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HomeMy WebLinkAbout008 Traffic Impact StudySPR SUBMITTAL BG MILL | NORTHERN PACIFIC ADD, S07, T02 S, R06 E, LOT 1, PLAT C-23-A11 | BOZEMAN, MT, 59715 TRAFFIC IMPACT STUDY BG MILL||14.00 TRAFFIC IMPACT STUDY BG MILL TRAFFIC IMPACT STUDY Prepared For BG Mill, LLC JULY 2022 Bozeman, Gallatin County, Montana 008 Traffic Impact Study BG MILL Bozeman, Gallatin County, Montana Prepared For BG Mill, LLC July 2022 Project No. 22-0110 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com Table of Contents | i Traffic Impact Study – BG Mill July 2022 Table of Contents Executive Summary 1 Purpose of Report & Study Objectives .............. 1 Study Area ..................................................... 1 Alternate Modes of Transportation ................... 1 Pedestrians & Bicyclists .................................. 1 Transit ............................................................ 1 Proposed Development ................................... 2 Traffic Operations .......................................... 2 Existing Conditions ......................................... 2 Projected Traffic .............................................. 2 Conclusions & Recommendations.................... 2 North Wallace Avenue & East Mendenhall Street ................................... 2 North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard ........................... 2 Proposed Study Area Development 3 Proposed Development Plan ............................ 3 Development Horizon ...................................... 3 Transportation Elements of the Proposed Development ................................... 3 Trip Generation ............................................... 3 Trip Distribution .............................................. 4 Traffic Assignment .......................................... 4 Pedestrians & Bicyclists .................................. 6 Transit Service ................................................ 6 Existing Conditions 6 Study Area Land Use ...................................... 6 Transportation Network .................................. 7 Alternative Modes of Transportation ................ 8 Traffic Volumes .............................................. 8 Count Locations & Data .................................. 8 Safety ........................................................... 9 Crash Experience ............................................ 9 Intersection Sight Distance ............................. 9 Projected Traffic 11 Through Traffic Projections ........................... 11 Growth Rate Projections ................................ 11 Projected Through Traffic Volumes ................. 11 Total Traffic Projections ................................ 11 Transportation Analyses 11 Analysis Scenarios ....................................... 11 Analysis Methodologies ................................ 11 Operations .................................................... 11 Unsignalized Intersections ................ 14 ii | Table of Contents Traffic Impact Study – BG Mill July 2022 Assessment of Impacts 14 Traffic Operations ........................................ 14 Safety ......................................................... 14 Crash Experience .......................................... 14 Intersection Sight Distance ........................... 14 Alternative Modes of Transportation .............. 15 Existing Conditions ....................................... 15 Proposed Development ................................. 15 Pedestrians & Bicyclists .................... 15 Transit Service ................................... 15 Compliance with Applicable Local Codes ........ 15 Conclusions & Recommendations 19 Study Area Intersections ............................... 19 North Wallace Avenue & East Mendenhall Street ................................. 19 North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard ......................... 19 Site Access .................................................. 19 Alternative Modes of Transportation .............. 19 Pedestrians & Bicyclists ................................ 19 Transit Service .............................................. 19 Improvements & Traffic Control Guidance ...... 19 References 20 Appendices Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix B Traffic Count Data Appendix C Trip Generation Analyses Appendix D Capacity & Level of Service Analyses D-1: 2022 Existing Conditions D-2: 2026 Background Traffic D-3: 2026 Estimated Total Traffic D-4: Intersection Operations Summaries Appendix E Mitigation Analyses List of Tables & Figures | iii Traffic Impact Study – BG Mill July 2022 List of Tables Table 1: Estimated Project Trip Generation ......................................................................................................................... 3 Table 2: Study Area Intersections Existing Characteristics ................................................................................................. 8 List of Figures Figure 1: Site Layout .............................................................................................................................................................. 4 Figure 2: Subdivision Location & Study Area ....................................................................................................................... 5 Figure 3: Primary Trip Distribution ........................................................................................................................................ 6 Figure 4: BG Mill Estimated Traffic Assignment ................................................................................................................... 7 Figure 5: North Wallace Avenue & East Mendenhall Street Sight Distance Restrictions ................................................. 9 Figure 6: 2022 Existing Traffic Volumes ........................................................................................................................... 10 Figure 7: Estimated 2026 Background Traffic Volumes .................................................................................................. 12 Figure 8: Estimated 2026 Total Traffic Volumes .............................................................................................................. 13 Figure 9: Traffic Operations Summary for 2022 Existing Conditions .............................................................................. 16 Figure 10: Traffic Operations Summary for 2026 Background Traffic Conditions ......................................................... 17 Figure 11: Traffic Operations Summary for 2026 Estimated Total Traffic ...................................................................... 18 1 Traffic Impact Study – BG Mill July 2022 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 BG Mill development in Bozeman, Gallatin County, Montana. The objectives of the traffic study are as follows: ▪ Determine the existing vehicular, 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 The proposed development is located at 714 East Mendenhall Street on the site of the previous BG Mill grain silos on Lot 1 of Block 31 that is a portion of an amended plat of the Northern Pacific Addition to the City of Bozeman. The project is bounded by East Mendenhall Street to the north, North Broadway Avenue to the east, the existing Ag Depot facility to the west, and Burlington Northern Santa Fe (BNSF) 2nd Sub Spur railroad tracks to the south. Vehicle, pedestrian, and bicycle counts were conducted during the weekday morning and evening peak periods at two intersections in the vicinity of the site to determine the existing traffic volumes during the general peak hour of activity within each of these time periods. The intersections evaluated included the following: ▪ North Wallace Avenue & East Mendenhall Street ▪ North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard Alternate Modes of Transportation Pedestrians & Bicyclists There are sidewalks available for pedestrians within the study area; however, they are not currently provided adjacent to the BG Mill site. No dedicated bicycle facilities are currently included immediately adjacent to the site. Sharrows are included on North Wallace Avenue within the study area. Sidewalk improvements are proposed to be included with the BG Mill development. Through the traffic data collection process for this study pedestrians and/or bicyclists were observed fairly regularly during both the AM and PM peak periods. Transit Streamline currently provides transit service with routes in the vicinity of the proposed BG Mill development along East Main Street. This route includes stops between Wallace Avenue and North Broadway Avenue and is available on weekdays and weekends. 