 27 0 0 0 66 0 0 2 0 0 0 2 0 2 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 31 0 0 0 75 0 0 2 0 0 0 2 0 2 Ped + Bike Volume, PBV (ped+bike/hr)17 17 Lane Group Lane Group Volume, VLG (veh/hr)7 113 Capacity, c (veh/hr)1,782 4,867 Volume-to-Capacity Ratio, VA/c 0.00 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 0 28 0 0 0 69 0 0 2 0 0 0 2 0 2 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 32 0 0 0 78 0 0 2 0 0 0 2 0 2 Ped + Bike Volume, PBV (ped+bike/hr)17 17 Lane Group Lane Group Volume, VLG (veh/hr)7 117 Capacity, c (veh/hr)1,771 4,850 Volume-to-Capacity Ratio, VA/c 0.00 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 4 28 0 0 0 69 3 0 2 0 0 0 2 0 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 5 32 0 0 0 79 3 0 2 0 0 0 2 0 6 Ped + Bike Volume, PBV (ped+bike/hr)20 20 Lane Group Lane Group Volume, VLG (veh/hr)10 130 Capacity, c (veh/hr)1,754 4,800 Volume-to-Capacity Ratio, VA/c 0.01 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. WEEKDAY, PM PEAK HOUR EAST OLIVE STREET EAST OLIVE STREET ALLEY | CHURCH - WALLACE ALLEY | CHURCH - WALLACE From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2025 EXISTING CONDITIONS Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled A A 0.0 0.0 9.2 8.9 A A 0.88 0.88 0.88 0.88 Major Major Minor Minor ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled A A A A ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Uncontrolled Uncontrolled 0.0 0.0 9.2 9.0 Minor Minor 1.0 0.0 9.3 8.9 0.87 0.87 0.87 0.87 0.00 0.01 0.0 0.0 0.0 1.0 0.0 0 0 10 7 0 A A A A Major Major Minor Minor 0.88 0.88 0.88 0.88 862 920 2 5 LTR LTR 10 7 10 10 856 915 LTR LTR 2 5 200 0.00 0.00 833 921 2 8 LTR LTR 0 0 Stop Controlled Stop Controlled 0.0 125 290 0.0 0.0 0.0 A A 9.2 0.0 0.0 125 0.0 1,481 1,565 0 Major Major A A 0.00 0.00 0.0 125 290 A A 9.2 8.9 0.0 A A A A 9.0 0.5 9.0 1.0 9.1 0.5 0.0 160 0.0 A 0.0 A LTR LTR 31 1,518 75 1,567 0.02 0.05 0.0 0.0 LTR LTR 32 78 1,514 1,565 0.02 0.05 0.0 0.0 0.0 0.0 200 160 0.0 0.0 A A LTR LTR 37 83 9.0 A A 0.02 0.05 0.0 0.0 0.0 0.0 200 160 A A 9.3 8.9 290 0.0 Traffic Operations Summary Intersection:South Wallace Avenue & The Depot on Church | TIS Update East Olive Street Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 8 4 0 1 5 0 33 37 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 10 5 0 1 6 0 42 47 Ped + Bike Volume, PBV (ped+bike/hr)6 13 Lane Group Lane Group Volume, VLG (veh/hr)10 112 Capacity, c (veh/hr)938 4,082 Volume-to-Capacity Ratio, VA/c 0.01 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 8 4 0 1 5 0 36 38 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 10 5 0 1 6 0 46 48 Ped + Bike Volume, PBV (ped+bike/hr)6 13 Lane Group Lane Group Volume, VLG (veh/hr)10 117 Capacity, c (veh/hr)933 4,076 Volume-to-Capacity Ratio, VA/c 0.01 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 8 4 0 1 5 0 36 41 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 10 5 0 1 6 0 46 52 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)10 120 Capacity, c (veh/hr)928 4,058 Volume-to-Capacity Ratio, VA/c 0.01 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. EAST OLIVE STREET EAST OLIVE STREET From the East (Westbound) SOUTH CHURCH AVENUE From the South (Northbound) 0.79 0.79 0.79 Stop Controlled Uncontrolled Uncontrolled From the West (Eastbound) 2025 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Stop Controlled Uncontrolled Uncontrolled 8.9 1.2 2.6 Traffic Control Minor Major SOUTH CHURCH AVENUE From the North (Southbound) 8.9 1.2 2.6 0.0 125 8 0.02 ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Stop Controlled Uncontrolled Uncontrolled 8.9 1.2 0.0 Minor Major Major 7 0 7 1 15 A A 0.79 0.79 0.79 Major A A A 6 0 6 1 6 A A A LT TR 0 6 A 0.06 1,646 TR 94 0.79 0.79 Major Major 1,503 1,641 8 89 0.0 0.01 1,497 LT 0.01 0.05 1 0.0 A 2.6 0.0 0.0 290 8.9 1.2 LR 15 938 0.02 0.0 LR 15 8.9 A 3.4 0.79 Minor A 0.0 170 8.9 A 1.2 0.0 125 0.0 0.0 933 0.0 170 8.9 0.0 A LR 290 A A 8.9 3.3 A A 1.2 2.6 LT TR 928 0.02 0.01 290 0.0 0.0 0.0 0.0 0.06 1,490 1,640 8 97 A 0.0 0.0 170 8.9 125 A A 1.2 0.0 A A A Traffic Operations Summary Intersection:South Wallace Avenue & The Depot on Church | TIS Update East Olive Street Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 20 11 0 10 46 1 43 58 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 24 13 0 12 55 1 52 70 Ped + Bike Volume, PBV (ped+bike/hr)18 43 Lane Group Lane Group Volume, VLG (veh/hr)37 228 Capacity, c (veh/hr)823 3,882 Volume-to-Capacity Ratio, VA/c 0.05 0.06 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 21 11 0 10 48 1 46 60 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 25 13 0 12 58 1 55 72 Ped + Bike Volume, PBV (ped+bike/hr)19 44 Lane Group Lane Group Volume, VLG (veh/hr)39 237 Capacity, c (veh/hr)813 3,865 Volume-to-Capacity Ratio, VA/c 0.05 0.06 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 21 11 0 10 48 1 46 63 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 25 13 0 12 58 1 55 76 Ped + Bike Volume, PBV (ped+bike/hr)22 47 Lane Group Lane Group Volume, VLG (veh/hr)39 241 Capacity, c (veh/hr)805 3,841 Volume-to-Capacity Ratio, VA/c 0.05 0.06 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. WEEKDAY, PM PEAK HOUR EAST OLIVE STREET EAST OLIVE STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUE From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2025 EXISTING CONDITIONS Traffic Control Stop Controlled Uncontrolled Uncontrolled A A 9.6 1.4 2.8 A A 0.83 0.83 0.83 Minor Major Major ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Stop Controlled Uncontrolled Uncontrolled A A A ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Stop Controlled 9.6 1.4 2.8 Major Major 9.7 1.4 2.9 0.83 0.83 0.83 0.05 0.08 0.0 0.0 0.0 9.7 18 8 14 3 19 A A A Minor Major Major 0.83 0.83 0.83 1,430 1,629 67 123 LT TR 14 3 14 3 1,420 1,632 LT TR 70 129 170 0.05 0.08 1,408 1,628 70 133 LT TR 22 8 Uncontrolled Uncontrolled 0.0 125 290 0.0 0.0 0.0 A A 1.4 0.0 0.0 125 0.0 805 8 Minor A 0.05 0.08 0.0 125 290 A A 1.4 2.8 2.5 A A A A 9.6 3.5 9.7 3.5 9.6 3.5 9.6 A LR 37 823 0.05 0.1 LR 39 813 0.05 0.1 2.5 170 9.6 A LR 39 2.8 A 0.05 0.2 5.0 170 A A 1.4 2.9 290 0.0 Traffic Operations Summary Intersection:East Babcock Street & The Depot on Church | TIS Update South Wallace Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 191 19 0 16 0 57 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 213 21 0 18 0 64 Ped + Bike Volume, PBV (ped+bike/hr)3 15 