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HomeMy WebLinkAbout2-3 Traffic Report NORTH 27TH & TSCHACHE DEVELOPMENT TRAFFIC IMPACT STUDY Prepared For Morrison-Maierle JULY 2022 Bozeman, Gallatin County, Montana Traffic Impact Study NORTH 27TH & TSCHACHE DEVELOPMENT Bozeman, Gallatin County, Montana Prepared For Morrison-Maierle July 2022 Project No. 22-0107 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com Table of Contents | i Traffic Impact Study – North 27th & Tschache Development 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 ............................................................ 2 Proposed Development .................................... 2 Traffic Operations ............................................ 2 Existing Conditions ......................................... 2 Background & Projected Traffic ....................... 2 Baxter Lane & North 27th Avenue ...... 2 North 19th Avenue & Tschache Lane ..................................... 3 Proposed Study Area Development 4 Proposed Development Plan ............................. 4 Development Horizon ....................................... 4 Transportation Elements of the Proposed Development .................................... 4 Trip Generation ............................................... 4 Trip Distribution .............................................. 4 Traffic Assignment .......................................... 8 Pedestrians & Bicyclists .................................. 8 Transit Service ................................................ 8 Existing Conditions 8 Study Area Land Use ........................................ 8 Transportation Network ................................... 8 Study Area Roadways .................................... 10 Baxter Lane ........................................ 10 North 27th Avenue ............................ 10 Tschache Lane ................................... 10 Study Area Intersections................................ 10 Alternative Modes of Transportation ............... 10 Traffic Volumes ............................................. 12 Count Locations & Data ................................ 12 Safety ........................................................... 12 Projected Traffic 14 Through Traffic Projections ............................ 14 Growth Rate Projections ................................ 14 Projected Background Traffic Volumes ........... 14 Total Traffic Projections ................................. 14 Transportation Analyses 14 Analysis Scenarios ........................................ 14 Analysis Methodologies ................................. 15 Operations .................................................... 15 Unsignalized Intersections ................ 18 Signalized Intersections .................... 18 Assessment of Impacts 18 Traffic Operations ......................................... 18 Baxter Lane & North 27th Avenue ... 19 North 19th Avenue & Tschache Lane ................................... 23 Sensitivity Analyses ....................................... 23 Alternative Modes of Transportation ............... 23 Existing & Background Conditions ................. 23 Proposed Development ................................. 23 Pedestrians & Bicyclists .................... 23 Transit Service ................................... 24 Crash Experience .......................................... 24 Site Accessibility ........................................... 24 Compliance with Applicable Local Codes ........ 24 ii | Table of Contents Traffic Impact Study – North 27th & Tschache Development July 2022 Conclusions & Recommendations 25 Study Area Intersections ................................ 25 Baxter Lane & North 27th Avenue .................. 25 North 19th Avenue & Tschache Lane.............. 25 Remaining Study Area Intersections .............. 26 Site Circulation ............................................. 26 Alternative Modes of Transportation ............... 26 Pedestrians & Bicyclists ................................ 26 Transit Service .............................................. 26 Improvements & Traffic Control Guidance ....... 26 References 27 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 E-1: 2022 Existing Conditions E-2: 2027 Estimated Background Traffic E-3: 2027 Estimated Total Traffic E-4: Intersection Operations Summaries Appendix E Mitigation Analyses Appendix F Sensitivity Analyses List of Tables & Figures | iii Traffic Impact Study – North 27th & Tschache Development July 2022 List of Tables Table 1: Estimated Project Trip Generation ......................................................................................................................... 7 Table 2: Study Area Intersections Existing Characteristics .............................................................................................. 11 Table 3: Estimated Average Annual Growth Rates for Study Area Roadway Traffic Volumes ....................................... 15 List of Figures Figure 1: Development Layout .............................................................................................................................................. 