2 Traffic Impact Study – BG Mill July 2022 Proposed Development The BG Mill development proposed to be developed includes 18 apartment units. The proposed project is estimated to generate a total of 82 average weekday vehicle trips and 7 vehicle trips during weekday, AM peak hour plus 8 during the weekday, PM peak hour. Pedestrian and/or bicyclist related trips may comprise a limited number of trips with the proposed development due to its location in relation to activity centers near the study area. Access to the site is proposed via an existing alley right-of-way to the west of the site and a proposed approach to East Mendenhall Street. It is anticipated that the proposed BG Mill development will be fully occupied by the year 2026. Traffic Operations Existing Conditions Capacity and level of service (LOS) analyses were performed for existing traffic and non-motorized user conditions based on existing traffic control and intersection geometry. The analyses of existing traffic operations found that each of the study area intersections are currently operating within acceptable levels of service (LOS C or better). No specific crash experience concerns were identified at any of the study area intersections. Projected Traffic No substandard traffic operations or other transportation related impacts were identified through the year 2026 analyses for estimated background or total traffic conditions at any of the study area intersections. Conclusions & Recommendations North Wallace Avenue & East Mendenhall Street In consideration of sight distance concerns at the intersection of North Wallace Avenue and East Mendenhall Street, installation of all-way stop control is recommended. Although not necessary to mitigate projected traffic operations, all-way stop control may alleviate apprehensions due to available sight distance, facilitate some improvements for pedestrians and bicyclists crossing the roadway, and could reduce the crash experience at the intersection. Additionally, all-way stop control is estimated to reduce overall average vehicle delay at the intersection. North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard No substandard traffic operations or other transportation related impacts were identified through the year 2026 analyses for estimated background or total traffic conditions at the intersection of North Broadway Avenue and East Mendenhall Street / Village Downtown Boulevard. Therefore, no additional mitigation is recommended with the development of the BG Mill project. 3 Traffic Impact Study – BG Mill July 2022 Proposed Study Area Development Proposed Development Plan The BG Mill development proposed to be developed includes 18 apartment units. The proposed development is located at 714 East Mendenhall Street on the site of the previous BG Mill grain silos on Lot 1 of Block 31 that is a portion of an amended plat of the Northern Pacific Addition to the City of Bozeman in the northeast quarter of Section 7, Township 2 South, Range 6 East of the Principal Meridian of Montana (NE ¼, Sec. 7, T2S, R6E, P.M.M.). The project is bounded by East Mendenhall Street to the north, North Broadway Avenue to the east, the existing Ag Depot facility to the west, and Burlington Northern Santa Fe (BNSF) 2nd Sub Spur railroad tracks to the south. Access to the site is proposed via an existing alley right-of-way to the west of the site and a proposed approach to East Mendenhall Street. The proposed site plan is shown in Figure 1 on the following page. The site location and study area are shown in Figure 2 on page 5. Development Horizon It is anticipated that the proposed BG Mill development will be fully occupied by the year 2026. 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, 11th Edition. The rates used in the analyses were based on a multifamily housing (mid-rise) land use with a general urban/suburban setting or location and the proposed number of dwelling units as the independent variable. Based on the ITE trip generation rates, the proposed project is estimated to generate a total of 82 average weekday vehicle trips and 7 vehicle trips during weekday, AM peak hour plus 8 during the weekday, PM peak hour. Pedestrian and/or bicyclist related trips may comprise a limited number of trips with the proposed development due to its location in relation to activity centers near the study area. The estimated vehicular trip generation for the proposed development is presented in Table 1 below and is provided in Appendix C. Table 1: Estimated Project Trip Generation Average Weekday Trip Ends Weekday, AM Peak Hour Trip Ends Weekday, PM Peak Hour Trip Ends Land Use ITE Code Quantity Enter Exit Total Enter Exit Total Enter Exit Total Apartments | Multifamily Housing (Mid-Rise) 221 18 DU 41 41 82 2 5 7 5 3 8 Estimated Walk, Bike, or Transit Trip Ends 1 1 2 1 1 2 Total Units = 18 DU Total Estimated Vehicle Trip Ends = 41 41 82 2 5 7 5 3 8 DU = Dwelling Units 4 Traffic Impact Study – BG Mill July 2022 Figure 1: Site Layout 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 6 shows the estimated primary trip distribution with the development proposal for BG Mill. Traffic Assignment The assignment of development traffic provides the information necessary 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 is shown in Figure 4 on page 7. 5 Traffic Impact Study – BG Mill July 2022 Figure 2: Subdivision Location & Study Area 6 Traffic Impact Study – BG Mill July 2022 Figure 3: Primary Trip Distribution Pedestrians & Bicyclists Sidewalk improvements are proposed to be included with the BG Mill development. The sidewalks proposed with the project would provide connections to existing improvements on North Broadway Avenue. The proposed pedestrian facilities can be roughly seen in Figure 1 on page 4. Transit Service Streamline currently provides transit service to Belgrade, Bozeman, Four Corners, and Montana State University. This service is currently free for all passengers, which creates an incentive for transit ridership. Streamline currently has routes in the vicinity of the proposed BG Mill development along East Main Street. This route includes stops between Wallace Avenue and North Broadway Avenue and is available on weekdays and weekends. Existing Conditions Study Area Land Use Currently, the site of the proposed BG Mill consists of the grain silos that were used prior. The site is located on Lot 1 of Block 31 that is a portion of an amended plat of the Northern Pacific Addition to the City of Bozeman. The project is bounded by East Mendenhall Street to the north, North Broadway Avenue to the east, the existing Ag Depot facility to the west, and Burlington Northern Santa Fe (BNSF) 2nd Sub Spur railroad tracks to the south. Existing properties in the area are primarily commercial, but some residential properties presently exist to the north and east. 7 Traffic Impact Study – BG Mill July 2022 Figure 4: BG Mill Estimated Traffic Assignment Transportation Network The existing intersections evaluated as a part of this study and their current traffic control plus configurations are summarized in Table 2 on the following page. 8 Traffic Impact Study – BG Mill July 2022 Table 2: Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 1 North Wallace Avenue & East Mendenhall Street 2-Way (EB & WB) EB ✓ WB ✓ NB Sharrows ✓ SB Sharrows ✓ 2 North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard 2-Way (EB & WB) EB WB NB SB Alternative Modes of Transportation There are sidewalks available for pedestrians within the study area; however, they are not currently provided adjacent to the BG Mill site. No dedicated bicycle facilities are currently included immediately adjacent to the site. Sharrows are included on North Wallace Avenue within the study area. As noted previously, Streamline does offer transit service in the area with route stops within reasonable proximity to the site. Traffic Volumes Count Locations & Data To determine current vehicle, pedestrian, and bicycle conditions within the study area, peak period traffic, pedestrian, and bicycle counts were utilized for the following intersections based on averages taken for two weekdays on June 8 and 9, 2022 (Wednesday and Thursday): ▪ North Wallace Avenue & East Mendenhall Street ▪ North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard 9 Traffic Impact Study – BG Mill July 2022 All counts were conducted during the morning (7:00 – 9:00 a.m.) and evening (4:00 – 6:00 p.m.) peak periods. The count data were not adjusted for seasonal and daily variations to provide an analysis of base existing conditions within the study area. Summaries of the count data are shown in Figure 6 on the following page and are provided in Appendix B. Safety Crash Experience Traffic safety conditions in the study area were documented by reviewing the crash history of the study area intersections using data provided from the Montana Department of Transportation (MDT) crash database. Public crash information for the period 2016 through 2020, the most recent five years available, were reviewed. MDT reported 5 crashes within the study area occurring at or near study intersections over the five-year period. Four of the reported crashes occurred at or near the intersection of North Wallace Avenue and East Mendenhall Street. One reported crash occurred along Village Downtown Boulevard east of North Broadway Avenue. 