Lane Group Lane Group Volume, VLG (veh/hr)82 316 Capacity, c (veh/hr)1,003 3,371 Volume-to-Capacity Ratio, VA/c 0.08 0.09 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 222 22 0 17 0 59 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 248 25 0 19 0 66 Ped + Bike Volume, PBV (ped+bike/hr)3 15 Lane Group Lane Group Volume, VLG (veh/hr)85 357 Capacity, c (veh/hr)913 3,280 Volume-to-Capacity Ratio, VA/c 0.09 0.11 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 226 22 0 17 0 62 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 254 25 0 19 0 70 Ped + Bike Volume, PBV (ped+bike/hr)4 16 Lane Group Lane Group Volume, VLG (veh/hr)89 367 Capacity, c (veh/hr)894 3,266 Volume-to-Capacity Ratio, VA/c 0.10 0.11 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LR = Left-Right; TR = Through-Righ; L = Left; T = Through; and LTR = Left-Through-Right Major Minor Minor SOUTH WALLACE AVENUE From the North (Southbound) Uncontrolled Stop Controlled Stop Controlled From the West (Eastbound) EAST BABCOCK STREET East Side of South Wallace Avenue SOUTH WALLACE AVENUE From the South (Northbound) 0.90 0.90 0.90 A Major Minor Minor A B B 0.90 7.2 2025 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.90 0.90 7.2 12.7 13.7 Traffic Control ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled 7.3 13.7 15.3 3 4 0 1,154 0.6 3.9 13.9 290 T A B C 9 L LR 140 139 T 19 70 Major Minor Minor 9 3 3 0 0.89 0.89 0.89 B B 13.5 14.9 B A T T 19 66 462 451 9 3 3 0 0.10 0.10 T 18 506 0.04 T 117 L LR 117 1,154 1,214 13.5 8.8 B A 0.3 12.7 6.4 160 160 8.7 5.7 A A 0.5 0.1 2.6 290 12.7 B 0.5 11.4 125 13.7 B 64 497 0.13 L LR 136 136 1,154 1,213 0.12 0.11 0.04 0.15 0.6 0.3 15.3 7.6 160 160 0.2 0.6 3.9 13.9 290 125 8.8 5.7 14.6 9.0A A B B 13.5 14.9 1,218 0.12 0.11 452 442 0.04 0.16 0.6 0.3 15.3 6.3 160 160 0.2 125 8.8 5.8 15.0 9.2A A B C 13.7 15.3 B A Traffic Operations Summary Intersection:East Babcock Street & The Depot on Church | TIS Update South Wallace Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 275 31 0 71 0 73 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 306 34 0 79 0 81 Ped + Bike Volume, PBV (ped+bike/hr)2 39 Lane Group Lane Group Volume, VLG (veh/hr)160 500 Capacity, c (veh/hr)783 3,167 Volume-to-Capacity Ratio, VA/c 0.20 0.16 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 309 33 0 74 0 76 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 343 37 0 82 0 84 Ped + Bike Volume, PBV (ped+bike/hr)2 40 Lane Group Lane Group Volume, VLG (veh/hr)167 547 Capacity, c (veh/hr)707 3,090 Volume-to-Capacity Ratio, VA/c 0.24 0.18 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 316 33 0 74 0 79 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 351 37 0 82 0 88 Ped + Bike Volume, PBV (ped+bike/hr)2 41 Lane Group Lane Group Volume, VLG (veh/hr)170 558 Capacity, c (veh/hr)692 3,072 Volume-to-Capacity Ratio, VA/c 0.25 0.18 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LR = Left-Right; TR = Through-Righ; L = Left; T = Through; and LTR = Left-Through-Right T 81 382 0.21 0.6 21.4 125 C B 0.20 0.5 20.0 290 17.3 C 17.8 10.6 WEEKDAY, PM PEAK HOUR EAST BABCOCK STREET SOUTH WALLACE AVENUE SOUTH WALLACE AVENUE From the West (Eastbound)East Side of South Wallace Avenue From the South (Northbound) From the North (Southbound) 2025 EXISTING CONDITIONS Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.90 0.90 0.90 Major Minor Minor Uncontrolled Stop Controlled Stop Controlled 191 T T 82 84 ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Major Minor Minor 0.90 29 9 2 0 30 9 A C C A C C 7.4 20.3 22.0 0.90 0.90 2 0 0 A C C 7.2 17.3 18.3 28 18.3 C T 79 401 20.2 10.1 160 160 8.9 5.6 A A 168 L LR 172 1,158 1,226 0.15 0.14 0.8 0.4 9 2 1,158 1,225 363 344 L LR 189 Major Minor Minor 0.90 0.90 0.90 0.16 0.16 0.9 0.5 0.23 0.25 1.0 1.1 22.7 11.3 160 160 23.8 27.7 290 125 9.1 5.7 20.4 11.4A A 19.7 21.1 C C C B L LR 7.4 19.7 21.1 T T 193 195 1,158 1,222 82 88 355 337 0.17 0.16 1.0 0.5 0.23 0.26 1.0 1.2 24.0 12.0 160 160 25.0 29.0 290 125 9.1 5.7 21.2 11.6A A 20.3 22.0 C C C B Traffic Operations Summary Intersection:East Babcock Street & Alley Between The Depot on Church | TIS Update South Church Avenue & South Wallace Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 0 208 9 0 0 2 0 0 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 228 10 0 0 2 0 0 0 Ped + Bike Volume, PBV (ped+bike/hr)14 19 Lane Group Lane Group Volume, VLG (veh/hr)2 240 Capacity, c (veh/hr)1,003 3,936 Volume-to-Capacity Ratio, VA/c 0.00 0.06 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 7 227 9 0 0 2 0 15 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 8 249 10 0 0 2 0 16 0 Ped + Bike Volume, PBV (ped+bike/hr)14 19 Lane Group Lane Group Volume, VLG (veh/hr)19 285 Capacity, c (veh/hr)1,673 4,544 Volume-to-Capacity Ratio, VA/c 0.01 0.06 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 7 227 12 0 0 6 0 15 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 8 249 13 0 0 7 0 16 0 Ped + Bike Volume, PBV (ped+bike/hr)15 20 Lane Group Lane Group Volume, VLG (veh/hr)23 293 Capacity, c (veh/hr)1,656 4,521 Volume-to-Capacity Ratio, VA/c 0.01 0.06 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LR = Left-Right; and TR = Through-Right Major Minor Minor ALLEY | CHURCH - WALLACE From the North (Southbound) Uncontrolled Stop Controlled Stop Controlled From the West (Eastbound) EAST BABCOCK STREET EAST BABCOCK STREET East of Intersection ALLEY | CHURCH - WALLACE From the South (Northbound) 0.91 0.91 0.91 A Major Minor Minor A A A 0.91 0.4 2025 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.91 0.91 0.2 9.1 0.0 Traffic Control ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.4 9.2 9.7 5 13 2 1,146 0.1 0.0 2.6 65 TR A A A 0 LT TR 133 138 LT 7 16 Major Minor Minor 0 5 12 2 0.91 0.91 0.91 A A 9.1 9.6 A A TR LT 2 16 877 796 0 5 12 2 0.10 0.07 TR 2 506 0.00 LT 114 LT TR 124 1,157 1,776 9.1 3.9 A A 0.0 0.0 0.0 200 200 8.1 0.0 A A 0.0 0.0 0.0 65 9.1 A 0.0 0.0 125 0.0 A 0 497 0.00 LT TR 132 135 1,146 1,725 0.11 0.08 0.00 0.02 0.0 0.0 0.0 0.0 200 200 0.0 0.1 0.0 2.6 65 50 8.2 0.1 9.5 4.5A A A A 9.1 9.6 1,719 0.12 0.08 866 790 0.01 0.02 0.0 0.0 0.0 0.0 200 200 0.0 50 8.2 0.1 9.6 4.5A A A A 9.2 9.7 A A Traffic Operations Summary Intersection:East Babcock Street & Alley Between The Depot on Church | TIS Update South Church Avenue & South Wallace Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 0 298 4 0 0 5 0 2 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 