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HomeMy WebLinkAboutNW-Xing_Ph-01_TIS-Update_202205_Complete NORTHWEST CROSSING PHASE 1 TRAFFIC IMPACT STUDY UPDATE Prepared For NWX Apartments, LLC MAY 2022 Bozeman, Gallatin County, Montana Traffic Impact Study Update NORTHWEST CROSSING PHASE 1 Bozeman, Gallatin County, Montana Prepared For NWX Apartments, LLC May 2022 Project No. 22-0108 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com Table of Contents | i Traffic Impact Study Update | Northwest Crossing – Phase 1 May 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 Service ................................................ 1 Proposed Development .................................... 2 Traffic Operations ............................................ 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 .............................................. 6 Traffic Assignment .......................................... 6 Pedestrians & Bicyclists ................................ 10 Transit Service .............................................. 10 Existing Conditions 10 Study Area Land Use ...................................... 10 Transportation Network ................................. 10 Alternative Modes of Transportation ............... 10 Traffic Volumes ............................................. 10 Projected Traffic 11 Through Traffic Projections ............................ 11 Total Traffic Projections ................................. 12 Transportation Analyses 12 Analysis Scenarios ........................................ 12 Analysis Methodologies ................................. 14 Operations .................................................... 14 Unsignalized Intersections ................ 14 Pedestrian Crossing Analyses ........................ 14 Assessment of Impacts 15 Traffic Operations ......................................... 15 Alternative Modes of Transportation ............... 15 Existing Conditions ....................................... 15 Proposed Development ................................. 17 Pedestrians & Bicyclists .................... 17 Transit Service ................................... 17 Site Accessibility ........................................... 17 Compliance with Applicable Local Codes ........ 17 Conclusions & Recommendations 17 Study Area Intersections ................................ 17 Alternative Modes of Transportation ............... 17 Pedestrians & Bicyclists ................................ 17 Transit Service .............................................. 17 Improvements & Traffic Control Guidance ....... 18 References 19 ii | Table of Contents Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Appendices Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix B Trip Generation Analyses Appendix C Capacity & Level of Service Analyses C-1: 2030 Baseline Traffic C-2: 2030 Estimated Total Traffic List of Tables & Figures | iii Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 List of Tables Table 1: Estimated Project Trip Generation ......................................................................................................................... 6 Table 2: Study Area Intersections Existing Characteristics .............................................................................................. 11 List of Figures Figure 1: Northwest Crossing – Phase 1 Layout .................................................................................................................. 4 Figure 2: Subdivision Location & Study Area ....................................................................................................................... 5 Figure 3: Primary Trip Distribution ........................................................................................................................................ 7 Figure 4: Northwest Crossing - Phase 1, Estimated Exterior Intersections Traffic Assignment ........................................ 8 Figure 5: Northwest Crossing – Phase 1, Estimated Interior Intersections Traffic Assignment ....................................... 9 Figure 6: Estimated 2030 Baseline Traffic Conditions ..................................................................................................... 12 Figure 7: Estimated 2030 Total Traffic Volumes .............................................................................................................. 13 Figure 8: Traffic Operations Summary for 2030 Baseline Traffic Conditions ................................................................. 15 Figure 9: Traffic Operations Summary for 2030 Estimated Total Traffic ........................................................................ 16 1 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Executive Summary Purpose of Report & Study Objectives This report summarizes the results of a traffic impact study update prepared by E5 Engineering, PLLC for the proposed Northwest Crossing – Phase 1 development in Bozeman, Gallatin County, Montana. The objectives of the traffic study update are as follows: ▪ 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 on formerly agricultural land on a portion of Tract 5 of Certificate of Survey No. 2552 in Bozeman, Montana. The project is bordered by what will be the remaining phases of the Northwest Crossing project on formerly agricultural land to the west and north, West Oak Street to the south, and the Bozeman Sports Park and future Cottonwood Road to the east. To date, Rosa Way, Twin Lakes Avenue, Wellspring Drive, and Harvest Parkway have been installed within Phase 1 of Northwest Crossing. No data collection was completed as part of this traffic impact study update based on construction activity in the area and road closure impacts to traffic patterns west of Cottonwood Road on West Oak Street. Alternate Modes of Transportation Pedestrians & Bicyclists Per record drawings prepared by Morrison-Maierle dated December 1, 2021, for Northwest Crossing Subdivision – Phase 1, a ten-foot-wide concrete pathway was completed adjacent to the development on the north side of West Oak Street. Additionally, a six-foot-wide sidewalk was completed along the west side of Rosa Way. Widening of West Oak Street completed with the Phase 1 improvements for Northwest Crossing also incorporated dedicated bike lanes on both the north and south sides of the roadway. Sidewalk and pathway connections are proposed within the proposed Northwest Crossing - Phase 1 development. The sidewalks proposed with the project would provide connections to the adjacent roadways. 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. Recent changes to Streamline routes included the addition of the Brownline Route that provides service between downtown Bozeman and Gallatin High School on weekdays and weekends with a route stop on West Oak Street. 