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. Intersection Sight Distance Existing structures on the east side of the intersection of North Wallace Avenue and East Mendenhall Street present sight distance obstructions for drivers on the westbound, East Mendenhall Street approach. This can be overcome by drivers pulling ahead slightly beyond the stop sign on the approach, but outside the northbound traveled way on North Wallace Avenue; however, the vehicles will be blocking marked crosswalks on the approach. Photos of the sight distance obstructions are presented in the photos below. Figure 5: North Wallace Avenue & East Mendenhall Street Sight Distance Restrictions No specific sight distance concerns were identified at the intersection of North Broadway Avenue and East Mendenhall Street / Village Downtown Boulevard. The geometry of that intersection provides drivers with the opportunity to see oncoming vehicles within reasonable timeframes based on posted speed limits. 10 Traffic Impact Study – BG Mill July 2022 Figure 6: 2022 Existing Traffic Volumes 11 Traffic Impact Study – BG Mill July 2022 Projected Traffic Through Traffic Projections Growth Rate Projections Estimated background traffic volumes for the year 2026 due to growth within the study area were projected by applying an average annual growth rate (AAGR) to existing 2022 traffic volumes. An assumed AAGR value of 3.00% was applied to all vehicular, pedestrian, and bicyclist movements at each of the study area intersections through the year 2026. This is contrary to historical growth rate trends in the area that have remained fairly flat over the course of the most recent five-year period as compared to 2017 counts conducted by Morrison-Maierle for the previously completed BG Mill Building Traffic Impact Study in April 2017. Projected Through Traffic Volumes Estimated 2026 background volumes from growth rate projections within the study area were developed to establish the baseline condition for the impact analyses resulting from the proposed development and are shown in Figure 7 on the following page. Total Traffic Projections Estimated 2026 total traffic volumes include the combination of background traffic volumes with those projected for the proposed BG Mill development, which are shown in Figure 8 on page 13. Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: ▪ Existing Conditions (2022) Consists of an operational analysis of year 2022 counts collected as part of this study. ▪ No Build Scenario – Estimated 2026 Background Traffic Volumes Consists of projected, non-site background traffic volumes resulting from applied AAGR value of 3.00%. ▪ Full Buildout Scenario – Estimated 2026 Total Traffic Volumes Consists of estimated 2026 background traffic volumes in combination with forecast traffic from the proposed BG Mill. 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. 12 Traffic Impact Study – BG Mill July 2022 Figure 7: Estimated 2026 Background Traffic Volumes 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. 13 Traffic Impact Study – BG Mill July 2022 Figure 8: Estimated 2026 Total Traffic Volumes 14 Traffic Impact Study – BG Mill July 2022 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 LOS criteria are applicable for both two-way and all-way stop-controlled intersections. The TWSC analyses were performed using HCS TWSC Version 8.1 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 the 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. 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 D. ▪ Figure 9: Traffic Operations Summary for 2022 Existing Conditions – Page 16 ▪ Figure 10: Traffic Operations Summary for 2026 Background Traffic Conditions – Page 17 ▪ Figure 11: Traffic Operations Summary for 2026 Estimated Total Traffic – Page 18 Assessment of Impacts Traffic Operations Each of the study area intersections are currently operating within acceptable levels of service and are projected to continue to do so with development generated traffic from the proposed BG Mill. Safety Crash Experience A significant crash experience trend was not identified at any of the study area intersections. Intersection Sight Distance There are some existing intersection sight distance issues at the intersection of North Wallace Avenue and East Mendenhall Street. Through the traffic data collection effort, drivers were observed pulling beyond the stop bar on the westbound, East Mendenhall Street approach to obtain a better view of oncoming traffic along North Wallace Avenue. In so doing, the vehicles do block the crosswalk on that approach. Although not necessary to mitigate projected traffic operations at this intersection, installation of all-way stop control may alleviate apprehensions due to available intersection sight distance, facilitate some improvements for pedestrians and bicyclists crossing the roadway, and could reduce the crash experience at the intersection. 15 Traffic Impact Study – BG Mill July 2022 ▪ A Policy on Geometric Design of Highways and Streets, 2018 7th Edition, 2nd Printing published by the American Association of State Highway and Transportation Officials (November 2019) states on page 9-56, “At intersections with all-way stop control, the first stopped vehicle on one approach should be visible to the drivers of the first stopped vehicles on each of the other approaches. There are no other sight distance criteria applicable to intersections with all-way stop control and, indeed, all-way stop control may be the best option at a limited number of intersections where sight distance for other control types cannot be attained.” ▪ Installation of all-way stop control may be the best option (per AASHTO) to address intersection sight distance concerns. With installation of all-way stop control, the intersection of North Wallace Avenue and East Mendenhall Street is projected to operate at LOS A during both the weekday, AM and PM peak hours through the year 2026, assuming an AAGR of 3.00% in traffic volumes beyond existing 2022 traffic conditions evaluated as a part of this study. Additionally, the overall intersection is estimated to function with less average vehicle delay during each period than under the existing two-way stop control for the intersection. Detailed operational analyses are included in Appendix E and are included in the intersection summaries in Appendix D. Alternative Modes of Transportation Existing Conditions Previous sections noted there are sidewalks available for pedestrians within the study area; however, they are not currently provided adjacent to the BG Mill site. No dedicated bicycle facilities are currently included immediately adjacent to the site. Sharrows are included on North Wallace Avenue within the study area. As noted previously, Streamline does offer transit service in the area with route stops within reasonable proximity to the site. Proposed Development Pedestrians & Bicyclists Sidewalk improvements are proposed to be included with the BG Mill development. The sidewalks proposed with the project would provide connections to existing improvements on North Broadway Avenue. Transit Service No specific improvements are proposed with the BG Mill project. Compliance with Applicable Local Codes The proposed BG Mill development improvements should be installed in accordance with Town of Bozeman, Gallatin County, and MDT requirements, as applicable. 