5 Figure 2: Site Location & Study Area .................................................................................................................................... 6 Figure 3: Primary Trip Distribution ........................................................................................................................................ 7 Figure 4: Estimated Development Traffic Assignment ........................................................................................................ 9 Figure 5: 2022 Existing Traffic Volumes............................................................................................................................ 13 Figure 6: Estimated 2027 Background Traffic Volumes .................................................................................................. 16 Figure 7: Estimated 2027 Total Traffic Volumes .............................................................................................................. 17 Figure 8: Traffic Operations Summary for 2022 Existing Conditions .............................................................................. 20 Figure 9: Traffic Operations Summary for 2027 Background Traffic Conditions ........................................................... 21 Figure 10: Traffic Operations Summary for 2027 Estimated Total Traffic ...................................................................... 22 Figure A-16: Control Delay and Flow Rate ......................................................................................................................... A-1 1 Traffic Impact Study – North 27th & Tschache Development 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 North 27th & Tschache 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 on currently vacant land on a remainder of Tract 1 of Certificate of Survey 1256, less Minor Subdivision No. 404 in Bozeman, Gallatin County, Montana. The project is bounded by North 27th Avenue to the west; Tschache Lane to the south; the Bozeman West Apartments and some wetlands areas to the east; and the Baxter Apartments as well as portions of Baxter Lane to the north/northwest. Vehicle, pedestrian, and bicycle counts were conducted during the weekday morning and evening peak periods at a time when schools were in session in the Bozeman area at six 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: ▪ Baxter Lane & North 27th Avenue / Thomas Drive ▪ North 27th Avenue & Trade Wind Lane ▪ North 27th Avenue & Turbulence Lane ▪ North 27th Avenue & Tschache Lane ▪ Tschache Lane & North 25th Avenue ▪ North 19th Avenue & Tschache Lane Alternate Modes of Transportation Pedestrians & Bicyclists Pedestrian facilities are currently in place along Baxter Lane, North 27th Avenue, and Tschache Lane within the study area. Dedicated bike lanes are available on both sides of the roadway along both Baxter Lane and North 27th Avenue, and a shared-use pathway is currently provided on the south side of Tschache Lane within the study area. Through the traffic data collection process for this study pedestrians and/or bicyclists were regularly observed during both the weekday, AM and PM peak periods. 2 Traffic Impact Study – North 27th & Tschache Development July 2022 Transit Streamline currently provides transit service via its Blueline route adjacent to the proposed North 27th & Tschache Development along North 27th Avenue as well as Tschache Lane. This route includes a stop at the intersection of North 27th Avenue and Tschache Lane and is available on weekdays and weekends. The proposed North 27th & Tschache Development plan includes the addition of a shelter for transit riders at the route stop at the intersection of North 27th Avenue and Tschache Lane. Proposed Development The proposed North 27th & Tschache Development evaluated as a part of this study consists of 3 single family residential units, 46 rowhouses, and 294 apartment units. The proposed project is estimated to generate a total of 1,688 average weekday vehicle trips and 140 vehicle trips during weekday, AM peak hour plus 142 during the weekday, PM peak hour. Pedestrian, bicyclist, and/or transit user 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. Access to the site is proposed via extensions of North 25th Avenue, Turbulence Lane, and Trade Wind Lane. A roadway extension of Turbulence Lane is proposed to the east with the development for connectivity with the adjacent property. It is anticipated that the proposed development will be fully developed and occupied by the year 2027. 