2 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Proposed Development NWX Apartments, LLC is proposing an alternative development plan that was originally evaluated as part of Northwest Crossing – Phase 1. The Phase 1 development is proposed to be a mix of commercial and residential properties. The previous analysis prepared by Morrison-Maierle entitled Traffic Impact Study: Northwest Crossing – Phase 1 dated March 2020 included a business park land use with up to 200,000 square feet (ft2) of gross floor area plus 86 dwelling units as part of low-rise, multifamily housing. The revised development proposal includes up to 336 dwelling units, commercial shell building on Lot 13 consisting of 21,140 ft2 of gross floor area, with the remainder of the commercial use being largely the same as the original traffic impact study. It is anticipated that the proposed Northwest Crossing - Phase 1 will be fully developed and occupied by 2030. Traffic Operations No substandard traffic operations or other transportation related impacts were identified through the year 2030 analyses for estimated non-site or total traffic conditions at any of the study area intersections. 3 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Proposed Study Area Development Proposed Development Plan NWX Apartments, LLC is proposing an alternative development plan that was originally evaluated as part of Northwest Crossing – Phase 1 located on a portion of Tract 5 of Certificate of Survey No. 2552 in the northeast quarter of Section 4, Township 2 South, Range 5 East, Principal Meridian of Montana (NE ¼, Sec. 2, T2S, R5E, P.M.M.). The Phase 1 development is proposed to be a mix of commercial and residential properties. The previous analysis prepared by Morrison-Maierle entitled Traffic Impact Study: Northwest Crossing – Phase 1 dated March 2020 included a business park land use with up to 200,000 square feet (ft2) of gross floor area plus 86 dwelling units as part of low-rise, multifamily housing. The proposed development is located on formerly agricultural land and is bordered by what will be the remaining phases of the Northwest Crossing project on formerly agricultural land to the west and north, West Oak Street to the south, and the Bozeman Sports Park and future Cottonwood Road to the east. To date, Rosa Way, Twin Lakes Avenue, Wellspring Drive, and Harvest Parkway have been installed within Phase 1 of Northwest Crossing. The revised development proposal includes up to 336 dwelling units, commercial shell building on Lot 13 consisting of 21,140 ft2 of gross floor area, with the remainder of the commercial use being largely the same as the original traffic impact study. 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 Northwest Crossing - Phase 1 will be fully developed and occupied by 2030. 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 general office, general commercial (strip retail plaza less than 40,000 ft2), business park, and multifamily housing (low-rise) land uses with a general urban/suburban setting or location and the proposed 1000 square feet of building gross floor or leasable area as well as the number of dwelling units as the independent variables. Based on the ITE trip generation rates, the Northwest Crossing – Phase 1 development, as currently proposed, is estimated to generate a total of 5,148 average weekday vehicle trips and 423 vehicle trips during weekday, AM peak hour plus 501 during the weekday, PM peak hour. Pedestrian and/or bicyclist related trips may comprise a portion 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 on page 6 and is provided in Appendix B. 4 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 1: Northwest Crossing – Phase 1 Layout 5 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 2: Subdivision Location & Study Area 6 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 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 Lot 13, Building I | Northwest Crossing – Phase 1 General Office Space 710 10.57 GFA 58 58 116 15 2 17 3 13 16 General Commercial Space 822 10.57 GLA 288 288 576 17 12 29 47 47 94 Remaining Commercial | Northwest Crossing – Phase 1 Business Park 770 178.86 GFA 1,113 1,113 2,226 206 36 242 57 162 219 Residential | Northwest Crossing – Phase 1 Multifamily Housing (Low-Rise) 220 336 DU 1,115 1,115 2,230 32 103 135 108 64 172 Total Units = 200.00 GFA / GLA 1,459 1,459 2,918 238 50 288 107 222 329 336 DU 1,115 1,115 2,230 32 103 135 108 64 172 Total Estimated Vehicle Trip Ends = 2,574 2,574 5,148 270 153 423 215 286 501 GFA = 1,000 Square Feet Gross Floor Area; GLA = 1,000 Square Feet Gross Leasable Area; & DU = Dwelling Units 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 the trip distribution model data developed through the Traffic Impact Study: Northwest Crossing – Phase 1 prepared by Morrison-Maierle. This model was “based on data adapted from the Bozeman [Transportation Master Plan] for the 2040 forecast travel demand model volumes along with consideration given to route limitations due to the partial development of West Oak Street and Cottonwood Road.” Figure 3 on the following page shows the estimated primary trip distribution with the development proposal for Northwest Crossing - Phase 1. 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. Traffic assignment with the proposed Phase 1 of Northwest Crossing will substantially change in the future with development and expansion of the roadway network around the subdivision. The estimated initial traffic assignment within the study area for Northwest Crossing – Phase 1 is shown in the following figures: ▪ Figure 4: Northwest Crossing - Phase 1, Estimated Exterior Intersections Traffic Assignment – Page 8 ▪ Figure 5: Northwest Crossing – Phase 1, Estimated Interior Intersections Traffic Assignment ▪ – Page 9 7 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 3: Primary Trip Distribution 8 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 4: Northwest Crossing - Phase 1, Estimated Exterior Intersections Traffic Assignment 9 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 5: Northwest Crossing – Phase 1, Estimated Interior Intersections Traffic Assignment 10 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Pedestrians & Bicyclists Sidewalk and pathway connections are proposed within the proposed Northwest Crossing - Phase 1 development. The sidewalks proposed with the project would provide connections to the adjacent roadways. 