332 4 0 0 6 0 2 0 Ped + Bike Volume, PBV (ped+bike/hr)21 24 Lane Group Lane Group Volume, VLG (veh/hr)8 344 Capacity, c (veh/hr)1,598 4,533 Volume-to-Capacity Ratio, VA/c 0.00 0.08 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 15 324 4 0 0 5 0 12 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 17 361 4 0 0 6 0 13 0 Ped + Bike Volume, PBV (ped+bike/hr)21 24 Lane Group Lane Group Volume, VLG (veh/hr)19 401 Capacity, c (veh/hr)1,503 4,340 Volume-to-Capacity Ratio, VA/c 0.01 0.09 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 15 324 7 0 0 12 0 12 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 17 360 8 0 0 13 0 13 0 Ped + Bike Volume, PBV (ped+bike/hr)22 25 Lane Group Lane Group Volume, VLG (veh/hr)27 411 Capacity, c (veh/hr)1,484 4,327 Volume-to-Capacity Ratio, VA/c 0.02 0.10 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LR = Left-Right; and TR = Through-Right LT 2 771 0.00 0.0 0.0 125 A A 0.01 0.0 0.0 65 9.4 A 9.5 4.1 WEEKDAY, PM PEAK HOUR EAST BABCOCK STREET EAST BABCOCK STREET ALLEY | CHURCH - WALLACE ALLEY | CHURCH - WALLACE From the West (Eastbound) East of Intersection From the South (Northbound) From the North (Southbound) 2025 EXISTING CONDITIONS Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.90 0.90 0.90 Major Minor Minor Uncontrolled Stop Controlled Stop Controlled 185 TR LT 6 13 ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Major Minor Minor 0.90 0 3 13 8 0 3 A A B A A B 0.4 9.6 10.4 0.90 0.90 14 8 8 A A A 0.1 9.4 9.7 0 9.7 A TR 6 827 0.0 0.0 200 200 8.1 0.0 A A 166 LT TR 170 1,143 1,792 0.15 0.09 0.0 0.0 3 13 1,132 1,705 809 694 LT TR 197 Major Minor Minor 0.90 0.90 0.90 0.17 0.11 0.0 0.0 0.01 0.02 0.0 0.1 0.0 0.0 200 200 0.0 2.6 65 50 8.2 0.1 10.1 4.5A A 9.5 10.3 A B B A LT TR 0.4 9.5 10.3 TR LT 197 188 1,132 1,711 13 13 799 685 0.17 0.11 0.0 0.0 0.02 0.02 0.1 0.1 0.0 0.0 200 200 2.5 2.6 65 50 8.2 0.1 10.0 4.6A A 9.6 10.4 A B A A Traffic Operations Summary Intersection:East Babcock Street & The Depot on Church | TIS Update South Church Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 17 180 22 0 73 31 0 8 70 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 19 201 25 0 82 35 0 9 78 Ped + Bike Volume, PBV (ped+bike/hr)7 14 Lane Group Lane Group Volume, VLG (veh/hr)203 448 Capacity, c (veh/hr)1,310 4,046 Volume-to-Capacity Ratio, VA/c 0.16 0.11 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 39 202 29 0 76 32 0 11 73 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 44 226 32 0 85 36 0 12 82 Ped + Bike Volume, PBV (ped+bike/hr)7 14 Lane Group Lane Group Volume, VLG (veh/hr)215 516 Capacity, c (veh/hr)1,166 3,751 Volume-to-Capacity Ratio, VA/c 0.18 0.14 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 39 203 29 0 76 32 0 13 73 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 44 228 33 0 85 36 0 15 82 Ped + Bike Volume, PBV (ped+bike/hr)7 14 Lane Group Lane Group Volume, VLG (veh/hr)218 522 Capacity, c (veh/hr)1,157 3,745 Volume-to-Capacity Ratio, VA/c 0.19 0.14 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LR = Left-Right and TR = Through-Right Major Minor Minor SOUTH CHURCH AVENUE From the North (Southbound) Uncontrolled Stop Controlled Stop Controlled From the West (Eastbound) EAST BABCOCK STREET EAST BABCOCK STREET East of Intersection SOUTH CHURCH AVENUE From the South (Northbound) 0.90 0.90 0.90 A Major Minor Minor A B B 0.90 1.5 2025 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.90 0.90 1.0 11.2 11.8 Traffic Control ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled 1.5 12.2 13.2 3 4 3 1,125 0.7 17.8 18.0 310 TR A B B 4 LT TR 158 147 LT 121 97 Major Minor Minor 4 3 4 3 0.89 0.89 0.89 B B 12.1 13.1 B A TR LT 121 94 626 540 4 3 4 3 0.11 0.08 TR 116 694 0.17 LT 120 LT TR 125 1,125 1,611 11.5 7.5 B A 0.0 2.7 0.0 380 380 8.3 0.1 A A 0.1 0.6 15.2 310 11.2 B 0.5 12.9 125 11.8 B 87 616 0.14 LT TR 157 145 1,125 1,460 0.14 0.10 0.19 0.17 0.1 0.0 2.7 0.0 380 380 0.7 0.6 17.8 15.4 310 125 8.3 0.2 12.5 7.8A A B B 12.1 13.1 1,463 0.14 0.10 622 535 0.20 0.18 0.1 0.0 2.7 0.0 380 380 0.7 125 8.3 0.3 12.6 7.9A A B B 12.2 13.2 B A Traffic Operations Summary Intersection:East Babcock Street & The Depot on Church | TIS Update South Church Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 43 180 60 0 91 31 0 8 87 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 45 189 63 0 96 33 0 8 91 Ped + Bike Volume, PBV (ped+bike/hr)15 36 Lane Group Lane Group Volume, VLG (veh/hr)228 526 Capacity, c (veh/hr)1,053 3,624 Volume-to-Capacity Ratio, VA/c 0.22 0.15 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 75 202 70 0 95 32 0 11 90 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 79 212 74 0 100 34 0 12 95 Ped + Bike Volume, PBV (ped+bike/hr)15 36 Lane Group Lane Group Volume, VLG (veh/hr)240 605 Capacity, c (veh/hr)1,166 3,568 Volume-to-Capacity Ratio, VA/c 0.21 0.17 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 75 203 70 0 95 32 0 13 90 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 79 214 74 0 100 34 0 14 95 Ped + Bike Volume, PBV (ped+bike/hr)15 37 Lane Group Lane Group Volume, VLG (veh/hr)242 608 Capacity, c (veh/hr)890 3,321 Volume-to-Capacity Ratio, VA/c 0.27 0.18 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LR = Left-Right and TR = Through-Right LT 100 483 0.21 0.8 20.1 125 B A 0.23 0.9 22.9 310 13.3 B 13.8 8.3 WEEKDAY, PM PEAK HOUR EAST BABCOCK STREET EAST BABCOCK STREET SOUTH CHURCH AVENUE SOUTH CHURCH AVENUE From the West (Eastbound) East of Intersection From the South (Northbound) From the North (Southbound) 2025 EXISTING CONDITIONS Traffic Control Uncontrolled Stop Controlled Stop Controlled 0.95 0.95 0.95 Major Minor Minor Uncontrolled Stop Controlled Stop Controlled 180 TR LT 134 106 ESTIMATED 2028 TOTAL TRAFFIC Traffic Control Uncontrolled Stop Controlled Stop Controlled ESTIMATED 2028 BACKGROUND TRAFFIC Traffic Control Major Minor Minor 0.95 12 9 7 8 12 10 A B B A C C 2.5 15.3 17.7 0.95 0.95 7 8 8 A B B 2.1 13.3 14.4 12 14.4 B TR 128 570 2.5 0.0 380 380 8.3 0.3 A A 140 LT TR 157 1,143 1,428 0.12 0.11 0.1 0.0 9 7 1,125 1,277 626 540 LT TR 185 Major Minor Minor 0.95 0.95 0.95 0.16 0.14 0.1 0.0 0.21 0.20 0.7 0.6 2.7 0.0 380 380 17.8 15.4 310 125 8.3 0.2 12.5 7.6A A 12.1 13.1 B B B A LT TR 2.5 12.1 13.1 TR LT 186 180 1,143 1,288 134 108 493 397 0.16 0.14 0.2 0.0 0.27 0.27 1.2 1.2 5.0 0.0 380 380 30.6 30.2 310 125 8.4 0.4 16.4 9.2A A 15.3 17.7 C C C A Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2025 