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 the northbound approach at the intersection of Baxter Lane and North 27th Avenue is presently operation at level of service D (LOS D) during the weekday, PM peak hour. Each of the remaining 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. Background & Projected Traffic Each of the study area intersections are projected to continue operating within acceptable levels of service apart from the intersections of Baxter Lane and North 27th Avenue as well as North 19th Avenue and Tschache Lane. The primary impact to traffic operations at each of these intersections is forecast traffic growth resulting from development outside of the study area. These impacts are not the result of traffic contributions from the proposed North 27th & Tschache Development. Baxter Lane & North 27th Avenue This intersection currently experiences longer average delays per vehicle on the northbound, North 27th Avenue and southbound, Thomas Drive approaches during weekday, AM and PM peak periods. With continued traffic growth in the area, this trend is anticipated to continue as shown in the year 2027 analyses for estimated non-site and total traffic conditions. Mitigation for substandard traffic operations at this intersection include the following: ▪ Mitigation is based primarily on 2027 background conditions at the intersection that is further necessitated with continued non-site generated traffic growth on Baxter Lane. 3 Traffic Impact Study – North 27th & Tschache Development July 2022 ▪ The intersection is anticipated to satisfy minimum criteria that would warrant consideration for installation of a traffic signal by the year 2027 based on estimated average daily traffic volumes. It is recommended that a full signal warrant analysis be completed in the year 2027 or following full buildout and occupancy of developments east of North 27th Avenue between Tschache Lane and Baxter Lane that evaluates the need for a traffic signal based on actual conditions as opposed to 5-year forecast traffic volumes. The need for mitigation at the intersection of Baxter Lane and North 27th Avenue is based primarily on estimated 2027 background traffic conditions with continued growth of non-site generated traffic. It is not directly related to traffic impacts resulting from the proposed North 27th & Tschache Development, which only comprises an estimated 11.7% of the forecast 2027 traffic volumes projected to satisfy the minimum MUTCD Warrant #2 – Four-Hour Vehicular Volume criteria. North 19th Avenue & Tschache Lane This intersection experiences longer average vehicle delays during the weekday, PM peak hour and is forecast to operate at LOS D during the weekday, PM peak hour in the year 2027 for both estimated background and total traffic conditions. The substandard level of service is primarily generated by through traffic volumes on North 19th Avenue. This is evident along the North 19th Avenue corridor with extended vehicle queue lengths at signalized intersections along its length. Mitigation for substandard traffic operations at this intersection include the following: ▪ The City of Bozeman, in cooperation with MDT, should revisit and update coordination along the full-length of the North 19th Avenue corridor. Each intersection’s optimized operations along the corridor should be evaluated and then utilized to determine plans (time of day as well as weekday and weekend) that work for the corridor with considerations for traffic flow, reduced delay, platoon progression, and non-motorized user needs. The need for mitigation at the intersection of North 19th Avenue and Tschache Lane is based primarily on estimated 2027 background traffic conditions with continued growth of non-site generated traffic. It is not directly related to traffic impacts resulting from the proposed North 27th & Tschache Development, which only comprises an estimated 1.5% of the forecast 2027 total traffic volumes at the intersection. 4 Traffic Impact Study – North 27th & Tschache Development July 2022 Proposed Study Area Development Proposed Development Plan The North 27th & Tschache Development proposed to be developed includes 3 single family residential units, 46 rowhouses, and 294 apartment units. The proposed development is located on currently vacant land on a remainder of Tract 1 of Certificate of Survey 1256, less Minor Subdivision No. 404, in the northwest quarter of the northeast quarter of Section 2, Township 2 South, Range 5 East of the Principal Meridian of Montana (NW ¼ NE ¼, Sec. 2, T2S, R5E, P.M.M.). The project is bounded by North 27th Avenue to the west; Tschache Lane to the south; the Bozeman West Apartments and some wetlands areas to the east; and the Baxter Apartments as well as portions of Baxter Lane to the north/northwest. Access to the site is proposed via extensions of North 25th Avenue, Turbulence Lane, and Trade Wind Lane. A roadway extension of Turbulence Lane is proposed to the east with the development for connectivity with the adjacent property. 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 6. Development Horizon It is anticipated that the proposed North 27th & Tschache Development will be fully developed and occupied by the year 2027. 