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. Recent changes to Streamline routes included the addition of the Brownline Route that provides service between downtown Bozeman and Gallatin High School on weekdays and weekends with a route stop on West Oak Street. Existing Conditions Study Area Land Use Currently, the site of the proposed Northwest Crossing - Phase 1 was formerly agricultural land on a portion of Tract 5 of Certificate of Survey No. 2552. The project is bounded by what will be the remaining phases of the Northwest Crossing project on formerly agricultural land to the west and north, West Oak Street to the south, and the Bozeman Sports Park and future Cottonwood Road to the east. To date, Rosa Way, Twin Lakes Avenue, Wellspring Drive, and Harvest Parkway have been installed within Phase 1 of Northwest Crossing. The Bozeman Sports Park is located across the future Cottonwood Road to the east, residential properties are located across West Oak Street to the south, and Gallatin High School is located to the southeast. 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. Alternative Modes of Transportation Per record drawings prepared by Morrison-Maierle dated December 1, 2021, for Northwest Crossing Subdivision – Phase 1, a ten-foot-wide concrete pathway was completed adjacent to the development on the north side of West Oak Street. Additionally, a six-foot-wide sidewalk was completed along the west side of Rosa Way. Additional sidewalk and pathway improvements will be completed as development progresses within the subdivision. Widening of West Oak Street completed with the Phase 1 improvements for Northwest Crossing also incorporated dedicated bike lanes on both the north and south sides of the roadway. Traffic Volumes No data collection was completed as part of this traffic impact study update based on construction activity in the area and road closure impacts to traffic patterns west of Cottonwood Road on West Oak Street. 11 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Table 2: Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 1 West Oak Street & Rosa Way 2-Way (NB & SB) EB WB ✓ NB SB ✓ 2 West Oak Street & Twin Lakes Avenue 2-Way (NB & SB) EB WB ✓ NB SB ✓ 3 West Oak Street & Cottonwood Road Multilane EB Option to Circulate with Traffic or Use Exit Lane & Shared-Use Pathway ✓ WB ✓ NB ✓ SB ✓ Projected Traffic Through Traffic Projections Estimated traffic volumes for the 2030 baseline condition due to growth within the study area were derived from data included in the Traffic Impact Study: Northwest Crossing – Phase 1 prepared by Morrison-Maierle that utilized the build-up method, considering traffic growth due to approved or anticipated to be approved developments in the study area. For reference, these included projected traffic generation for Gallatin High School obtained from the Traffic Impact Study for New Bozeman High School prepared by Marvin & Associates (January 31, 2016) along with estimated additional traffic generation from Traditions Subdivision, as noted in the Morrison-Maierle study. These estimated volumes were used as the estimated 2030 baseline condition, which are shown in Figure 6 on the following page. To assess the impact of Northwest Crossing – Phase 1, the baseline condition assumes the roadway network remains as it is currently. 12 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 6: Estimated 2030 Baseline Traffic Conditions Total Traffic Projections Estimated 2030 total traffic volumes include the combination of baseline traffic volumes with those projected for the proposed Northwest Crossing - Phase 1, which are shown in Figure 7 on the following page. Estimated internal intersection traffic volumes are not projected to be influenced by background traffic; thereby, the volumes shown in Figure 5 on page 9 are the estimated 2030 total traffic volumes for those intersections. Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: ▪ Baseline Conditions (2030) Consists of estimated 2030 baseline – background traffic volumes. ▪ Phase 1 Buildout Scenario – Estimated 2030 Total Traffic Volumes Consists of estimated 2030 baseline – background traffic volumes in combination with forecast traffic from the proposed Northwest Crossing - Phase 1. 13 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 7: Estimated 2030 Total Traffic Volumes 14 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Analysis Methodologies Operations The intersection analyses employ methodologies based on empirical research conducted by the Transportation Research Board (TRB) and other authorities, utilizing level of service (LOS) as the performance measure to evaluate the cumulative effects of such things as travel speed, traffic volumes, roadway and intersection capacity, travel delay, and traffic interruptions. Operating conditions are designated as LOS A through LOS F, representing the most to least favorable. LOS for intersections is determined by control delay, which is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from the free flow speed to the speed of vehicles in the queue. LOS characteristics based on varying durations of average vehicle delay as listed in the Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (HCM) published by the TRB are summarized in Appendix A. 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 and Chapter 22 of the HCM for roundabout controlled intersections. The LOS criteria are applicable for both TWSC and roundabout 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. The TWSC analyses were performed using HCS Roundabouts Version 8.1 also developed and maintained by the McTrans Center. 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 C. ▪ Figure 8: Traffic Operations Summary for 2030 Baseline Traffic Conditions – Page 15 ▪ Figure 9: Traffic Operations Summary for 2030 Estimated Total Traffic – Page 16 Pedestrian Crossing Analyses Pedestrian crossing analyses for the intersection of West Oak Street and Cottonwood Road were previously completed by Morrison-Maierle and included in the Traffic Impact Study: Northwest Crossing – Phase 1. Facilities, signage, and signals for pedestrians and bicyclists have been incorporated at that intersection as well as along West Oak Street. No additional improvements beyond those included with the constructed Northwest Crossing – Phase 1 improvements are anticipated. Thereby, additional analyses have not been included as a part of this update. 15 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 8: Traffic Operations Summary for 2030 Baseline Traffic Conditions Assessment of Impacts Traffic Operations Each of the study area intersections are estimated to be currently operating within acceptable levels of service and are projected to continue to do so with development generated traffic from the proposed Northwest Crossing – Phase 1. There are not currently any operational issues identified through the analyses included herein. Alternative Modes of Transportation Existing Conditions Previous sections noted facilities have been incorporated with recently completed infrastructure improvements to accommodate pedestrians and bicyclists. 