16 Traffic Impact Study – BG Mill July 2022 Figure 9: Traffic Operations Summary for 2022 Existing Conditions 17 Traffic Impact Study – BG Mill July 2022 Figure 10: Traffic Operations Summary for 2026 Background Traffic Conditions 18 Traffic Impact Study – BG Mill July 2022 Figure 11: Traffic Operations Summary for 2026 Estimated Total Traffic 19 Traffic Impact Study – BG Mill July 2022 Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed BG Mill development will have minimal impact on area traffic operations. Residents in the immediate area of the proposed development are likely to note an increase in activity at the site location on the corner of North Broadway Avenue and East Mendenhall Street / Village Downtown Boulevard. Based on the analyses included herein, the following are recommended as appropriate: Study Area Intersections North Wallace Avenue & East Mendenhall Street In consideration of sight distance concerns at the intersection of North Wallace Avenue and East Mendenhall Street, installation of all-way stop control is recommended. Although not necessary to mitigate projected traffic operations, all-way stop control may alleviate apprehensions due to available sight distance, facilitate some improvements for pedestrians and bicyclists crossing the roadway, and could reduce the crash experience at the intersection. Additionally, all-way stop control is estimated to reduce overall average vehicle delay at the intersection. North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard No substandard traffic operations or other transportation related impacts were identified through the year 2026 analyses for estimated background or total traffic conditions at the intersection of North Broadway Avenue and East Mendenhall Street / Village Downtown Boulevard. Therefore, no additional mitigation is recommended with the development of the BG Mill project. Site Access The proposed access for BG Mill to and from East Mendenhall 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 The proposed sidewalk improvements with the proposed BG Mill development will provide connections to destination locations such as parks or other recreation as well as shopping and provide facilities that would allow for separation from vehicular traffic that are not currently provided. Transit Service No specific additional improvements for transit service features are proposed within BG Mill. Improvements & Traffic Control Guidance Included recommendations for mitigation and the proposed BG Mill development improvements should be installed in accordance with City of Bozeman requirements, the most current editions of the Montana Public Works Standard Specifications, Montana Department of Transportation standards, and the Manual on Uniform Traffic Control Devices. 20 Traffic Impact Study – BG Mill July 2022 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. Institute of Transportation Engineers. (2005). Transportation Impact Analyses for Site Development: An ITE Proposed Recommended Practice. Washington, DC. 3. Institute of Transportation Engineers. (September 2017). Trip Generation Handbook, 3rd Edition. Washington, DC. 4. Institute of Transportation Engineers. (2021). Trip Generation Manual, 11th Edition. Washington, DC. 5. Montana Department of Transportation (November 2007). Traffic Engineering Manual. Helena, MT. 6. Morrison-Maierle. (April 2017). BG Mill Building Traffic Impact Study. Bozeman, MT. 7. Transportation Research Board. (2022). Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis. Washington, DC: The National Academies of Sciences · Engineering · Medicine. 8. United States Department of Justice – Civil Rights Division. (September 15, 2010). 2010 ADA Standards for Accessible Design. 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 – BG Mill July 2022 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, 6th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2016) 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. FACTOR 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 1.000 1.000 INTERSECTION HOURLY START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS VOLUME 7:00 AM 1 4 2 0 1 0 7 2 14 4 0 1 0 20 4 5 1 0 1 0 10 4 7 2 0 1 0 13 50 7:15 AM 1 7 1 0 0 1 9 1 10 1 0 0 1 12 7 12 9 0 1 1 28 5 9 5 0 1 1 19 68 7:30 AM 1 4 2 0 1 1 7 1 17 1 0 1 1 19 9 11 1 0 0 0 21 0 9 3 0 1 1 12 59 7:45 AM 1 4 3 0 2 0 8 1 25 2 0 1 3 28 12 17 2 0 1 0 31 1 18 7 0 0 1 26 93 270 8:00 AM 1 5 5 0 2 1 11 0 30 2 0 3 2 32 21 14 2 0 0 0 37 1 10 13 0 2 1 24 104 324 8:15 AM 2 7 7 0 2 3 16 1 25 1 0 1 1 27 12 17 2 0 0 0 31 2 14 13 0 1 1 29 103 359 8:30 AM 3 6 4 0 1 1 13 2 24 2 0 4 1 28 8 17 2 0 1 0 27 1 11 8 0 2 1 20 88 388 8:45 AM 2 3 2 1 1 3 8 2 26 7 0 2 2 35 8 15 1 0 1 0 24 1 12 8 0 3 1 21 88 383 TOTALS 12 40 26 1 10 10 79 10 171 20 0 13 11 201 81 108 20 0 5 1 209 15 90 59 0 11 7 164 653 SEASONAL/DAILY ADJ.FACTOR 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 1.000 1.000 INTERSECTION START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS 7:45 AM 1 4 3 0 2 0 8 1 25 2 0 1 3 28 12 17 2 0 1 0 31 1 18 7 0 0 1 26 93 8:00 AM 1 5 5 0 2 1 11 0 30 2 0 3 2 32 21 14 2 0 0 0 37 1 10 13 0 2 1 24 104 8:15 AM 2 7 7 0 2 3 16 1 25 1 0 1 1 27 12 17 2 0 0 0 31 2 14 13 0 1 1 29 103 8:30 AM 3 6 4 0 1 1 13 2 24 2 0 4 1 28 8 17 2 0 1 0 27 1 11 8 0 2 1 20 88 TOTALS 7 22 19 0 7 5 48 4 104 7 0 9 7 115 53 65 8 0 2 0 126 5 53 41 0 5 4 99 388 PEAK HOUR FACTOR 0.58 0.79 0.68 0.00 0.88 0.42 0.75 0.50 0.87 0.88 0.00 0.56 0.58 0.90 0.63 0.96 1.00 0.00 0.50 0.00 0.85 0.63 0.74 0.79 0.00 0.63 1.00 0.85 0.93 % HEAVY VEHICLES 0.00%2.50%3.85%0.00%2.53%10.00%2.34%0.00%0.00%7.96%8.64%2.78%5.00%0.00%5.74%6.67%2.22%1.69%0.00%6.71%6.28% % BUSES & RVs 0.00%0.00%0.00%0.00%0.00%10.00%0.00%0.00%0.00%0.50%6.17%0.00%0.00%0.00%2.39%0.00%0.00%0.00%0.00%0.00%0.92% 41 53 5 5 4 7 7 22 104 7 9 5 7 19 4 53 65 8 2 0 Intersection Turning Movement Count Summary North Wallace Avenue & East Mendenhall Street Bozeman, Gallatin County, Montana Weekday, AM & PM Peak Periods Latitude: 45d40'49.84" N | Longitude: 111d01'43.90" W June 8 & 9, 2022 (Wednesday & Thursday) Video Traffic Recorder | Unit E5-04 Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North) WEEKDAY, AM PEAK HOUR SUMMARY WEEKDAY, AM PEAK PERIOD EAST MENDENHALL STREET EAST MENDENHALL STREET NORTH WALLACE AVENUE NORTH WALLACE AVENUE NORTH WALLACE AVENUE NORTH WALLACE AVENUE Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North) EAST MENDENHALL STREET EAST MENDENHALL STREET Total Vehicles | Weekday, AM Peak Hour Total Pedestrians Crossing Total Bicycles Crossing F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Count Data\N-Wallace-Ave+E-Mendenhall-St_202206_08+09 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960 Page 1 of 2 | 7/4/2022 Date Count Performed:Count Time Periods: Data Collection Method:Setup Location: Intersection Turning Movement Count Summary North Wallace Avenue & East Mendenhall Street Bozeman, Gallatin County, Montana Weekday, AM & PM Peak Periods Latitude: 45d40'49.84" N | Longitude: 111d01'43.90" W June 8 & 9, 2022 (Wednesday & Thursday) Video Traffic Recorder | Unit E5-04 WEEKDAY, AM PEAK PERIOD SEASONAL/ DAILY ADJ. FACTOR 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 1.000 1.000 INTERSECTION HOURLY START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS VOLUME 4:00 PM 2 6 9 0 1 3 17 2 16 2 0 2 1 20 11 13 3 0 2 0 27 2 14 4 0 1 0 20 84 4:15 PM 2 7 4 0 1 1 13 2 22 3 0 1 5 27 8 17 2 0 1 0 27 1 17 6 0 0 0 24 91 4:30 PM 2 6 6 0 3 5 14 2 30 4 0 2 4 36 11 17 3 0 3 1 31 2 15 7 0 1 0 24 105 4:45 PM 2 5 8 0 3 2 15 1 27 3 0 4 2 31 10 18 3 0 1 0 31 3 16 9 0 2 1 28 105 385 5:00 PM 2 8 5 0 5 3 15 5 40 3 0 6 4 48 19 25 4 0 5 0 48 4 15 11 0 3 1 30 141 442 5:15 PM 2 10 6 0 3 2 18 2 33 8 0 2 1 43 22 22 4 0 0 0 48 3 19 5 0 0 1 27 136 487 5:30 PM 0 7 8 0 6 2 15 1 32 4 0 8 5 37 13 19 5 1 4 1 38 3 18 8 0 1 1 29 119 501 5:45 PM 1 7 5 0 4 3 13 2 17 3 0 0 1 22 16 22 2 0 3 2 40 4 10 6 0 3 0 20 95 491 TOTALS 13 56 51 0 26 21 120 17 217 30 0 25 23 264 110 153 26 1 19 4 290 22 124 56 0 11 4 202 876 SEASONAL/DAILY ADJ.FACTOR 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 1.000 1.000 INTERSECTION START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS 4:45 PM 2 5 8 0 3 2 15 1 27 3 0 4 2 31 10 18 3 0 1 0 31 3 16 9 0 2 1 28 105 5:00 PM 2 8 5 0 5 3 15 5 40 3 0 6 4 48 19 25 4 0 5 0 48 4 15 11 0 3 1 30 141 5:15 PM 2 10 6 0 3 2 18 2 33 8 0 2 1 43 22 22 4 0 0 0 48 3 19 5 0 0 1 27 136 5:30 PM 0 7 8 0 6 2 15 1 32 4 0 8 5 37 13 19 5 1 4 1 38 3 18 8 0 1 1 29 119 TOTALS 6 30 27 0 17 9 63 9 132 18 0 20 12 159 64 84 16 1 10 1 165 13 68 33 0 6 4 114 501 PEAK HOUR FACTOR 0.75 0.75 0.84 0.00 0.71 0.75 0.88 0.45 0.83 0.56 0.00 0.63 0.60 0.83 0.73 0.84 0.80 0.25 0.50 0.25 0.86 0.81 0.89 0.75 0.00 0.50 1.00 0.95 0.89 % HEAVY VEHICLES 0.00%7.14%0.00%0.00%20.83%0.00%1.84%10.00%0.00%11.36%3.64%1.96%0.00%0.00%3.79%9.09%4.03%1.79%0.00%5.94%8.90% % BUSES & RVs 0.00%0.00%0.00%0.00%0.00%0.00%0.46%0.00%0.00%0.38%2.73%0.00%0.00%0.00%1.03%0.00%0.00%0.00%0.00%0.00%0.46% 33 68 13 6 4 6 18 30 132 17 20 9 12 27 9 64 84 16 10 1 EAST MENDENHALL STREET NORTH WALLACE AVENUE NORTH WALLACE AVENUE WEEKDAY, PM PEAK PERIOD EAST MENDENHALL STREET EAST MENDENHALL STREET NORTH WALLACE AVENUE NORTH WALLACE AVENUE Total Vehicles | Weekday, PM Peak Hour Total Pedestrians Crossing Total Bicycles Crossing Eastbound (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 