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 single-family detached housing, single-family attached housing, and multifamily housing (mid-rise) land uses 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 1,688 average weekday vehicle trips and 140 vehicle trips during weekday, AM peak hour plus 142 during the weekday, PM peak hour. Pedestrian, bicyclist, and/or transit user 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 7 and is provided in Appendix C. Trip Distribution Trip distribution is the process of identifying the probable traffic routes that development related traffic will utilize based on likely trip origins and destinations given the characteristics of the proposed development and the surrounding area. Various methods are available for estimating trip distribution, including the analogy, trip distribution model, area of influence, origin-destination (O-D), and surrogate data methods. This study utilizes a combination of the analogy method that bases the trip distribution on existing travel patterns in the area, and the O-D method that considers likely trip origins and destinations. Figure 3 on page 7 shows the estimated primary trip distribution with the development proposal for North 27th & Tschache Development. 5 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 1: Development Layout 6 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 2: Site Location & Study Area 7 Traffic Impact Study – North 27th & Tschache Development July 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 Single-Family Detached Housing 210 3 DU 15 15 30 1 2 3 2 1 3 Rowhouses | Single-Family Attached Housing 215 46 DU 151 151 302 6 13 19 14 10 24 Apartments | Multifamily Housing (Mid-Rise) 221 294 DU 678 678 1,356 27 91 118 70 45 115 Total Units = 343 DU Total Estimated Vehicle Trip Ends = 844 844 1,688 34 106 140 86 56 142 DU = Dwelling Units Figure 3: Primary Trip Distribution 8 Traffic Impact Study – North 27th & Tschache Development July 2022 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 the following page. Pedestrians & Bicyclists Sidewalk connections are proposed within the proposed North 27th & Tschache Development. The sidewalks proposed with the project would provide connections to the adjacent roadways. The proposed pedestrian facilities can be seen in Figure 1 on page 5. 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’s Blueline route provides service adjacent to the proposed North 27th & Tschache Development along North 27th Avenue as well as Tschache Lane. This route includes a stop at the intersection of North 27th Avenue and Tschache Lane and is available on weekdays and weekends. The proposed North 27th & Tschache Development plan includes the addition of a shelter for transit riders at the route stop at the intersection of North 27th Avenue and Tschache Lane. Existing Conditions Study Area Land Use Currently, the site of the proposed North 27th & Tschache Development is vacant land on a remainder of Tract 1 of Certificate of Survey 1256, less Minor Subdivision No. 404. The project is bounded by North 27th Avenue to the west; Tschache Lane to the south; the Bozeman West Apartments and some wetlands areas to the east; and the Baxter Apartments as well as portions of Baxter Lane to the north/northwest. The surrounding area largely consists of residential development. Rose Park is located across Tschache Lane south of the proposed development. Commercial properties are located to the east along the North 19th Avenue corridor. Transportation Network Some of the key characteristics of the existing roadways and intersections within the study area are listed in the sections that follow and are provided in Table 2 on page 11. All roadways are under the jurisdiction of the City of Bozeman except North 19th Avenue, which is under shared jurisdiction with the Montana Department of Transportation (MDT). 9 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 4: Estimated Development Traffic Assignment 10 Traffic Impact Study – North 27th & Tschache Development July 2022 Study Area Roadways Baxter Lane Baxter Lane is functionally classified as a minor arterial by the Bozeman Transportation Master Plan (TMP) prepared by Robert Peccia & Associates and Alta Planning + Design dated April 2017. The roadway generally runs east-west from near the West Gallatin River (nearly six miles west of the proposed development) to North 7th Avenue in Bozeman. Land uses along Baxter Lane within the study area are primarily residential properties. Within the study area, Baxter Lane is a three-lane roadway with a single travel lane in each direction separated by a two-way left-turn lane. The roadway is paved with asphalt and has a surface width of approximately forty-six feet (46’). Curb and gutter are present on both sides of the roadway. Bike lanes and sidewalks are also provided on either side of the roadway. The posted speed limit in the immediate study area on Baxter Lane is 40 miles per hour (40 mph). North 27th Avenue North 27th Avenue is a collector roadway as classified by the Bozeman TMP. It serves as a north-south link on the City of Bozeman’s transportation network, connecting Durston Road and Baxter Lane and eventually Cattail Street to the north with a future proposed extension of Thomas Drive. Adjacent to the proposed North 27th & Tschache Development, North 27th Avenue is a two-lane roadway with a single travel lane in each direction separated by a raised median. The roadway includes curb, gutter, sidewalks, and bike