16 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Figure 9: Traffic Operations Summary for 2030 Estimated Total Traffic 17 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Proposed Development Pedestrians & Bicyclists Sidewalk and pathway connections are proposed within the proposed Northwest Crossing - Phase 1 development. The sidewalks proposed with the project would provide connections to the adjacent roadways. Transit Service No specific improvements are proposed with the Northwest Crossing - Phase 1 project at this time. Site Accessibility As shown in the traffic operations analyses, the proposed accesses to West Oak Street and Cottonwood Road from Northwest Crossing - Phase 1 are projected to function with acceptable capacity and within reasonable levels of service. Compliance with Applicable Local Codes The proposed Northwest Crossing - Phase 1 development improvements should be installed in accordance with City of Bozeman requirements, as applicable. Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed Northwest Crossing - Phase 1 development will have minimal impact on area traffic operations. As with any development, there will be an increase in traffic volumes with the buildout of the proposed Northwest Crossing - Phase 1. Residents in the immediate area of the proposed development are likely to note an increase in traffic volumes on West Oak Street and Cottonwood Road that can be managed with existing, in-place intersection traffic control. Based on the analyses included herein, the following are recommended as appropriate: Study Area Intersections No substandard traffic operations or other transportation related impacts were identified through the year 2030 analyses for estimated non-site or total traffic conditions at any of the study area intersections. Alternative Modes of Transportation Pedestrians & Bicyclists The proposed sidewalk connections within the proposed Northwest Crossing - Phase 1 development will allow for circulation within the development as well as ties to the adjacent transportation network. Transit Service No specific additional improvements for transit service features are proposed within Northwest Crossing - Phase 1. 18 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 2022 Improvements & Traffic Control Guidance Improvements for the proposed Northwest Crossing - Phase 1 development should be installed in accordance with City of Bozeman requirements, the most current editions of the Montana Public Works Standard Specifications, and the Manual on Uniform Traffic Control Devices. 19 Traffic Impact Study Update | Northwest Crossing – Phase 1 May 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. Morrison-Maierle. (December 1, 2021). Record Drawings for Northwest Crossing Subdivision – Phase 1. Bozeman, MT. 6. Morrison-Maierle. (March 2020). Traffic Impact Study: Northwest Crossing – Phase 1. 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 – Northwest Crossing - Phase 1 April 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. The LOS criteria for roundabout controlled intersections are the same as those shown in Table A-1. 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 Trip Generation Analyses ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Lot 13, Building I | Northwest Crossing - Phase 1 General Office Space 710 10.57 GFA 58 58 116 15 2 17 3 13 16 Total Estimated Walk, Bike, & Transit Trip Ends 2 0 2 1 2 3 General Commercial Space 822 10.57 GLA 288 288 576 17 12 29 47 47 94 Total Estimated Pass-By Trip Ends 41 40 81 16 16 32 Total Estimated Net New Vehicle Trip Ends 247 248 495 17 12 29 31 31 62 Total Estimated Walk, Bike, & Transit Trip Ends 3 2 5 3 3 6 Northwest Crossing - Phase 1 | Remaining Commercial Business Park 770 178.86 GFA 1,113 1,113 2,226 206 36 242 57 162 219 Total Estimated Walk, Bike, & Transit Trip Ends 18 2 20 10 30 40 Northwest Crossing - Phase 1 | Residential Multifamily Housing (Low-Rise)220 336 DU 1,115 1,115 2,230 32 103 135 108 64 172 Total Estimated Walk, Bike, & Transit Trip Ends 5 6 11 3 8 11 Total Residential =336 DU 1,115 1,115 2,230 32 103 135 108 64 172 Total Commercial =200.0 GFA / GLA 1,459 1,459 2,918 238 50 288 107 222 329 Total Estimated Vehicle Trip Ends =2,574 2,574 5,148 270 153 423 215 286 501 1Units: GFA = 1,000 Square Feet Gross Floor Area; GLA = 1,000 Square Feet Gross Leasable Area; & DU = Dwelling Units ITE Land Use Code 220: Multifamily Housing (Low-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. 24%Entering 76%Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 63%Entering 37%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. 43%Entering 57%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. 50%Entering 50%Exiting ITE Land Use Code 710: General Office Building| 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. 88%Entering 12%Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 17%Entering 83%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. 88%Entering 12%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. 17%Entering 83%Exiting T = 0.18(X) T = Estimated Walk & Bike Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Directional Distribution T = 0.22(X) T = Estimated Walk & Bike Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Directional Distribution Estimated Trip Generation Summary Northwest Crossing - Phase 1 T = 0.40(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.51(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Ends Analysis Equation R2 ValueDirectional Distribution T = 6.41(X) + 75.31 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.86 T = 1.52(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 1.44(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 10.84(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 0.03(X) T = Estimated Walk & Bike Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.03(X) T = Estimated Walk & Bike Trip Ends X = Dwelling Units N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\22-0108 - NW Xing Ph 1 TIS Update\Traffic Forecasting\Estimated-Trip-Gen_NW-Xing_Phase-01 Page 1 of 2 5/23/2022 ITE Land Use Code 770: Business Park| 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. 85%Entering 15%Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 26%Entering 74%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. 85%Entering 15%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. 26%Entering 74%Exiting ITE Land Use Code 822: Strip Retail Plaza (<40k)| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50%Entering 50%Exiting Assumed Pass-By 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. 60%Entering 40%Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 50%Entering 50%Exiting Estimated Pass-By Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 50%Entering 50%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. 