Existing Conditions Appendix E E-2 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Church Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Olive Street Analysis Year 2025 North/South Street South Church Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 112 South Church TIS | Existing Conditions 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)7 12 7 7 25 5 18 96 0 2 68 21 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 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)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)29 41 20 2 Capacity, c (veh/h)711 673 1497 1488 v/c Ratio 0.04 0.06 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.2 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.5 5.0 0.0 0.0 Control Delay (s/veh)10.3 10.7 7.4 0.1 0.1 7.4 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.3 10.7 1.3 0.2 Approach LOS B B A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 12:47:08 PMInt-01A_S-Church-Ave+E-Olive-St_AM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Church Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Olive Street Analysis Year 2025 North/South Street South Church Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 112 South Church TIS | Existing Conditions 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 21 17 16 47 6 26 112 4 3 110 32 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 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)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)53 73 28 3 Capacity, c (veh/h)628 570 1414 1452 v/c Ratio 0.08 0.13 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.4 0.1 0.0 95% Queue Length, Q₉₅ (ft)7.5 10.0 2.5 0.0 Control Delay (s/veh)11.3 12.2 7.6 0.2 0.2 7.5 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.3 12.2 1.5 0.2 Approach LOS B B A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 12:59:39 PMInt-01B_S-Church-Ave+E-Olive-St_PM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Olive St & Church-Wallace Alley Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Olive Street Analysis Year 2025 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions 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)1 12 1 0 36 0 0 0 1 0 0 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 0 1 0 Capacity, c (veh/h)1568 1594 1053 0 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.3 0.0 0.0 7.3 0.0 0.0 8.4 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)0.5 0.0 8.4 Approach LOS A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 1:30:35 PMInt-02A_E-Olive-St+Church-Wallace-Alley_AM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Olive St & Church-Wallace Alley Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Olive Street Analysis Year 2025 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions 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)0 27 0 0 66 0 2 0 0 2 0 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 0 2 5 Capacity, c (veh/h)1518 1567 862 920 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.4 0.0 0.0 7.3 0.0 0.0 9.2 8.9 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)0.0 0.0 9.2 8.9 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 1:41:28 PMInt-02B_E-Olive-St+Church-Wallace-Alley_PM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Wallace Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Olive Street Analysis Year 2025 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.79 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)8 4 1 5 33 37 Percent Heavy Vehicles (%)0 0 0 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)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)15 1 Capacity, c (veh/h)938 1503 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)8.9 7.4 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)8.9 1.2 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 1:53:06 PMInt-03A_S-Wallace-Ave+E-Olive-St_AM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Wallace Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Olive Street Analysis Year 2025 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.83 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)20 11 10 46 44 58 Percent Heavy Vehicles (%)0 0 0 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)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 12 Capacity, c (veh/h)823 1430 v/c Ratio 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 95% Queue Length, Q₉₅ (ft)2.5 0.0 Control Delay (s/veh)9.6 7.5 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)9.6 1.4 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 2:06:27 PMInt-03B_S-Wallace-Ave+E-Olive-St_PM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Ex. Conditions 100% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)191 19 16 57 Percent Heavy Vehicles (%)2 3 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.34 6.56 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.12 4.03 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)212 18 63 Capacity, c (veh/h)1154 420 412 v/c Ratio 0.18 0.04 0.15 95% Queue Length, Q₉₅ (veh)0.7 0.1 0.5 95% Queue Length, Q₉₅ (ft)17.8 2.6 12.6 Control Delay (s/veh)8.8 14.0 15.3 Level of Service (LOS)A B C Approach Delay (s/veh)8.0 14.0 15.3 Approach LOS A B C Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 6:30:08 PMInt-04A_E-Babcock-St+S-Wallace-Ave_AM-100_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Ex. Conditions 55% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)105 19 16 57 Percent Heavy Vehicles (%)2 3 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.34 6.56 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.12 4.03 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)117 18 63 Capacity, c (veh/h)1154 592 581 v/c Ratio 0.10 0.03 0.11 95% Queue Length, Q₉₅ (veh)0.3 0.1 0.4 95% Queue Length, Q₉₅ (ft)7.6 2.6 10.1 Control Delay (s/veh)8.5 11.3 12.0 Level of Service (LOS)A B B Approach Delay (s/veh)7.2 11.3 12.0 Approach LOS A B B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 6:35:18 PMInt-04A_E-Babcock-St+S-Wallace-Ave_AM-055_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Ex. Conditions 100% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)275 31 71 73 Percent Heavy Vehicles (%)1 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.32 6.