lanes on either side of the roadway. Land uses along North 27th Avenue within the study area are residential uses. The currently posted speed limit on North 27th Avenue is 25 miles per hour. Tschache Lane Tschache Lane is considered a local street per the Bozeman TMP. It generally runs east-west, linking Vaquero Parkway west of the proposed North 27th & Tschache Development and easterly to Sacco Drive and eventually to North 11th Avenue. Tschache Lane is a two-lane roadway with a single travel lane in each direction adjacent to the proposed North 27th & Tschache Development. The roadway includes curb, gutter, on either side of the roadway as well as a shared-use pathway on the south side and a sidewalk on the north side of the roadway. Land uses along Tschache Lane within the study area include a park as well as both residential and commercial properties. The currently posted speed limit on Tschache Lane is 25 miles per hour. Study Area Intersections 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 As noted in the descriptions of the study area roadways and intersections, there are currently sidewalks and pathways available for pedestrians within the study area. Dedicated bicycle facilities are also currently included along roadways within the study area. Streamline provides a public bus system within the City of Bozeman. 11 Traffic Impact Study – North 27th & Tschache Development 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 Baxter Lane & North 27th Avenue 2-Way (NB & SB) EB WB NB SB 2 North 27th Avenue & Trade Wind Lane 2-Way (EB & WB) EB ✓ WB NB SB 3 North 27th Avenue & Turbulence Lane 2-Way (EB & WB) EB ✓ WB NB SB 4 North 27th Avenue & Tschache Lane 2-Way (EB & WB) EB WB NB SB 12 Traffic Impact Study – North 27th & Tschache Development July 2022 Table 2 (cont.): Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 5 Tschache Lane & North 25th Avenue 1-Way (NB) EB WB NB 6 North 19th Avenue & Tschache Lane EB ✓ WB ✓ NB ✓ SB ✓ 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 April 19 and 20, 2022 (Tuesday and Wednesday): ▪ Baxter Lane & North 27th Avenue ▪ North 27th Avenue & Trade Wind Lane ▪ North 27th Avenue & Turbulence Lane ▪ North 27th Avenue & Tschache Lane ▪ Tschache Lane & North 25th Avenue ▪ North 19th Avenue & Tschache Lane All counts were conducted during the morning (7:00 – 9:00 a.m.) and evening (4:00 – 6:00 p.m.) peak periods. The results of the traffic counts show that the peak hours occur between 7:30 and 8:30 a.m. and 4:45 and 5:45 p.m. within the study area. The count data were not adjusted for seasonal and daily variations to allow for a slightly more conservative analysis. Monthly and daily adjustment factors available through MDT would result in a reduction to observed volumes. Summaries of the count data are shown in Figure 5 on the following page and are provided in Appendix B. 13 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 5: 2022 Existing Traffic Volumes 14 Traffic Impact Study – North 27th & Tschache Development July 2022 Safety Traffic safety conditions in the study area were documented by reviewing the crash history of the study area intersections using provided data from the MDT crash database. Public crash information for the period 2016 through 2020, the latest five years available, were reviewed. MDT reported nine crashes within the study area occurring at or near intersections over the five-year period. The greatest number of crashes occurred at the intersection of North 19th Avenue and Tschache Lane, with a total of seven crashes, an average of approximately 1.4 crashes per year. 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. Projected Traffic Through Traffic Projections Growth Rate Projections Estimated traffic volumes for the 2027 analysis year due to growth outside of the study area were projected by applying an average annual growth rate (AAGR) to the 2022 traffic volumes. Traffic growth for North 27th Avenue and its intersections with Baxter Lane and Tschache Lane as well as the intersection of North 19th Avenue and Tschache Lane was evaluated between the years 2017 and 2022 to develop forecast growth trends within the study area through the 2027 analysis year. The AAGRs utilized as a part of this study are summarized Table 3 on the following page. Projected Background Traffic Volumes Estimated 2027 background traffic 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 6 on page 16. Total Traffic Projections Estimated 2027 total traffic volumes include the combination of background traffic volumes with those projected for the proposed North 27th & Tschache Development, which are shown in Figure 7 on page 17. 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 2027 Background Traffic Volumes Consists of projected, non-site through traffic volumes resulting from applied AAGR values. 