60%Entering 40%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. 50%Entering 50%Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 11th Edition (2021). T = 0.56(X) T = Estimated Walk & Bike Trip Ends X = 1,000 Square Feet of Gross Leasable Area N/A Average Rate Utilized Assumed Directional Distribution T = 34% [ 8.89(X) ] T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Leasable Area N/A - Average Rate Based on GLA Utilized T = 0.46(X) T = Estimated Walk & Bike Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Rate from AM Peak Hour of Generator Assumed Directional Distribution T = 14% [ 54.45(X) ] T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Leasable Area N/A - Average Rate Based on GLA Utilized T = 2.65(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Leasable Area N/A - Average Rate Based on GLA Utilized T = 8.89(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Leasable Area N/A - Average Rate Based on GLA Utilized Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 54.45(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Leasable Area N/A Average Rate Utilized T = 1.35(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 1.22(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 12.44(X) T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 0.11(X) T = Estimated Walk & Bike Trip Ends X = 1,000 Square Feet of Gross Floor Area Assumed Directional Distribution T = 0.22(X) T = Estimated Walk & Bike Trip Ends X = 1,000 Square Feet of Gross Floor Area Assumed Directional Distribution N/A Utilized Weighted Average of LUC 220, 710, & 822 N/A Utilized Weighted Average of LUC 220, 710, & 822 F:\E5 Engineering PLLC\Projects\22-0108 - NW Xing Ph 1 TIS Update\Traffic Forecasting\Estimated-Trip-Gen_NW-Xing_Phase-01 Page 2 of 2 5/23/2022 Appendix C Capacity & Level-of-Service (LOS) Analyses Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2030 Baseline Conditions Appendix C C-1 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Rosa Way Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Rosa Way Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Baseline Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 1 1 0 1 0 0 1 0 Configuration L T TR L T R LTR LTR Volume (veh/h)0 227 1 0 1 115 0 1 0 6 0 0 0 Percent Heavy Vehicles (%)0 0 3 3 0 3 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.2 Critical Headway (sec)4.10 4.16 7.56 6.50 6.96 7.50 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.23 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 1 8 0 Capacity, c (veh/h)1461 1260 807 0 v/c Ratio 0.00 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.5 7.9 9.5 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 0.1 9.5 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 2:55:56 AMW-Oak-St+Rosa-Way_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Rosa Way Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Rosa Way Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Baseline Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 1 1 0 1 0 0 1 0 Configuration L T TR L T R LTR LTR Volume (veh/h)0 139 1 0 7 202 0 1 0 4 0 0 0 Percent Heavy Vehicles (%)0 0 3 3 0 3 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.2 Critical Headway (sec)4.10 4.16 7.56 6.50 6.96 7.50 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.23 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 8 6 0 Capacity, c (veh/h)1341 1376 831 0 v/c Ratio 0.00 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.7 7.6 9.4 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 0.3 9.4 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:00:27 AMW-Oak-St+Rosa-Way_PM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Twin Lakes Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Baseline Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume (veh/h)0 0 232 1 0 5 115 0 1 0 20 0 0 0 Percent Heavy Vehicles (%)0 0 0 3 3 0 3 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.16 7.56 6.50 6.96 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.23 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 6 25 0 Capacity, c (veh/h)1461 1247 836 0 v/c Ratio 0.00 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 Control Delay (s/veh)7.5 7.9 9.4 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 0.3 9.4 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:14:06 AMW-Oak-St+Twin-Lakes-Ave_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Twin Lakes Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Baseline Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume (veh/h)0 0 142 1 0 20 208 0 1 0 12 0 0 0 Percent Heavy Vehicles (%)0 0 0 3 3 0 3 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.16 7.56 6.50 6.96 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.23 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 24 15 0 Capacity, c (veh/h)1333 1365 890 0 v/c Ratio 0.00 0.02 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 Control Delay (s/veh)7.7 7.7 9.1 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 0.7 9.1 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:12:46 AMW-Oak-St+Twin-Lakes-Ave_PM_2030-Bkgnd.xtw HCS Roundabouts Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Cottonwood Agency or Co.E5 Engineering, PLLC E/W Street Name West Oak Street Date Performed 5/24/2022 N/S Street Name Cottonwood Road Analysis Year 2030 Analysis Time Period, hrs 0.25 Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Project Description NW Xing TIS Update | Baseli…Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 2 0 0 0 2 0 0 0 2 0 0 0 2 0 Lane Assignment LT TR LT TR LT TR LT TR Volume (V), veh/h 0 0 182 70 0 50 70 0 0 50 0 20 0 0 0 0 Percent Heavy Vehicles, %0 0 3 3 0 3 3 0 0 3 0 3 0 0 0 0 Flow Rate (vPCE), pc/h 0 0 221 85 0 61 85 0 0 61 0 24 0 0 0 0 Right-Turn Bypass None None None None Conflicting Lanes 2 2 2 2 Pedestrians Crossing, p/h 0 0 14 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 Follow-Up Headway, s 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 144 162 69 77 61 24 0 0 Entry Volume, veh/h 140 157 67 75 59 23 0 0 Circulating Flow (vc), pc/h 61 61 221 207 Exiting Flow (vex), pc/h 245 146 0 146 Capacity (cpce), pc/h 1276 1348 1276 1348 1102 1177 1116 1191 Capacity (c), veh/h 1239 1309 1239 1309 1055 1127 1116 1191 v/c Ratio (x)0.11 0.12 0.05 0.06 0.06 0.02 0.00 0.00 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 3.8 3.7 3.3 3.2 3.9 3.4 3.2 3.0 Lane LOS A A A A A A A A 95% Queue, veh 0.4 0.4 0.2 0.2 0.2 0.1 0.0 0.0 Approach Delay, s/veh 3.8 3.3 3.7 Approach LOS A A A Intersection Delay, s/veh | LOS 3.6 A HCS Roundabouts Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Cottonwood Agency or Co.E5 Engineering, PLLC E/W Street Name West Oak Street Date Performed 5/24/2022 N/S Street Name Cottonwood Road Analysis Year 2030 Analysis Time Period, hrs 0.25 Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Project Description NW Xing TIS Update | Baseli…Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 2 0 0 0 2 0 0 0 2 0 0 0 2 0 Lane Assignment LT TR LT TR LT TR LT TR Volume (V), veh/h 0 0 109 45 0 50 163 0 0 65 0 35 0 0 0 0 Percent Heavy Vehicles, %0 0 3 3 0 3 3 0 0 3 0 3 0 0 0 0 Flow Rate (vPCE), pc/h 0 0 132 55 0 61 198 0 0 79 0 42 0 0 0 0 Right-Turn Bypass None None None None Conflicting Lanes 2 2 2 2 Pedestrians Crossing, p/h 0 0 14 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 Follow-Up Headway, s 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 88 99 122 137 79 42 0 0 Entry Volume, veh/h 85 96 118 133 77 41 0 0 Circulating Flow (vc), pc/h 61 79 132 338 Exiting Flow (vex), pc/h 174 277 0 116 Capacity (cpce), pc/h 1276 1348 1255 1328 1196 1269 989 1065 Capacity (c), veh/h 1239 1309 1219 1289 1144 1215 989 1065 v/c Ratio (x)0.07 0.07 0.10 0.10 0.07 0.03 0.00 0.00 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 3.5 3.3 3.8 3.6 3.7 3.2 3.6 3.4 Lane LOS A A A A A A A A 95% Queue, veh 0.2 0.2 0.3 0.3 0.2 0.1 0.0 0.0 Approach Delay, s/veh 3.4 3.7 3.5 Approach LOS A A A Intersection Delay, s/veh | LOS 3.6 A Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2030 Total Traffic Appendix C C-2 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Rosa Way Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Rosa Way Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 1 1 0 1 0 0 1 0 Configuration L T TR L T R LTR LTR Volume (veh/h)1 237 1 0 1 119 3 1 0 6 3 0 2 Percent Heavy Vehicles (%)3 0 3 3 0 3 3 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.2 Critical Headway (sec)4.16 4.16 7.56 6.50 6.96 7.56 6.50 6.26 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.23 3.53 4.00 3.33 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 1 8 6 Capacity, c (veh/h)1416 1247 797 746 v/c Ratio 0.00 0.00 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.5 7.9 9.6 9.9 Level of Service (LOS)A A A A Approach Delay (s/veh)0.0 0.1 9.6 9.9 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:03:43 AMW-Oak-St+Rosa-Way_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Rosa Way Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Rosa Way Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 1 1 0 1 0 0 1 0 Configuration L T TR L T R LTR LTR Volume (veh/h)2 145 1 0 7 212 9 1 0 4 2 0 1 Percent Heavy Vehicles (%)3 0 3 3 0 3 3 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.2 Critical Headway (sec)4.16 4.16 7.56 6.50 6.96 7.56 6.50 6.26 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.23 3.53 4.00 3.33 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 8 6 4 Capacity, c (veh/h)1276 1368 822 654 v/c Ratio 0.00 0.01 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.8 7.6 9.4 10.5 Level of Service (LOS)A A A B Approach Delay (s/veh)0.1 0.2 9.4 10.5 Approach LOS A A A B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:05:55 AMW-Oak-St+Rosa-Way_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Twin Lakes Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume (veh/h)0 10 235 1 0 5 118 201 1 0 20 65 0 4 Percent Heavy Vehicles (%)0 3 0 3 3 0 3 3 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.16 4.16 7.56 6.50 6.96 7.56 6.50 6.96 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.23 3.53 4.00 3.33 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 6 25 81 Capacity, c (veh/h)1133 1243 831 553 v/c Ratio 0.01 0.00 0.03 0.15 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.5 Control Delay (s/veh)8.2 7.9 9.5 12.6 Level of Service (LOS)A A A B Approach Delay (s/veh)0.3 0.1 9.5 12.6 Approach LOS A A A B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:17:17 AMW-Oak-St+Twin-Lakes-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Twin Lakes Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street West Oak Street Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume (veh/h)0 6 144 1 0 20 217 177 1 0 12 144 0 10 Percent Heavy Vehicles (%)0 3 0 3 3 0 3 3 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.16 4.16 7.56 6.50 6.96 7.56 6.50 6.96 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.23 3.53 4.00 3.33 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 24 15 181 Capacity, c (veh/h)1029 1362 884 476 v/c Ratio 0.01 0.02 0.02 0.38 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 1.8 Control Delay (s/veh)8.5 7.7 9.1 17.1 Level of Service (LOS)A A A C Approach Delay (s/veh)0.3 0.4 9.1 17.1 Approach LOS A A A C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 3:19:33 AMW-Oak-St+Twin-Lakes-Ave_PM_2030-Total.xtw HCS Roundabouts Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Cottonwood Agency or Co.E5 Engineering, PLLC E/W Street Name West Oak Street Date Performed 5/24/2022 N/S Street Name Cottonwood Road Analysis Year 2030 Analysis Time Period, hrs 0.25 Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Project Description NW Xing TIS Update | Estima…Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 2 0 0 0 2 0 0 0 2 0 0 0 2 0 Lane Assignment LT TR LT TR LT TR LT TR Volume (V), veh/h 0 0 227 93 0 50 204 36 0 120 19 20 0 52 27 0 Percent Heavy Vehicles, %0 0 3 3 0 3 3 3 0 3 3 3 0 3 3 0 Flow Rate (vPCE), pc/h 0 0 275 113 0 61 247 44 0 145 23 24 0 63 33 0 Right-Turn Bypass None None None None Conflicting Lanes 2 2 2 2 Pedestrians Crossing, p/h 19 10 24 19 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 Follow-Up Headway, s 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 182 206 165 187 145 47 63 33 Entry Volume, veh/h 177 200 161 181 141 46 61 32 Circulating Flow (vc), pc/h 157 168 338 453 Exiting Flow (vex), pc/h 362 392 67 207 Capacity (cpce), pc/h 1168 1243 1157 1231 989 1065 890 966 Capacity (c), veh/h 1113 1183 1112 1183 941 1014 853 926 v/c Ratio (x)0.16 0.17 0.14 0.15 0.15 0.05 0.07 0.03 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.6 4.5 4.5 4.4 5.2 3.9 4.9 4.2 Lane LOS A A A A A A A A 95% Queue, veh 0.6 0.6 0.5 0.5 0.5 0.1 0.2 0.1 Approach Delay, s/veh 4.6 4.4 4.9 4.