HOUR SUMMARY EAST MENDENHALL STREET F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Count Data\N-Wallace-Ave+E-Mendenhall-St_202206_08+09 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960 Page 2 of 2 | 7/4/2022 Date Count Performed:Count Time Periods: Data Collection Method:Setup Location: SEASONAL/ DAILY ADJ. FACTOR 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 1.000 1.000 INTERSECTION HOURLY START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS VOLUME 7:00 AM 1 1 7 0 2 1 9 0 2 0 0 1 1 2 8 17 1 0 0 0 26 0 18 1 0 0 0 19 56 7:15 AM 1 0 4 1 1 1 6 3 2 0 0 2 0 5 7 16 3 0 0 0 26 1 20 1 0 1 0 22 59 7:30 AM 0 0 5 0 2 1 5 3 7 1 0 0 1 11 10 26 2 0 1 0 38 1 31 3 0 1 0 35 89 7:45 AM 0 0 7 0 2 1 7 2 4 3 1 2 2 10 22 33 2 0 1 0 57 1 38 5 0 0 1 44 118 322 8:00 AM 1 0 5 0 3 2 6 2 2 1 0 1 1 5 26 39 2 0 1 1 67 1 33 2 0 2 0 36 114 380 8:15 AM 1 1 9 0 2 1 11 1 6 1 0 0 1 8 25 30 4 0 0 0 59 0 28 1 0 2 0 29 107 428 8:30 AM 2 1 9 0 3 0 12 2 1 1 0 1 1 4 12 25 2 0 0 0 39 1 26 6 0 0 0 33 88 427 8:45 AM 1 1 6 0 2 1 8 4 3 2 0 4 0 9 23 31 5 0 1 0 59 1 27 4 0 0 1 32 108 417 TOTALS 7 4 52 1 17 8 64 17 27 9 1 11 7 54 133 217 21 0 4 1 371 6 221 23 0 6 2 250 739 SEASONAL/DAILY ADJ.FACTOR 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 1.000 1.000 INTERSECTION START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS 7:30 AM 0 0 5 0 2 1 5 3 7 1 0 0 1 11 10 26 2 0 1 0 38 1 31 3 0 1 0 35 89 7:45 AM 0 0 7 0 2 1 7 2 4 3 1 2 2 10 22 33 2 0 1 0 57 1 38 5 0 0 1 44 118 8:00 AM 1 0 5 0 3 2 6 2 2 1 0 1 1 5 26 39 2 0 1 1 67 1 33 2 0 2 0 36 114 8:15 AM 1 1 9 0 2 1 11 1 6 1 0 0 1 8 25 30 4 0 0 0 59 0 28 1 0 2 0 29 107 TOTALS 2 1 26 0 9 5 29 8 19 6 1 3 5 34 83 128 10 0 3 1 221 3 130 11 0 5 1 144 428 PEAK HOUR FACTOR 0.50 0.25 0.72 0.00 0.75 0.63 0.66 0.67 0.68 0.50 0.25 0.38 0.63 0.77 0.80 0.82 0.63 0.00 0.75 0.25 0.82 0.75 0.86 0.55 0.00 0.63 0.25 0.82 0.91 % HEAVY VEHICLES 14.29%0.00%5.77%0.00%6.25%29.41%3.70%11.11%0.00%25.93%2.26%6.45%28.57%0.00%6.47%0.00%5.88%8.70%0.00%6.80%7.98% % BUSES & RVs 0.00%0.00%0.00%0.00%0.00%5.88%0.00%0.00%0.00%1.85%0.75%0.46%0.00%0.00%0.54%0.00%0.45%0.00%0.00%0.40%0.54% 11 130 3 5 1 2 6 1 19 9 3 5 5 26 8 83 128 10 3 1 Intersection Turning Movement Count Summary North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard Bozeman, Gallatin County, Montana Weekday, AM & PM Peak Periods Latitude: 45d40'49.66" N | Longitude: 111d01'31.51" W June 8 & 9, 2022 (Wednesday & Thursday) Video Traffic Recorder | Unit E5-01 Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North) WEEKDAY, AM PEAK HOUR SUMMARY WEEKDAY, AM PEAK PERIOD EAST MENDENHALL STREET VILLAGE DOWNTOWN BOULEVARD NORTH BROADWAY AVENUE NORTH BROADWAY AVENUE NORTH BROADWAY AVENUE NORTH BROADWAY AVENUE Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North) EAST MENDENHALL STREET VILLAGE DOWNTOWN BOULEVARD Total Vehicles | Weekday, AM Peak Hour Total Pedestrians Crossing Total Bicycles Crossing F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Count Data\N-Broadway-Ave+E-Mendenhall-St_202206_08+09 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960 Page 1 of 2 | 7/5/2022 Date Count Performed:Count Time Periods: Data Collection Method:Setup Location: Intersection Turning Movement Count Summary North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard Bozeman, Gallatin County, Montana Weekday, AM & PM Peak Periods Latitude: 45d40'49.66" N | Longitude: 111d01'31.51" W June 8 & 9, 2022 (Wednesday & Thursday) Video Traffic Recorder | Unit E5-01 WEEKDAY, AM PEAK PERIOD SEASONAL/ DAILY ADJ. FACTOR 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 1.000 1.000 INTERSECTION HOURLY START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS VOLUME 4:00 PM 1 3 6 0 2 3 10 1 2 1 0 4 3 4 17 39 5 0 1 0 61 1 31 2 0 1 1 34 109 4:15 PM 2 1 8 0 2 3 11 6 4 0 0 5 2 10 18 36 2 0 2 0 56 1 31 4 0 1 1 36 113 4:30 PM 2 1 9 0 4 4 12 4 2 0 0 0 1 6 25 44 3 0 2 1 72 1 26 6 0 2 0 33 123 4:45 PM 2 1 7 0 1 3 10 3 3 0 0 2 1 6 22 39 4 0 0 0 65 2 22 6 0 0 0 30 111 456 5:00 PM 2 3 12 0 2 1 17 2 2 2 0 2 1 6 36 54 3 0 0 1 93 0 50 8 0 1 1 58 174 521 5:15 PM 3 2 16 0 3 2 21 3 4 2 0 4 2 9 28 47 4 0 0 1 79 1 38 5 0 1 0 44 153 561 5:30 PM 3 1 11 0 3 3 15 1 0 1 0 2 4 2 24 59 2 0 1 0 85 2 43 11 0 0 1 56 158 596 5:45 PM 2 1 6 0 3 4 9 3 1 1 0 2 5 5 18 39 4 0 3 1 61 1 37 5 0 2 0 43 118 603 TOTALS 17 13 75 0 20 23 105 23 18 7 0 21 19 48 188 357 27 0 9 4 572 9 278 47 0 8 4 334 1,059 SEASONAL/DAILY ADJ.FACTOR 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 1.000 1.000 INTERSECTION START TIME LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS LEFT THRU RIGHT U-TURN PEDS BIKES VEHICLE TOTALS VEHICLE TOTALS 5:00 PM 2 3 12 0 2 1 17 2 2 2 0 2 1 6 36 54 3 0 0 1 93 0 50 8 0 1 1 58 174 5:15 PM 3 2 16 0 3 2 21 3 4 2 0 4 2 9 28 47 4 0 0 1 79 1 38 5 0 1 0 44 153 5:30 PM 3 1 11 0 3 3 15 1 0 1 0 2 4 2 24 59 2 0 1 0 85 2 43 11 0 0 1 56 158 5:45 PM 2 1 6 0 3 4 9 3 1 1 0 2 5 5 18 39 4 0 3 1 61 1 37 5 0 2 0 43 118 TOTALS 10 7 45 0 11 10 62 9 7 6 0 10 12 22 106 199 13 0 4 3 318 4 168 29 0 4 2 201 603 PEAK HOUR FACTOR 0.83 0.58 0.70 0.00 0.92 0.63 0.74 0.75 0.44 0.75 0.00 0.63 0.60 0.61 0.74 0.84 0.81 0.00 0.33 0.75 0.85 0.50 0.84 0.66 0.00 0.50 0.50 0.87 0.87 % HEAVY VEHICLES 5.88%0.00%4.00%0.00%25.71%0.00%0.00%0.00%0.00%39.58%2.66%3.92%0.00%0.00%4.02%0.00%1.80%8.51%0.00%3.89%7.74% % BUSES & RVs 0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.53%0.00%0.00%0.00%0.17%0.00%0.00%0.00%0.00%0.00%0.09% 29 168 4 4 2 10 6 7 7 11 10 10 12 45 9 106 199 13 4 3 VILLAGE DOWNTOWN BOULEVARD NORTH BROADWAY AVENUE NORTH BROADWAY AVENUE WEEKDAY, PM PEAK PERIOD EAST MENDENHALL STREET VILLAGE DOWNTOWN BOULEVARD NORTH BROADWAY AVENUE NORTH BROADWAY AVENUE Total Vehicles | Weekday, PM Peak Hour Total Pedestrians Crossing Total Bicycles Crossing Eastbound (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 HOUR SUMMARY EAST MENDENHALL STREET F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Count Data\N-Broadway-Ave+E-Mendenhall-St_202206_08+09 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960 Page 2 of 2 | 7/5/2022 Appendix C Trip Generation Analyses ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Apartments | Multifamily Housing (Mid-Rise)221 18 DU Total Estimated Vehicle Trip Ends 41 41 82 2 5 7 5 3 8 Total Estimated Walk and/or Bike Trip Ends 1 1 2 1 1 2 Total Residential =18 DU Total Estimated Vehicle Trip Ends =41 41 82 2 5 7 5 3 8 Total Estimated Walk, Bike, & Transit Trip Ends =1 1 2 1 1 2 1Units: DU = Dwelling Units ITE Land Use Code 221: Multifamily Housing (Mid-Rise)| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50%Entering 50%Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 23%Entering 77%Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 61%Entering 39%Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 27%Entering 73%Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 55%Entering 45%Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 11th Edition (2021). Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary BG Mill Development Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 0.06X T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.07X T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 4.54(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.37(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.39(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Forecasting\Estimated-Trip-Gen_BG-Mill Page 1 of 1 Appendix D Capacity & Level-of-Service (LOS) Analyses Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2022 Existing Conditions Appendix D D-1 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2022 North/South Street North Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill 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 22 19 4 104 7 53 65 8 5 53 41 Percent Heavy Vehicles (%)0 3 4 10 2 0 9 7 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 6.53 6.24 7.20 6.52 6.20 4.19 4.17 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 4.03 3.34 3.59 4.02 3.30 2.28 2.26 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)52 124 57 5 Capacity, c (veh/h)644 564 1417 1446 v/c Ratio 0.08 0.22 0.04 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.8 0.1 0.0 Control Delay (s/veh)11.1 13.2 7.6 0.3 0.3 7.5 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.1 13.2 3.4 0.4 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/5/2022 1:35:29 AMWallace+Mendenhall_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2022 North/South Street North Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill 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)6 30 27 9 132 18 65 84 16 13 68 33 Percent Heavy Vehicles (%)0 7 0 0 2 10 4 9 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 6.57 6.20 7.10 6.52 6.30 4.14 