15 Traffic Impact Study – North 27th & Tschache Development July 2022 ▪ Full Buildout Scenario – Estimated 2027 Total Traffic Volumes Consists of estimated 2027background traffic volumes in combination with forecast traffic from the proposed North 27th & Tschache Development. Table 3: Estimated Average Annual Growth Rates for Study Area Roadway Traffic Volumes Roadway Location Roadway Segment Weighted 5-Year AAGR Baxter Lane East and West of North 27th Avenue 3.5% Thomas Drive North of Baxter Lane 10.0% North 27th Avenue South of Baxter Lane / North of Turbulence Lane 5.0% North of 27th Avenue South of Turbulence Lane 7.5% Trade Wind Lane East and West of North 27th Avenue 0.5% Turbulence Lane West of North 27th Avenue 0.5% Tschache Lane West of North 27th Avenue 0.5% Tschache Lane East of North 27th Avenue 10.0% Tschache Lane West of North 19th Avenue 4.0% Tschache Lane East of North 19th Avenue 6.0% North 25th Avenue South of Tschache Lane 5.0% North 19th Avenue North and South of Tschache Lane 3.0% 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. 16 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 6: Estimated 2027 Background Traffic Volumes 17 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 7: Estimated 2027 Total Traffic Volumes 18 Traffic Impact Study – North 27th & Tschache Development 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. Signalized Intersections Signalized intersection operations were evaluated using TEAPAC Complete (Version 9.50 – 26JAN19 Build 02) developed and maintained by Strong Concepts that utilizes methodologies provided in Chapter 19 of the HCM. The HCM methodology for evaluating signalized intersections assigns a corresponding letter grade based on average control delays for each lane group at the intersection as well as overall intersection traffic operations. The overall condition of the intersection is determined by taking a volume-weighted average of all the delays for all vehicles entering the intersection. Study Scenario Analyses Intersection capacity and LOS analyses for the study scenarios were performed using the existing geometry and traffic control at each of the study area intersections. The analyses are summarized in the following figures and detailed results are included in Appendix D. ▪ Figure 8: Traffic Operations Summary for 2022 Existing Conditions – Page 20 ▪ Figure 9: Traffic Operations Summary for 2027 Background Traffic Conditions – Page 21 ▪ Figure 10: Traffic Operations Summary for 2027 Estimated Total Traffic – Page 22 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 apart from the intersections of Baxter Lane and North 27th Avenue as well as North 19th Avenue and Tschache Lane. The primary impact to traffic operations at each of these intersections is forecast traffic growth resulting from development outside of the study area. These impacts are not the result of traffic contributions from the proposed North 27th & Tschache Development. Impacts and potential mitigation measures are discussed in the sections that follow. 19 Traffic Impact Study – North 27th & Tschache Development July 2022 Baxter Lane & North 27th Avenue Impact: The northbound approach at the intersection was found to experience level of service D (LOS D) during the weekday, PM peak hour under 2022 existing traffic conditions. The level of service is projected to decline to LOS E during the weekday, AM peak hour and LOS F during the weekday, PM peak hour through the year 2027. Furthermore, the southbound approach is anticipated to experience LOS D and E during the weekday, AM and PM peak hours, respectively, for the year 2027 analysis scenarios. Vehicle queue lengths are minimal and would not have an impact on upstream intersections or accesses. Mitigation: The intersection of Baxter Lane and North 27th Avenue was evaluated for consideration of the installation of a traffic signal. The Oregon Department of Transportation developed procedures for evaluating traffic signal warrant criteria as delineated in the Manual on Uniform Traffic Control Devices (MUTCD) for Warrant #1 – Eight-Hour Vehicular Volumes and Warrant #2 – Four-Hour Vehicular Volumes utilizing estimated average daily traffic volumes. Based on those procedures, the intersection of Baxter Lane and North 27th Avenue is forecast to satisfy minimum MUTCD signal warrant criteria for Warrant #2 – Four-Hour Vehicular Volumes with estimated 2027 total traffic. ▪ Under signalized traffic control with an 80 second cycle length, the intersection of Baxter Lane and North 27th Avenue is projected to operate at LOS B during both the weekday, AM and PM peak hours for the 2027 analysis scenarios. The eastbound and westbound, Baxter Lane approaches would experience a decline in level of service from LOS A to LOS B with the change in traffic control. ▪ Estimated North 27th & Tschache Development traffic comprises only 11.7% of the forecast 2027 traffic volumes projected to satisfy the minimum MUTCD Warrant #2 – Four-Hour Vehicular Volume criteria. ▪ The City of Bozeman requires that any proposed mitigation measures must demonstrate operational efficiency for a minimum 15-year period. To satisfy this requirement, the intersection of Baxter Lane and North 27th Avenue was evaluated through the year 2042 utilizing AAGR values of 3.00% for Baxter Lane, 0.50% for Thomas Drive, and 1.50% for North 27th Avenue over the 15-year period. The intersection was found to operate at LOS C during the weekday, AM peak hour and LOS B during the weekday, PM peak hour under those conditions. No approach was found to operate below LOS C during either peak hour. ▪ The mitigation analyses for the intersection of Baxter Lane and North 27th Avenue are provided in Appendix E. Operational summaries are also included in Appendix D for comparison to each of the other analysis scenarios and peak periods. 