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.11 4.00 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)306 79 81 Capacity, c (veh/h)1158 301 287 v/c Ratio 0.26 0.26 0.28 95% Queue Length, Q₉₅ (veh)1.1 1.0 1.1 95% Queue Length, Q₉₅ (ft)27.7 25.0 27.7 Control Delay (s/veh)9.2 21.1 22.5 Level of Service (LOS)A C C Approach Delay (s/veh)8.3 21.1 22.5 Approach LOS A C C Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 6:37:06 PMInt-04B_E-Babcock-St+S-Wallace-Ave_PM-100_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Ex. Conditions 55% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)151 31 71 73 Percent Heavy Vehicles (%)1 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.32 6.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.11 4.00 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)168 79 81 Capacity, c (veh/h)1158 501 477 v/c Ratio 0.14 0.16 0.17 95% Queue Length, Q₉₅ (veh)0.5 0.6 0.6 95% Queue Length, Q₉₅ (ft)12.6 15.0 15.1 Control Delay (s/veh)8.6 13.5 14.1 Level of Service (LOS)A B B Approach Delay (s/veh)7.2 13.5 14.1 Approach LOS A B B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 6:38:39 PMInt-04B_E-Babcock-St+S-Wallace-Ave_PM-055_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & Alley | Church - Wallace Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)0 208 9 0 2 0 0 Percent Heavy Vehicles (%)0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.30 6.50 6.90 7.50 6.50 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.10 4.00 3.30 3.50 4.00 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 2 0 Capacity, c (veh/h)1157 890 0 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)8.1 0.0 9.1 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 9.1 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 7:38:27 PMInt-05A_E-Babcock-St+Church-Wallace-Alley_AM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & Alley | Church - Wallace Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)0 298 4 0 5 2 0 Percent Heavy Vehicles (%)0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.30 6.50 6.90 7.50 6.50 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.10 4.00 3.30 3.50 4.00 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 6 2 Capacity, c (veh/h)1143 827 771 v/c Ratio 0.00 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)8.1 0.0 9.4 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.0 9.4 9.7 Approach LOS A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 7:41:45 PMInt-05B_E-Babcock-St+Church-Wallace-Alley_PM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Church Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street South Church Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)17 180 22 73 31 8 70 Percent Heavy Vehicles (%)8 2 2 0 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.46 6.54 6.94 7.50 6.58 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.18 4.02 3.32 3.50 4.04 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)19 116 87 Capacity, c (veh/h)1125 694 616 v/c Ratio 0.02 0.17 0.14 95% Queue Length, Q₉₅ (veh)0.1 0.6 0.5 95% Queue Length, Q₉₅ (ft)2.7 15.2 12.9 Control Delay (s/veh)8.3 0.1 11.2 11.8 Level of Service (LOS)A A B B Approach Delay (s/veh)0.7 11.2 11.8 Approach LOS A B B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 8:09:39 PMInt-06A_E-Babcock-St+S-Church-Ave_AM_2025-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Church Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 10/31/2025 East/West Street East Babcock Street Analysis Year 2025 North/South Street South Church Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 112 S Church TIS | Existing Conditions 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)43 254 60 91 38 9 87 Percent Heavy Vehicles (%)0 2 3 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.30 6.54 6.96 7.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.10 4.02 3.33 3.50 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 136 101 Capacity, c (veh/h)1143 570 483 v/c Ratio 0.04 0.24 0.21 95% Queue Length, Q₉₅ (veh)0.1 0.9 0.8 95% Queue Length, Q₉₅ (ft)2.5 22.9 20.1 Control Delay (s/veh)8.3 0.3 13.3 14.4 Level of Service (LOS)A A B B Approach Delay (s/veh)1.2 13.3 14.4 Approach LOS A B B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 10/31/2025 8:13:26 PMInt-06B_E-Babcock-St+S-Church-Ave_PM_2025-Ex.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2028 Background Traffic Appendix E E-3 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Church Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 01/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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)7 12 7 7 26 5 19 100 0 2 77 22 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 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)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)29 42 21 2 Capacity, c (veh/h)695 657 1484 1482 v/c Ratio 0.04 0.06 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.2 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.5 5.0 0.0 0.0 Control Delay (s/veh)10.4 10.9 7.5 0.1 0.1 7.4 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.4 10.9 1.3 0.2 Approach LOS B B A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 12:59:48 AMInt-01A_S-Church-Ave+E-Olive-St_AM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Church Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 01/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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 22 18 17 49 6 27 117 4 3 122 33 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 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)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)55 77 29 3 Capacity, c (veh/h)612 553 1398 1446 v/c Ratio 0.09 0.14 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.5 0.1 0.0 95% Queue Length, Q₉₅ (ft)7.5 12.5 2.5 0.0 Control Delay (s/veh)11.5 12.6 7.6 0.2 0.2 7.5 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.5 12.6 1.5 0.2 Approach LOS B B A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:01:31 AMInt-01B_S-Church-Ave+E-Olive-St_PM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Olive St & Church-Wallace Alley Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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)1 12 1 0 37 0 0 0 1 0 0 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 0 1 0 Capacity, c (veh/h)1566 1594 1053 0 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.3 0.0 0.0 7.3 0.0 0.0 8.4 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)0.5 0.0 8.4 Approach LOS A A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:15:34 AMInt-02A_E-Olive-St+Church-Wallace-Alley_AM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Olive St & Church-Wallace Alley Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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)0 28 0 0 69 0 2 0 0 2 0 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 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)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 0 2 5 Capacity, c (veh/h)1514 1565 856 915 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.4 0.0 0.0 7.3 0.0 0.0 9.2 9.