4.19 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 4.06 3.30 3.50 4.02 3.39 2.24 2.28 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)71 179 73 15 Capacity, c (veh/h)538 471 1396 1354 v/c Ratio 0.13 0.38 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.5 1.7 0.2 0.0 Control Delay (s/veh)12.7 17.2 7.7 0.4 0.4 7.7 0.1 0.1 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)12.7 17.2 3.3 1.0 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/5/2022 1:38:28 AMWallace+Mendenhall_PM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Broadway & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street Mendenhall/Village Downtown Analysis Year 2022 North/South Street North Broadway Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill 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)2 1 26 9 19 6 83 128 10 3 130 11 Percent Heavy Vehicles (%)14 0 6 29 4 11 2 0 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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)7.24 6.50 6.26 7.39 6.54 6.31 4.12 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)3.63 4.00 3.35 3.76 4.04 3.40 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)32 37 90 3 Capacity, c (veh/h)768 457 1392 1423 v/c Ratio 0.04 0.08 0.06 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.3 0.2 0.0 Control Delay (s/veh)9.9 13.6 7.8 0.5 0.5 7.5 0.0 0.0 Level of Service (LOS)A B A A A A A A Approach Delay (s/veh)9.9 13.6 3.3 0.2 Approach LOS A B A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/5/2022 1:25:28 AMBroadway+Mendenhall_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Broadway & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street Mendenhall/Village Downtown Analysis Year 2022 North/South Street North Broadway Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill 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)10 7 45 9 7 6 106 199 13 4 168 29 Percent Heavy Vehicles (%)6 0 4 0 0 0 3 0 Proportion Time Blocked 0.000 0.010 0.010 0.000 0.000 0.000 0.000 0.000 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)7.16 6.50 6.24 7.10 6.50 6.20 4.13 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)3.55 4.00 3.34 3.50 4.00 3.30 2.23 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)71 25 122 5 Capacity, c (veh/h)533 343 1286 1282 v/c Ratio 0.13 0.07 0.09 0.00 95% Queue Length, Q₉₅ (veh)0.5 0.2 0.3 0.0 Control Delay (s/veh)12.8 16.3 8.1 0.9 0.9 7.8 0.0 0.0 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)12.8 16.3 3.3 0.2 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/5/2022 1:29:55 AMBroadway+Mendenhall_PM_2022-Ex.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2026 Background Traffic Appendix D D-2 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | Estimated 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)8 24 21 4 115 8 60 73 9 6 60 46 Percent Heavy Vehicles (%)0 3 4 10 2 0 9 7 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 6.53 6.24 7.20 6.52 6.20 4.19 4.17 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 4.03 3.34 3.59 4.02 3.30 2.28 2.26 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)57 137 65 6 Capacity, c (veh/h)603 529 1397 1429 v/c Ratio 0.09 0.26 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.3 1.0 0.1 0.0 Control Delay (s/veh)11.6 14.2 7.7 0.4 0.4 7.5 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.6 14.2 3.5 0.4 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/10/2022 10:33:08 PMWallace+Mendenhall_AM_2026-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | Estimated 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 32 30 9 148 20 73 95 18 15 77 36 Percent Heavy Vehicles (%)0 7 0 0 2 10 4 9 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 6.57 6.20 7.10 6.52 6.30 4.14 4.19 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 4.06 3.30 3.50 4.02 3.39 2.24 2.28 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)78 199 82 17 Capacity, c (veh/h)487 430 1373 1325 v/c Ratio 0.16 0.46 0.06 0.01 95% Queue Length, Q₉₅ (veh)0.6 2.4 0.2 0.0 Control Delay (s/veh)13.8 20.4 7.8 0.5 0.5 7.8 0.1 0.1 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)13.8 20.4 3.4 1.0 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/10/2022 10:37:46 PMWallace+Mendenhall_PM_2026-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Broadway & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street Mendenhall/Village Downtown Analysis Year 2026 North/South Street North Broadway Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | Estimated 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)2 1 27 10 21 7 92 144 11 3 146 12 Percent Heavy Vehicles (%)14 0 6 29 4 11 2 0 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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)7.24 6.50 6.26 7.39 6.54 6.31 4.12 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)3.63 4.00 3.35 3.76 4.04 3.40 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 42 101 3 Capacity, c (veh/h)736 417 1363 1396 v/c Ratio 0.04 0.10 0.07 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.3 0.2 0.0 Control Delay (s/veh)10.1 14.6 7.9 0.6 0.6 7.6 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.1 14.6 3.3 0.2 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/11/2022 12:21:12 AMBroadway+Mendenhall_AM_2026-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Broadway & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street Mendenhall/Village Downtown Analysis Year 2026 North/South Street North Broadway Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | Estimated 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)11 8 50 10 8 7 117 224 15 5 189 33 Percent Heavy Vehicles (%)6 0 4 0 0 0 3 0 Proportion Time Blocked 0.000 0.010 0.010 0.000 0.000 0.000 0.000 0.000 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)7.16 6.50 6.24 7.10 6.50 6.20 4.13 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)3.55 4.00 3.34 3.50 4.00 3.30 2.23 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)79 29 134 6 Capacity, c (veh/h)481 297 1251 1243 v/c Ratio 0.16 0.10 0.11 0.00 95% Queue Length, Q₉₅ (veh)0.6 0.3 0.4 0.0 Control Delay (s/veh)14.0 18.4 8.2 1.0 1.0 7.9 0.0 0.0 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)14.0 18.4 3.4 0.2 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/11/2022 12:24:47 AMBroadway+Mendenhall_PM_2026-Bkgnd.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2026 Total Traffic Appendix D D-3 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | 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)8 25 21 5 117 8 60 73 9 6 60 46 Percent Heavy Vehicles (%)0 3 4 9 2 0 9 7 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 6.53 6.24 7.19 6.52 6.20 4.19 4.17 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 4.03 3.34 3.58 4.02 3.30 2.28 2.26 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)58 140 65 6 Capacity, c (veh/h)600 528 1397 1429 v/c Ratio 0.10 0.26 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.3 1.1 0.1 0.0 Control Delay (s/veh)11.6 14.2 7.7 0.4 0.4 7.5 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.6 14.2 3.5 0.4 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/10/2022 10:41:27 PMWallace+Mendenhall_AM_2026-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | 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 34 30 10 149 20 73 95 18 15 77 37 Percent Heavy Vehicles (%)0 7 0 1 2 10 4 9 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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 6.57 6.20 7.11 6.52 6.30 4.14 4.19 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 4.06 3.30 3.51 4.02 3.39 2.24 2.28 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)80 201 82 17 Capacity, c (veh/h)484 429 1372 1325 v/c Ratio 0.16 0.47 0.06 0.01 95% Queue Length, Q₉₅ (veh)0.6 2.4 0.2 0.0 Control Delay (s/veh)13.9 20.6 7.8 0.5 0.5 7.8 0.1 0.1 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)13.9 20.6 3.4 1.0 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/10/2022 10:44:02 PMWallace+Mendenhall_PM_2026-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Broadway & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street Mendenhall/Village Downtown Analysis Year 2026 North/South Street North Broadway Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | 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)2 1 29 10 21 7 93 144 11 3 146 12 Percent Heavy Vehicles (%)14 0 6 29 4 11 2 0 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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)7.24 6.50 6.26 7.39 6.54 6.31 4.12 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)3.63 4.00 3.35 3.76 4.04 3.40 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)35 42 102 3 Capacity, c (veh/h)738 414 1363 1396 v/c Ratio 0.05 0.10 0.07 