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.6 A HCS Roundabouts Report General Information Site Information Analyst T. Eastwood Intersection W Oak St & Cottonwood Agency or Co.E5 Engineering, PLLC E/W Street Name West Oak Street Date Performed 5/24/2022 N/S Street Name Cottonwood Road Analysis Year 2030 Analysis Time Period, hrs 0.25 Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Project Description NW Xing TIS Update | Estima…Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 2 0 0 0 2 0 0 0 2 0 0 0 2 0 Lane Assignment LT TR LT TR LT TR LT TR Volume (V), veh/h 0 0 205 95 0 50 286 13 0 129 7 35 0 85 44 0 Percent Heavy Vehicles, %0 0 3 3 0 3 3 3 0 3 3 3 0 3 3 0 Flow Rate (vPCE), pc/h 0 0 248 115 0 61 347 16 0 156 8 42 0 103 53 0 Right-Turn Bypass None None None None Conflicting Lanes 2 2 2 2 Pedestrians Crossing, p/h 30 16 30 30 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 4.6453 4.3276 Follow-Up Headway, s 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 2.6667 2.5352 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 171 192 199 225 156 50 103 53 Entry Volume, veh/h 166 187 193 218 151 49 100 51 Circulating Flow (vc), pc/h 217 164 351 564 Exiting Flow (vex), pc/h 393 503 24 229 Capacity (cpce), pc/h 1106 1181 1161 1235 977 1054 803 879 Capacity (c), veh/h 1043 1114 1109 1180 926 998 767 839 v/c Ratio (x)0.16 0.17 0.17 0.18 0.16 0.05 0.13 0.06 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.9 4.7 4.8 4.7 5.5 4.0 6.0 4.9 Lane LOS A A A A A A A A 95% Queue, veh 0.6 0.6 0.6 0.7 0.6 0.2 0.4 0.2 Approach Delay, s/veh 4.8 4.7 5.1 5.6 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.9 A HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Cottonwood & Wellspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Cottonwood Road Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 0 0 0 2 0 0 0 2 0 Configuration R T T TR Volume (veh/h)71 56 8 0 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 Capacity, c (veh/h)1025 v/c Ratio 0.09 95% Queue Length, Q₉₅ (veh)0.3 Control Delay (s/veh)8.8 Level of Service (LOS)A Approach Delay (s/veh)8.8 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:16:12 AMCottonwood-Rd+Wellspring-Dr_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Cottonwood & Wellspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Cottonwood Road Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 0 0 0 2 0 0 0 2 0 Configuration R T T TR Volume (veh/h)103 20 26 0 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)129 Capacity, c (veh/h)981 v/c Ratio 0.13 95% Queue Length, Q₉₅ (veh)0.5 Control Delay (s/veh)9.2 Level of Service (LOS)A Approach Delay (s/veh)9.2 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:18:17 AMCottonwood-Rd+Wellspring-Dr_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Cottonwood & Harvest Pkwy Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Harvest Parkway Analysis Year 2030 North/South Street Cottonwood Road Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)0 0 8 0 0 0 0 56 0 0 0 0 0 0 Percent Heavy Vehicles (%)0 0 3 0 0 0 0 3 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.96 7.50 6.50 6.90 4.16 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.33 3.50 4.00 3.30 2.23 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 0 70 0 Capacity, c (veh/h)1081 0 1614 1636 v/c Ratio 0.01 0.04 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.0 Control Delay (s/veh)8.4 7.3 7.2 Level of Service (LOS)A A A Approach Delay (s/veh)8.4 7.3 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:24:30 AMCottonwood-Rd+Harvest-Pkwy_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Cottonwood & Harvest Pkwy Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Harvest Parkway Analysis Year 2030 North/South Street Cottonwood Road Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)0 0 26 0 0 0 0 20 0 0 0 0 0 0 Percent Heavy Vehicles (%)0 0 3 0 0 0 0 3 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.96 7.50 6.50 6.90 4.16 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.33 3.50 4.00 3.30 2.23 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 0 25 0 Capacity, c (veh/h)1081 0 1614 1636 v/c Ratio 0.03 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 Control Delay (s/veh)8.4 7.3 7.2 Level of Service (LOS)A A A Approach Delay (s/veh)8.4 7.3 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:26:37 AMCottonwood-Rd+Harvest-Pkwy_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Harvest & Dayspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Harvest Parkway Analysis Year 2030 North/South Street Dayspring Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)4 0 38 8 0 3 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)48 4 Capacity, c (veh/h)1604 1070 v/c Ratio 0.03 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)7.3 0.2 8.4 Level of Service (LOS)A A A Approach Delay (s/veh)6.1 8.4 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:35:26 AMHarvest-Pkwy+Dayspring-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Harvest & Dayspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Harvest Parkway Analysis Year 2030 North/South Street Dayspring Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)6 0 11 7 0 12 Percent Heavy Vehicles (%)3 0 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.40 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.50 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 15 Capacity, c (veh/h)1598 1065 v/c Ratio 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)7.3 0.1 8.4 Level of Service (LOS)A A A Approach Delay (s/veh)4.5 8.4 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:37:23 AMHarvest-Pkwy+Dayspring-Ave_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Harvest & Twin Lakes Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Harvest Parkway Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)0 0 0 1 0 0 0 0 3 0 0 0 Percent Heavy Vehicles (%)0 3 0 0 3 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.13 7.10 6.50 6.23 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.23 3.50 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 1 4 0 Capacity, c (veh/h)1636 1611 1077 0 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 0.0 7.2 0.0 0.0 8.4 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)7.2 8.4 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:42:36 AMHarvest-Pkwy+Twin-Lakes-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Harvest & Twin Lakes Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Harvest Parkway Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)0 0 0 5 0 0 0 0 2 0 0 0 Percent Heavy Vehicles (%)0 3 0 0 3 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.13 7.10 6.50 6.23 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.23 3.50 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 6 3 0 Capacity, c (veh/h)1636 1611 1077 0 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 0.0 7.2 0.0 0.0 8.3 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)7.2 8.3 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:44:25 AMHarvest-Pkwy+Twin-Lakes-Ave_PM_2030-Total.xtw HCS Roundabouts Report General Information Site Information Analyst T. Eastwood Intersection Harvest Pkwy & Rosa Way Agency or Co.E5 Engineering, PLLC E/W Street Name Harvest Parkway Date Performed 5/24/2022 N/S Street Name Rosa Way Analysis Year 2030 Analysis Time Period, hrs 0.25 Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Project Description NW Xing TIS Update | Estima…Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 0 0 0 0 Entry Volume, veh/h 0 0 0 0 Circulating Flow (vc), pc/h 0 0 0 0 Exiting Flow (vex), pc/h 0 0 0 0 Capacity (cpce), pc/h 1380 1380 