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)0.0 0.0 9.2 9.0 Approach LOS A A A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:17:09 AMInt-02B_E-Olive-St+Church-Wallace-Alley_PM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Wallace Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.79 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)8 4 1 5 36 38 Percent Heavy Vehicles (%)0 0 0 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)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)15 1 Capacity, c (veh/h)933 1497 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)8.9 7.4 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)8.9 1.2 Approach LOS A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:42:32 AMInt-03A_S-Wallace-Ave+E-Olive-St_AM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Wallace Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.83 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)21 11 10 48 47 60 Percent Heavy Vehicles (%)0 0 0 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)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 12 Capacity, c (veh/h)813 1420 v/c Ratio 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 95% Queue Length, Q₉₅ (ft)2.5 0.0 Control Delay (s/veh)9.6 7.6 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)9.6 1.4 Approach LOS A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:44:24 AMInt-03B_S-Wallace-Ave+E-Olive-St_PM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Bkgnd Traffic 100% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)222 22 17 59 Percent Heavy Vehicles (%)2 3 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.34 6.56 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.12 4.03 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)247 19 66 Capacity, c (veh/h)1154 369 361 v/c Ratio 0.21 0.05 0.18 95% Queue Length, Q₉₅ (veh)0.8 0.2 0.7 95% Queue Length, Q₉₅ (ft)20.3 5.1 17.6 Control Delay (s/veh)9.0 15.3 17.2 Level of Service (LOS)A C C Approach Delay (s/veh)8.2 15.3 17.2 Approach LOS A C C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:14:40 AMInt-04A_E-Babcock-St+S-Wallace-Ave_AM-100_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Bkgnd Traffic 55% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)122 22 17 59 Percent Heavy Vehicles (%)2 3 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.34 6.56 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.12 4.03 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)136 19 66 Capacity, c (veh/h)1154 554 541 v/c Ratio 0.12 0.03 0.12 95% Queue Length, Q₉₅ (veh)0.4 0.1 0.4 95% Queue Length, Q₉₅ (ft)10.2 2.6 10.1 Control Delay (s/veh)8.5 11.7 12.6 Level of Service (LOS)A B B Approach Delay (s/veh)7.2 11.7 12.6 Approach LOS A B B Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:12:26 AMInt-04A_E-Babcock-St+S-Wallace-Ave_AM-055_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Bkgnd Traffic 100% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)309 33 74 76 Percent Heavy Vehicles (%)1 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.32 6.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.11 4.00 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)343 82 84 Capacity, c (veh/h)1158 261 247 v/c Ratio 0.30 0.32 0.34 95% Queue Length, Q₉₅ (veh)1.2 1.3 1.5 95% Queue Length, Q₉₅ (ft)30.2 32.5 37.8 Control Delay (s/veh)9.4 25.0 27.0 Level of Service (LOS)A D D Approach Delay (s/veh)8.5 25.0 27.0 Approach LOS A D D Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:18:32 AMInt-04B_E-Babcock-St+S-Wallace-Ave_PM-100_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Bkgnd Traffic 55% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)170 33 74 76 Percent Heavy Vehicles (%)1 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.32 6.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.11 4.00 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)189 82 84 Capacity, c (veh/h)1158 464 441 v/c Ratio 0.16 0.18 0.19 95% Queue Length, Q₉₅ (veh)0.6 0.6 0.7 95% Queue Length, Q₉₅ (ft)15.1 15.0 17.6 Control Delay (s/veh)8.7 14.4 15.1 Level of Service (LOS)A B C Approach Delay (s/veh)7.3 14.4 15.1 Approach LOS A B C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:16:38 AMInt-04B_E-Babcock-St+S-Wallace-Ave_PM-055_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & Alley | Church - Wallace Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)7 227 9 0 2 15 0 Percent Heavy Vehicles (%)3 0 0 3 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.36 6.50 6.90 7.56 6.50 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.13 4.00 3.30 3.53 4.00 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 2 16 Capacity, c (veh/h)1146 877 796 v/c Ratio 0.01 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 0.0 2.6 Control Delay (s/veh)8.2 0.1 9.1 9.6 Level of Service (LOS)A A A A Approach Delay (s/veh)0.3 9.1 9.6 Approach LOS A A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:41:40 AMInt-05A_E-Babcock-St+Church-Wallace-Alley_AM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & Alley | Church - Wallace Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)15 324 4 0 5 12 0 Percent Heavy Vehicles (%)3 0 0 3 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.36 6.50 6.90 7.56 6.50 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.13 4.00 3.30 3.53 4.00 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 6 13 Capacity, c (veh/h)1132 809 694 v/c Ratio 0.01 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 0.0 2.6 Control Delay (s/veh)8.2 0.1 9.5 10.3 Level of Service (LOS)A A A B Approach Delay (s/veh)0.5 9.5 10.3 Approach LOS A A B Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:43:35 AMInt-05B_E-Babcock-St+Church-Wallace-Alley_PM_2028-Bgknd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Church Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)39 