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.3 0.2 0.0 Control Delay (s/veh)10.1 14.7 7.9 0.7 0.7 7.6 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.1 14.7 3.4 0.2 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/11/2022 12:27:28 AMBroadway+Mendenhall_AM_2026-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Broadway & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street Mendenhall/Village Downtown Analysis Year 2026 North/South Street North Broadway Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BG Mill TIS | 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)11 8 51 10 8 7 119 224 15 5 189 33 Percent Heavy Vehicles (%)6 0 4 0 0 0 3 0 Proportion Time Blocked 0.000 0.010 0.010 0.000 0.000 0.000 0.000 0.000 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)7.16 6.50 6.24 7.10 6.50 6.20 4.13 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)3.55 4.00 3.34 3.50 4.00 3.30 2.23 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)80 29 137 6 Capacity, c (veh/h)480 294 1251 1243 v/c Ratio 0.17 0.10 0.11 0.00 95% Queue Length, Q₉₅ (veh)0.6 0.3 0.4 0.0 Control Delay (s/veh)14.0 18.6 8.2 1.1 1.1 7.9 0.0 0.0 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)14.0 18.6 3.4 0.2 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/11/2022 12:31:36 AMBroadway+Mendenhall_PM_2026-Total.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Intersection Operations Summaries Appendix D D-4 Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Level of Service (LOS)A B A A B B Delay (sec/veh)9.7 12.6 7.6 7.5 11.1 13.2 Entry Volume (veh/hr)388 163 126 99 48 115 Ped + Bike Volume (ped+bike/hr)39 28 2 9 12 16 Volume-to-Capacity Ratio (v/c)0.09 0.18 0.04 0.00 0.08 0.22 HCM 95% Max Queue Length (veh)0.1 0.0 0.3 0.8 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)B B A A B B Delay (sec/veh)10.0 13.4 7.7 7.5 11.6 14.2 Entry Volume (veh/hr)434 180 142 112 53 127 Ped + Bike Volume (ped+bike/hr)46 32 3 11 14 18 Volume-to-Capacity Ratio (v/c)0.10 0.21 0.05 0.00 0.09 0.26 HCM 95% Max Queue Length (veh)0.1 0.0 0.3 1.0 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)B B A A B B Delay (sec/veh)10.1 13.4 7.7 7.5 11.6 14.2 Entry Volume (veh/hr)438 184 142 112 54 130 Ped + Bike Volume (ped+bike/hr)46 32 3 11 14 18 Volume-to-Capacity Ratio (v/c)0.11 0.21 0.05 0.00 0.10 0.26 HCM 95% Max Queue Length (veh)0.1 0.0 0.3 1.1 HCM 95% Max Queue Length (ft)25 0 25 28 Available Queue Storage (ft)145 145 380 460 Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Level of Service (LOS)A A A A A A Delay (sec/veh)8.2 8.2 8.5 7.9 7.8 8.4 Entry Volume (veh/hr)388 163 126 99 48 115 Ped + Bike Volume (ped+bike/hr)39 28 2 9 12 16 Volume-to-Capacity Ratio (v/c)0.14 0.13 0.17 0.13 0.06 0.16 HCM 95% Max Queue Length (veh)0.6 0.4 0.2 0.5 HCM 95% Max Queue Length (ft)25 25 25 25 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)A A A A A A Delay (sec/veh)8.5 8.4 8.8 8.1 7.9 8.6 Entry Volume (veh/hr)434 180 142 112 53 127 Ped + Bike Volume (ped+bike/hr)46 32 3 11 14 18 Volume-to-Capacity Ratio (v/c)0.16 0.15 0.20 0.14 0.07 0.18 HCM 95% Max Queue Length (veh)0.7 0.5 0.2 0.6 HCM 95% Max Queue Length (ft)25 25 25 25 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)A A A A A A Delay (sec/veh)8.5 8.4 8.8 8.1 7.9 8.6 Entry Volume (veh/hr)438 184 142 112 54 130 Ped + Bike Volume (ped+bike/hr)46 32 3 11 14 18 Volume-to-Capacity Ratio (v/c)0.16 0.15 0.20 0.15 0.07 0.18 HCM 95% Max Queue Length (veh)0.7 0.5 0.2 0.7 HCM 95% Max Queue Length (ft)25 25 25 25 Available Queue Storage (ft)145 145 380 460 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage 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. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2026 Total Traffic Conditions All-Way Stop Control MITIGATION ANALYSES 2022 Current Daily Traffic Conditions All-Way Stop Control 2026 Background Traffic Conditions All-Way Stop Control Intersection Operations North Wallace Avenue North Wallace Avenue East Mendenhall Street East Mendenhall Street Total Minor Approach(es) 2026 Total Traffic Conditions EB & WB Stop Controlled Intersection Operations Summary Weekday, AM Peak Hour East Mendenhall Street Intersection Operations Total Minor Approach(es) North Wallace Avenue North Wallace Avenue East Mendenhall Street 2022 Current Daily Traffic Conditions EB & WB Stop Controlled North Wallace Avenue & East Mendenhall Street 2026 Background Traffic Conditions EB & WB Stop Controlled Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Capacity & LOS Analyses\Int-01_Ops-Summary_Wallace+Mendenhall Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Level of Service (LOS)B C A A B C Delay (sec/veh)11.3 15.9 7.7 7.7 12.7 17.2 Entry Volume (veh/hr)501 222 165 114 63 159 Ped + Bike Volume (ped+bike/hr)79 58 11 10 26 32 Volume-to-Capacity Ratio (v/c)0.16 0.31 0.05 0.01 0.13 0.38 HCM 95% Max Queue Length (veh)0.2 0.0 0.5 1.7 HCM 95% Max Queue Length (ft)25 0 25 43 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)B C A A B C Delay (sec/veh)12.5 18.5 7.8 7.8 13.8 20.4 Entry Volume (veh/hr)560 246 186 128 69 177 Ped + Bike Volume (ped+bike/hr)90 66 12 12 29 37 Volume-to-Capacity Ratio (v/c)0.19 0.38 0.06 0.01 0.16 0.46 HCM 95% Max Queue Length (veh)0.2 0.0 0.6 2.4 HCM 95% Max Queue Length (ft)25 0 25 60 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)B C A A B C Delay (sec/veh)12.6 18.7 7.8 7.8 13.9 20.6 Entry Volume (veh/hr)565 250 186 129 71 179 Ped + Bike Volume (ped+bike/hr)90 66 12 12 29 37 Volume-to-Capacity Ratio (v/c)0.19 0.38 0.06 0.01 0.16 0.47 HCM 95% Max Queue Length (veh)0.2 0.0 0.6 2.4 HCM 95% Max Queue Length (ft)25 0 25 60 Available Queue Storage (ft)145 145 380 460 Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Level of Service (LOS)A A A A A A Delay (sec/veh)8.5 8.6 8.4 8.5 8.0 8.9 Entry Volume (veh/hr)501 222 165 114 63 159 Ped + Bike Volume (ped+bike/hr)79 58 11 10 26 32 Volume-to-Capacity Ratio (v/c)0.17 0.19 0.16 0.16 0.09 0.23 HCM 95% Max Queue Length (veh)0.6 0.6 0.3 0.9 HCM 95% Max Queue Length (ft)25 25 25 25 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)A A A A A A Delay (sec/veh)9.4 9.3 9.7 8.9 8.4 9.7 Entry Volume (veh/hr)560 246 186 128 69 177 Ped + Bike Volume (ped+bike/hr)90 66 12 12 29 37 Volume-to-Capacity Ratio (v/c)0.24 0.22 0.28 0.19 0.11 0.27 HCM 95% Max Queue Length (veh)1.2 0.7 0.3 1.1 HCM 95% Max Queue Length (ft)30 25 25 28 Available Queue Storage (ft)145 145 380 460 Level of Service (LOS)A A A A A A Delay (sec/veh)9.4 9.4 9.8 9.0 8.5 9.7 Entry Volume (veh/hr)565 250 186 129 71 179 Ped + Bike Volume (ped+bike/hr)90 66 12 12 29 37 Volume-to-Capacity Ratio (v/c)0.24 0.23 0.28 0.19 0.11 0.27 HCM 95% Max Queue Length (veh)1.2 0.7 0.4 1.1 HCM 95% Max Queue Length (ft)30 25 25 28 Available Queue Storage (ft)145 145 380 460 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage 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. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2026 Total Traffic Conditions All-Way Stop Control MITIGATION ANALYSES 2022 Current Daily Traffic Conditions All-Way Stop Control 2026 Background Traffic Conditions All-Way Stop Control Intersection Operations North Wallace Avenue North Wallace Avenue East Mendenhall Street East Mendenhall Street Total Minor Approach(es) 2026 Total Traffic Conditions EB & WB Stop Controlled 2022 Current Daily Traffic Conditions EB & WB Stop Controlled 2026 Background Traffic Conditions EB & WB Stop Controlled Intersection Operations Summary North Wallace Avenue & East Mendenhall Street Weekday, PM Peak Hour Intersection Operations North Wallace Avenue North Wallace Avenue East Mendenhall Street East Mendenhall Street Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Capacity & LOS Analyses\Int-01_Ops-Summary_Wallace+Mendenhall Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Level of Service (LOS)A B A A A B Delay (sec/veh)8.3 11.9 7.8 7.5 9.9 13.6 Entry Volume (veh/hr)428 63 221 144 29 34 Ped + Bike Volume (ped+bike/hr)32 22 4 6 14 8 Volume-to-Capacity Ratio (v/c)0.04 0.06 0.06 0.00 0.04 0.08 HCM 95% Max Queue Length (veh)0.2 0.0 0.1 0.3 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)150 290 180 510 Level of Service (LOS)A B A A B B Delay (sec/veh)8.5 12.6 7.9 7.6 10.1 14.6 Entry Volume (veh/hr)476 68 247 161 30 38 Ped + Bike Volume (ped+bike/hr)36 25 4 7 16 9 Volume-to-Capacity Ratio (v/c)0.05 0.07 0.07 0.00 0.04 0.10 HCM 95% Max Queue Length (veh)0.2 0.0 0.1 0.3 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)150 290 180 510 Level of Service (LOS)A B A A B B Delay (sec/veh)8.5 12.6 7.9 7.6 10.1 14.7 Entry Volume (veh/hr)479 70 248 161 32 38 Ped + Bike Volume (ped+bike/hr)64 48 9 7 23 25 Volume-to-Capacity Ratio (v/c)0.05 0.08 0.07 0.00 0.05 0.10 HCM 95% Max Queue Length (veh)0.2 0.0 0.1 0.3 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)150 290 180 510 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage 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. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2026 Total Traffic Conditions EB & WB Stop Controlled Intersection Operations Summary Weekday, AM Peak Hour Village Downtown Boulevard Intersection Operations Total Minor Approach(es) North Broadway Avenue North Broadway Avenue East Mendenhall Street 2022 Current Daily Traffic Conditions EB & WB Stop Controlled North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard 2026 Background Traffic Conditions EB & WB Stop Controlled Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Capacity & LOS Analyses\Int-02_Ops-Summary_Broadway+Mendenhall Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Level of Service (LOS)A B A A B C Delay (sec/veh)8.8 13.7 8.1 7.8 12.8 16.3 Entry Volume (veh/hr)603 84 318 201 62 22 Ped + Bike Volume (ped+bike/hr)56 43 7 6 21 22 Volume-to-Capacity Ratio (v/c)0.06 0.11 0.09 0.00 0.13 0.07 HCM 95% Max Queue Length (veh)0.3 0.0 0.5 0.2 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)150 290 180 510 Level of Service (LOS)A C A A B C Delay (sec/veh)9.1 15.2 8.2 7.9 14.0 18.4 Entry Volume (veh/hr)677 94 356 227 69 25 Ped + Bike Volume (ped+bike/hr)62 48 7 7 23 25 Volume-to-Capacity Ratio (v/c)0.08 0.14 0.11 0.00 0.16 0.10 HCM 95% Max Queue Length (veh)0.4 0.0 0.6 0.3 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)150 290 180 510 Level of Service (LOS)A C A A B C Delay (sec/veh)9.1 15.2 8.2 7.9 14.0 18.6 Entry Volume (veh/hr)680 95 358 227 70 25 Ped + Bike Volume (ped+bike/hr)64 48 9 7 23 25 Volume-to-Capacity Ratio (v/c)0.08 0.15 0.11 0.00 0.17 0.10 HCM 95% Max Queue Length (veh)0.4 0.0 0.6 0.3 HCM 95% Max Queue Length (ft)25 0 25 25 Available Queue Storage (ft)150 290 180 510 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage 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. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2026 Total Traffic Conditions EB & WB Stop Controlled 2022 Current Daily Traffic Conditions EB & WB Stop Controlled 2026 Background Traffic Conditions EB & WB Stop Controlled Intersection Operations Summary North Broadway Avenue & East Mendenhall Street / Village Downtown Boulevard Weekday, PM Peak Hour Intersection Operations North Broadway Avenue North Broadway Avenue East Mendenhall Street Village Downtown Boulevard Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0110 - BG Mill TIS\Traffic Capacity & LOS Analyses\Int-02_Ops-Summary_Broadway+Mendenhall Appendix E Mitigation Analyses HCS All-Way Stop Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2022 North/South Street North Wallace Avenue Analysis Time Period (hrs)0.25 Peak Hour Factor 0.93 Time Analyzed Weekday, AM Peak Hour Project Description BG Mill TIS | Existing Conditions Mitigation Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 7 22 19 4 104 7 53 65 8 5 53 41 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)52 124 135 106 Percent Heavy Vehicles 3 2 5 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.046 0.110 0.120 0.095 Final Departure Headway, hd (s)4.45 4.53 4.57 4.27 Final Degree of Utilization, x 0.064 0.156 0.172 0.126 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.45 2.53 2.57 2.27 Capacity, Delay and Level of Service Flow Rate, v (veh/h)52 124 135 106 Capacity 808 795 789 843 95% Queue Length, Q₉₅ (veh)0.2 0.5 0.6 0.4 Control Delay (s/veh)7.8 8.4 8.5 7.9 Level of Service, LOS A A A A Approach Delay (s/veh)7.8 8.4 8.5 7.9 Approach LOS A A A A Intersection Delay, s/veh | LOS 8.2 A HCS All-Way Stop Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2022 North/South Street North Wallace Avenue Analysis Time Period (hrs)0.25 Peak Hour Factor 0.89 Time Analyzed Weekday, PM Peak Hour Project Description BG Mill TIS | Existing Conditions Mitigation Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 6 30 27 9 132 18 13 68 33 13 68 33 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)71 179 128 128 Percent Heavy Vehicles 3 3 2 4 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.063 0.159 0.114 0.114 Final Departure Headway, hd (s)4.54 4.59 4.54 4.57 Final Degree of Utilization, x 0.089 0.228 0.161 0.163 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.54 2.59 2.54 2.57 Capacity, Delay and Level of Service Flow Rate, v (veh/h)71 179 128 128 Capacity 792 785 793 787 95% Queue Length, Q₉₅ (veh)0.3 0.9 0.6 0.6 Control Delay (s/veh)8.0 8.9 8.4 8.5 Level of Service, LOS A A A A Approach Delay (s/veh)8.0 8.9 8.4 8.5 Approach LOS A A A A Intersection Delay, s/veh | LOS 8.5 A HCS All-Way Stop Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Analysis Time Period (hrs)0.25 Peak Hour Factor 0.93 Time Analyzed Weekday, AM Peak Hour Project Description BG Mill TIS | Background Mitigation Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 8 24 21 4 115 8 60 73 9 6 60 46 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)57 137 153 120 Percent Heavy Vehicles 3 2 5 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.051 0.121 0.136 0.107 Final Departure Headway, hd (s)4.56 4.61 4.64 4.35 Final Degree of Utilization, x 0.072 0.175 0.197 0.146 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.56 2.61 2.64 2.35 Capacity, Delay and Level of Service Flow Rate, v (veh/h)57 137 153 120 Capacity 790 780 776 828 95% Queue Length, Q₉₅ (veh)0.2 0.6 0.7 0.5 Control Delay (s/veh)7.9 8.6 8.8 8.1 Level of Service, LOS A A A A Approach Delay (s/veh)7.9 8.6 8.8 8.1 Approach LOS A A A A Intersection Delay, s/veh | LOS 8.4 A HCS All-Way Stop Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Analysis Time Period (hrs)0.25 Peak Hour Factor 0.89 Time Analyzed Weekday, PM Peak Hour Project Description BG Mill TIS | Background Mitigation Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 7 32 30 9 148 20 73 95 18 14 77 37 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)78 199 209 144 Percent Heavy Vehicles 3 3 2 4 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.069 0.177 0.186 0.128 Final Departure Headway, hd (s)4.87 4.88 4.85 4.80 Final Degree of Utilization, x 0.105 0.269 0.281 0.192 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.87 2.88 2.85 2.80 Capacity, Delay and Level of Service Flow Rate, v (veh/h)78 199 209 144 Capacity 739 738 743 750 95% Queue Length, Q₉₅ (veh)0.3 1.1 1.2 0.7 Control Delay (s/veh)8.4 9.7 9.7 8.9 Level of Service, LOS A A A A Approach Delay (s/veh)8.4 9.7 9.7 8.9 Approach LOS A A A A Intersection Delay, s/veh | LOS 9.4 A HCS All-Way Stop Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Analysis Time Period (hrs)0.25 Peak Hour Factor 0.93 Time Analyzed Weekday, AM Peak Hour Project Description BG Mill TIS | Total Traffic Mitigation Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 8 25 21 5 117 8 60 73 9 6 60 46 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)58 140 153 120 Percent Heavy Vehicles 3 2 5 2 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.052 0.124 0.136 0.107 Final Departure Headway, hd (s)4.57 4.62 4.65 4.36 Final Degree of Utilization, x 0.074 0.179 0.197 0.146 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.57 2.62 2.65 2.36 Capacity, Delay and Level of Service Flow Rate, v (veh/h)58 140 153 120 Capacity 788 779 774 825 95% Queue Length, Q₉₅ (veh)0.2 0.7 0.7 0.5 Control Delay (s/veh)7.9 8.6 8.8 8.1 Level of Service, LOS A A A A Approach Delay (s/veh)7.9 8.6 8.8 8.1 Approach LOS A A A A Intersection Delay, s/veh | LOS 8.5 A HCS All-Way Stop Control Report General Information Site Information Analyst T. Eastwood Intersection Wallace & Mendenhall Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 6/18/2022 East/West Street East Mendenhall Street Analysis Year 2026 North/South Street North Wallace Avenue Analysis Time Period (hrs)0.25 Peak Hour Factor 0.89 Time Analyzed Weekday, PM Peak Hour Project Description BG Mill TIS | Total Traffic Mitigation Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 7 34 30 10 149 20 73 95 18 15 77 37 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h)80 201 209 145 Percent Heavy Vehicles 3 3 2 4 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.071 0.179 0.186 0.129 Final Departure Headway, hd (s)4.89 4.89 4.86 4.81 Final Degree of Utilization, x 0.108 0.273 0.282 0.194 Move-Up Time, m (s)2.0 2.0 2.0 2.0 Service Time, ts (s)2.89 2.89 2.86 2.81 Capacity, Delay and Level of Service Flow Rate, v (veh/h)80 201 209 145 Capacity 737 737 741 748 95% Queue Length, Q₉₅ (veh)0.4 1.1 1.2 0.7 Control Delay (s/veh)8.5 9.7 9.8 9.0 Level of Service, LOS A A A A Approach Delay (s/veh)8.5 9.7 9.8 9.0 Approach LOS A A A A Intersection Delay, s/veh | LOS 9.4 A 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com