1380 1380 Capacity (c), veh/h 1340 1340 1340 1340 v/c Ratio (x)0.00 0.00 0.00 0.00 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 2.7 2.7 2.7 2.7 Lane LOS A A A A 95% Queue, veh 0.0 0.0 0.0 0.0 Approach Delay, s/veh Approach LOS Intersection Delay, s/veh | LOS HCS Roundabouts Report General Information Site Information Analyst T. Eastwood Intersection Harvest Pkwy & Rosa Way Agency or Co.E5 Engineering, PLLC E/W Street Name Harvest Parkway Date Performed 5/24/2022 N/S Street Name Rosa Way Analysis Year 2030 Analysis Time Period, hrs 0.25 Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Project Description NW Xing TIS Update | Estima…Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Percent Heavy Vehicles, %3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Flow Rate (vPCE), pc/h 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 0 0 0 0 Entry Volume, veh/h 0 0 0 0 Circulating Flow (vc), pc/h 0 0 0 0 Exiting Flow (vex), pc/h 0 0 0 0 Capacity (cpce), pc/h 1380 1380 1380 1380 Capacity (c), veh/h 1340 1340 1340 1340 v/c Ratio (x)0.00 0.00 0.00 0.00 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 2.7 2.7 2.7 2.7 Lane LOS A A A A 95% Queue, veh 0.0 0.0 0.0 0.0 Approach Delay, s/veh Approach LOS Intersection Delay, s/veh | LOS HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Rosa Way & Wellspring Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Rosa Way Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)1 0 3 0 0 4 Percent Heavy Vehicles (%)3 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 0 Capacity, c (veh/h)998 1617 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.6 7.2 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)8.6 0.0 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:53:35 AMRosa-Way+Wellspring-Dr_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Rosa Way & Wellspring Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Rosa Way Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)1 0 10 2 0 2 Percent Heavy Vehicles (%)3 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 0 Capacity, c (veh/h)982 1593 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.7 7.3 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)8.7 0.0 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 7:55:19 AMRosa-Way+Wellspring-Dr_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Twin Lakes & Wellspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)0 30 4 1 0 0 7 7 38 17 10 0 Percent Heavy Vehicles (%)0 3 3 3 0 0 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.53 6.23 7.13 6.50 6.20 4.13 4.13 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 3.33 3.53 4.00 3.30 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)43 1 9 21 Capacity, c (veh/h)759 779 1585 1534 v/c Ratio 0.06 0.00 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 0.0 Control Delay (s/veh)10.0 9.6 7.3 0.0 0.0 7.4 0.1 0.1 Level of Service (LOS)B A A A A A A A Approach Delay (s/veh)10.0 9.6 1.0 4.7 Approach LOS B A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 8:00:05 AMTwin-Lakes-Ave+Wellspring-Dr_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Twin Lakes & Wellspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)0 19 3 3 0 0 24 22 19 11 7 0 Percent Heavy Vehicles (%)0 3 3 3 0 0 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.53 6.23 7.13 6.50 6.20 4.13 4.13 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 3.33 3.53 4.00 3.30 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)28 4 30 14 Capacity, c (veh/h)735 757 1582 1537 v/c Ratio 0.04 0.00 0.02 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.1 0.0 Control Delay (s/veh)10.1 9.8 7.3 0.1 0.1 7.4 0.1 0.1 Level of Service (LOS)B A A A A A A A Approach Delay (s/veh)10.1 9.8 2.8 4.5 Approach LOS B A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 8:01:53 AMTwin-Lakes-Ave+Wellspring-Dr_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wellspring & Dayspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Dayspring Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)13 69 0 0 0 0 0 0 5 4 0 0 Percent Heavy Vehicles (%)3 0 0 0 3 3 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.10 7.10 6.50 6.23 7.13 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.20 3.50 4.00 3.33 3.53 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)16 0 6 5 Capacity, c (veh/h)1588 1496 944 825 v/c Ratio 0.01 0.00 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.3 0.1 0.1 7.4 0.0 0.0 8.8 9.4 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)1.2 8.8 9.4 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 8:05:35 AMWellspring-Dr+Dayspring-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Wellspring & Dayspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Wellspring Drive Analysis Year 2030 North/South Street Dayspring Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)4 52 0 0 0 0 0 0 25 18 0 1 Percent Heavy Vehicles (%)3 0 0 0 3 3 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.10 7.10 6.50 6.23 7.13 6.50 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.20 3.50 4.00 3.33 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 0 31 24 Capacity, c (veh/h)1571 1506 957 864 v/c Ratio 0.00 0.00 0.03 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.3 0.0 0.0 7.4 0.0 0.0 8.9 9.3 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)0.5 8.9 9.3 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 8:07:20 AMWellspring-Dr+Dayspring-Ave_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Twin Lakes & Dayspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Dayspring Avenue Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)23 0 94 117 0 46 Percent Heavy Vehicles (%)3 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)29 0 Capacity, c (veh/h)704 1268 v/c Ratio 0.04 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)10.3 7.8 0.0 Level of Service (LOS)B A A Approach Delay (s/veh)10.3 0.0 Approach LOS B A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 8:12:15 AMTwin-Lakes-Ave+Dayspring-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Twin Lakes & Dayspring Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/24/2022 East/West Street Dayspring Avenue Analysis Year 2030 North/South Street Twin Lakes Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description NW Xing TIS Update | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)102 0 110 73 0 52 Percent Heavy Vehicles (%)3 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)128 0 Capacity, c (veh/h)686 1280 v/c Ratio 0.19 0.00 95% Queue Length, Q₉₅ (veh)0.7 0.0 Control Delay (s/veh)11.4 7.8 0.0 Level of Service (LOS)B A A Approach Delay (s/veh)11.4 0.0 Approach LOS B A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/25/2022 8:13:55 AMTwin-Lakes-Ave+Dayspring-Ave_PM_2030-Total.xtw 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com