202 29 76 32 11 73 Percent Heavy Vehicles (%)8 2 2 0 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.46 6.54 6.94 7.50 6.58 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.18 4.02 3.32 3.50 4.04 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)43 120 93 Capacity, c (veh/h)1125 626 540 v/c Ratio 0.04 0.19 0.17 95% Queue Length, Q₉₅ (veh)0.1 0.7 0.6 95% Queue Length, Q₉₅ (ft)2.7 17.8 15.4 Control Delay (s/veh)8.3 0.2 12.1 13.1 Level of Service (LOS)A A B B Approach Delay (s/veh)1.4 12.1 13.1 Approach LOS A B B Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 3:27:36 AMInt-06A_E-Babcock-St+S-Church-Ave_AM_2028-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Church Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Est. Background Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)75 285 70 95 41 16 90 Percent Heavy Vehicles (%)0 2 3 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.30 6.54 6.96 7.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.10 4.02 3.33 3.50 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)79 143 112 Capacity, c (veh/h)1143 494 398 v/c Ratio 0.07 0.29 0.28 95% Queue Length, Q₉₅ (veh)0.2 1.2 1.1 95% Queue Length, Q₉₅ (ft)5.0 30.6 27.7 Control Delay (s/veh)8.4 0.4 15.2 17.5 Level of Service (LOS)A A C C Approach Delay (s/veh)1.7 15.2 17.5 Approach LOS A C C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 3:29:41 AMInt-06B_E-Babcock-St+S-Church-Ave_PM_2028-Bkgnd.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2028 Total Traffic Appendix E E-4 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Church Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 01/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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)7 13 7 9 27 5 19 100 3 2 77 22 Percent Heavy Vehicles (%)0 1 0 1 1 0 0 0 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)7.10 6.51 6.20 7.11 6.51 6.20 4.10 4.10 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)3.50 4.01 3.30 3.51 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)30 46 21 2 Capacity, c (veh/h)685 649 1482 1474 v/c Ratio 0.04 0.07 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.2 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.5 5.0 0.0 0.0 Control Delay (s/veh)10.5 11.0 7.5 0.1 0.1 7.4 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.5 11.0 1.3 0.2 Approach LOS B B A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:03:03 AMInt-01A_S-Church-Ave+E-Olive-St_AM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Church Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 01/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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 24 18 19 50 6 27 117 6 3 122 33 Percent Heavy Vehicles (%)0 1 0 1 1 0 0 0 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)7.10 6.51 6.20 7.11 6.51 6.20 4.10 4.10 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)3.50 4.01 3.30 3.51 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)57 80 29 3 Capacity, c (veh/h)606 547 1398 1441 v/c Ratio 0.09 0.15 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.5 0.1 0.0 95% Queue Length, Q₉₅ (ft)7.5 12.6 2.5 0.0 Control Delay (s/veh)11.6 12.7 7.6 0.2 0.2 7.5 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.6 12.7 1.5 0.2 Approach LOS B B A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:04:30 AMInt-01B_S-Church-Ave+E-Olive-St_PM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Olive St & Church-Wallace Alley Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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)5 12 1 0 37 3 0 0 1 0 0 3 Percent Heavy Vehicles (%)2 0 0 0 0 0 0 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 4.10 7.10 6.50 6.20 7.10 6.50 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 2.20 3.50 4.00 3.30 3.50 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 0 1 4 Capacity, c (veh/h)1543 1594 1053 1007 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.3 0.0 0.0 7.3 0.0 0.0 8.4 8.6 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)2.1 0.0 8.4 8.6 Approach LOS A A A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:19:22 AMInt-02A_E-Olive-St+Church-Wallace-Alley_AM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Olive St & Church-Wallace Alley Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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)4 28 0 0 69 3 2 0 0 2 0 5 Percent Heavy Vehicles (%)3 0 0 0 0 0 0 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)4.13 4.10 7.10 6.50 6.20 7.10 6.50 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)2.23 2.20 3.50 4.00 3.30 3.50 4.00 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 0 2 8 Capacity, c (veh/h)1481 1565 833 921 v/c Ratio 0.00 0.00 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.4 0.0 0.0 7.3 0.0 0.0 9.3 8.9 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)1.0 0.0 9.3 8.9 Approach LOS A A A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:21:33 AMInt-02B_E-Olive-St+Church-Wallace-Alley_PM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Wallace Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.79 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)8 4 1 5 36 41 Percent Heavy Vehicles (%)0 0 0 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)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)15 1 Capacity, c (veh/h)928 1490 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)8.9 7.4 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)8.9 1.2 Approach LOS A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:46:37 AMInt-03A_S-Wallace-Ave+E-Olive-St_AM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S Wallace Ave & E Olive St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Olive Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.83 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)21 11 10 48 47 63 Percent Heavy Vehicles (%)0 0 0 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)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 12 Capacity, c (veh/h)805 1408 v/c Ratio 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.0 95% Queue Length, Q₉₅ (ft)5.0 0.0 Control Delay (s/veh)9.7 7.6 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)9.7 1.4 Approach LOS A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 1:48:53 AMInt-03B_S-Wallace-Ave+E-Olive-St_PM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Total Traffic 100% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)226 22 17 62 Percent Heavy Vehicles (%)2 3 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.34 6.56 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.12 4.03 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)254 19 70 Capacity, c (veh/h)1154 359 351 v/c Ratio 0.22 0.05 0.20 95% Queue Length, Q₉₅ (veh)0.8 0.2 0.7 95% Queue Length, Q₉₅ (ft)20.3 5.1 17.6 Control Delay (s/veh)9.0 15.6 17.8 Level of Service (LOS)A C C Approach Delay (s/veh)8.2 15.6 17.8 Approach LOS A C C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:23:50 AMInt-04A_E-Babcock-St+S-Wallace-Ave_AM-100_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Total Traffic 55% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)124 22 17 62 Percent Heavy Vehicles (%)2 3 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.34 6.56 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.12 4.03 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)139 19 70 Capacity, c (veh/h)1154 545 532 v/c Ratio 0.12 0.04 0.13 95% Queue Length, Q₉₅ (veh)0.4 0.1 0.4 95% Queue Length, Q₉₅ (ft)10.2 2.6 10.1 Control Delay (s/veh)8.5 11.8 12.8 Level of Service (LOS)A B B Approach Delay (s/veh)7.3 11.8 12.8 Approach LOS A B B Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:21:25 AMInt-04A_E-Babcock-St+S-Wallace-Ave_AM-055_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Total Traffic 100% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)316 33 74 79 Percent Heavy Vehicles (%)1 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.32 6.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.11 4.00 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)351 82 88 Capacity, c (veh/h)1158 253 240 v/c Ratio 0.30 0.32 0.37 95% Queue Length, Q₉₅ (veh)1.3 1.4 1.6 95% Queue Length, Q₉₅ (ft)32.8 35.0 40.3 Control Delay (s/veh)9.5 25.9 28.5 Level of Service (LOS)A D D Approach Delay (s/veh)8.6 25.9 28.5 Approach LOS A D D Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:30:09 AMInt-04B_E-Babcock-St+S-Wallace-Ave_PM-100_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Wallace Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Total Traffic 55% LT Lane 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 0 1 0 0 0 0 0 1 0 0 1 0 Configuration L R T T Volume (veh/h)174 33 74 79 Percent Heavy Vehicles (%)1 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.5 Critical Headway (sec)5.32 6.50 6.52 Base Follow-Up Headway (sec)3.1 4.0 4.0 Follow-Up Headway (sec)3.11 4.00 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)193 82 88 Capacity, c (veh/h)1158 457 434 v/c Ratio 0.17 0.18 0.20 95% Queue Length, Q₉₅ (veh)0.6 0.6 0.7 95% Queue Length, Q₉₅ (ft)15.1 15.0 17.6 Control Delay (s/veh)8.7 14.6 15.4 Level of Service (LOS)A B C Approach Delay (s/veh)7.3 14.6 15.4 Approach LOS A B C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:27:06 AMInt-04B_E-Babcock-St+S-Wallace-Ave_PM-055_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & Alley | Church - Wallace Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)7 227 12 0 6 15 0 Percent Heavy Vehicles (%)3 0 2 3 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.36 6.50 6.94 7.56 6.50 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.13 4.00 3.32 3.53 4.00 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 7 16 Capacity, c (veh/h)1146 866 790 v/c Ratio 0.01 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 0.0 2.6 Control Delay (s/veh)8.2 0.1 9.2 9.7 Level of Service (LOS)A A A A Approach Delay (s/veh)0.3 9.2 9.7 Approach LOS A A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:46:10 AMInt-05A_E-Babcock-St+Church-Wallace-Alley_AM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & Alley | Church - Wallace Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street Alley | S Church Ave - S Wallace Ave Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)15 324 7 0 12 12 0 Percent Heavy Vehicles (%)3 0 2 3 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.36 6.50 6.94 7.56 6.50 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.13 4.00 3.32 3.53 4.00 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 13 13 Capacity, c (veh/h)1132 799 685 v/c Ratio 0.01 0.02 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 2.6 Control Delay (s/veh)8.2 0.1 9.6 10.4 Level of Service (LOS)A A A B Approach Delay (s/veh)0.5 9.6 10.4 Approach LOS A A B Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 2:48:07 AMInt-05B_E-Babcock-St+Church-Wallace-Alley_PM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Church Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)39 203 29 76 32 13 73 Percent Heavy Vehicles (%)8 2 2 1 4 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.46 6.54 6.94 7.52 6.58 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.18 4.02 3.32 3.51 4.04 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)44 121 97 Capacity, c (veh/h)1125 622 535 v/c Ratio 0.04 0.20 0.18 95% Queue Length, Q₉₅ (veh)0.1 0.7 0.7 95% Queue Length, Q₉₅ (ft)2.7 17.8 18.0 Control Delay (s/veh)8.3 0.3 12.2 13.2 Level of Service (LOS)A A B B Approach Delay (s/veh)1.4 12.2 13.2 Approach LOS A B B Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 3:31:55 AMInt-06A_E-Babcock-St+S-Church-Ave_AM_2028-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection E Babcock St & S Church Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 1/12/2026 East/West Street East Babcock Street Analysis Year 2028 North/South Street South Church Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description The Depot TIS Update | Estimated Total Traffic 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume (veh/h)75 286 70 95 41 18 90 Percent Heavy Vehicles (%)0 2 3 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.5 6.9 7.5 6.5 Critical Headway (sec)5.30 6.54 6.96 7.52 6.52 Base Follow-Up Headway (sec)3.1 4.0 3.3 3.5 4.0 Follow-Up Headway (sec)3.10 4.02 3.33 3.51 4.01 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)79 143 114 Capacity, c (veh/h)1143 493 397 v/c Ratio 0.07 0.29 0.29 95% Queue Length, Q₉₅ (veh)0.2 1.2 1.2 95% Queue Length, Q₉₅ (ft)5.0 30.6 30.2 Control Delay (s/veh)8.4 0.4 15.3 17.7 Level of Service (LOS)A A C C Approach Delay (s/veh)1.7 15.3 17.7 Approach LOS A C C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/15/2026 3:34:12 AMInt-06B_E-Babcock-St+S-Church-Ave_PM_2028-Total.xtw 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com