20 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 8: Traffic Operations Summary for 2022 Existing Conditions 21 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 9: Traffic Operations Summary for 2027 Background Traffic Conditions 22 Traffic Impact Study – North 27th & Tschache Development July 2022 Figure 10: Traffic Operations Summary for 2027 Estimated Total Traffic 23 Traffic Impact Study – North 27th & Tschache Development July 2022 North 19th Avenue & Tschache Lane Impact: The intersection of North 19th Avenue and Tschache Lane is forecast to operate at LOS D during the weekday, PM peak hour in the year 2027 for both estimated background and total traffic conditions. The substandard level of service is primarily generated by through traffic volumes on North 19th Avenue. This is evident along the North 19th Avenue corridor with extended vehicle queue lengths at signalized intersections along its length. Mitigation: Previously, MDT developed signal coordination plans for the North 19th Avenue corridor years ago. With traffic growth experienced since that time as well as with the projected continuation of growth, revisiting and updating coordination along the corridor would be justified. The full corridor should be evaluated for each intersection’s optimized operations and then take those analyses to determine plans (time of day as well as weekday and weekend plans would be recommended) that work for the corridor with considerations for traffic flow, reduced delay, platoon progression, and non-motorized user needs. ▪ With improved signal coordination, the intersection of North 19th Avenue and Tschache Lane is projected to operate at LOS C for the 2027 analysis year under both estimated background and total traffic conditions. Only the eastbound, Tschache Lane approach is forecast to operate at LOS D during the weekday, PM peak hour. Analyses are provided in Appendix E. ▪ The intersection was not evaluated beyond the 2027 analysis year as signal timing and coordination should be updated every 3 to 5-years, at a minimum. ▪ Estimated North 27th & Tschache Development traffic comprises only an estimated 1.5% of the forecast 2027 total traffic volumes at the intersection of North 19th Avenue and Tschache Lane. Sensitivity Analyses Sensitivity analyses were performed for North 25th Avenue and its intersections with Baxter Lane, Trade Wind Lane, and Turbulence Lane to evaluate operations with cut-through traffic and/or higher than originally estimated traffic volumes. Traffic volumes on North 25th Avenue as well as Trade Wind Lane and Turbulence Lane were evaluated with a 400% increase. Even with the substantial increase in traffic volumes, each of the intersections was forecast to operate within acceptable levels of service. The results of those analyses are provided in Appendix F. Alternative Modes of Transportation Existing & Background Conditions Previous sections noted there are currently sidewalks and pathways available for pedestrians within the study area. Dedicated bicycle facilities are also currently included along roadways within the study area. Streamline provides a public bus system within the City of Bozeman. Proposed Development Pedestrians & Bicyclists Sidewalk connections are proposed within the proposed North 27th & Tschache Development. The sidewalks proposed with the project would provide connections to the adjacent roadways. 24 Traffic Impact Study – North 27th & Tschache Development July 2022 Transit Service The proposed North 27th & Tschache Development plan includes the addition of a shelter for transit riders at the Blueline route stop for Streamline at the intersection of North 27th Avenue and Tschache Lane. Crash Experience From data provided in the MDT crash database, no significant crash trends were identified at any of the study area intersections based on the reported number of crashes. Further review of the data from the specific crash reports may provide insight for 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. Site Accessibility As shown in the traffic operations analyses, the proposed accesses to North 27th Avenue, Tschache Lane, and Baxter Lane from the North 27th & Tschache Development are projected to function with acceptable capacity and within reasonable levels of service. Compliance with Applicable Local Codes The proposed North 27th & Tschache Development improvements should be installed in accordance with City of Bozeman requirements. 25 Traffic Impact Study – North 27th & Tschache Development July 2022 Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed North 27th & Tschache 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 North 27th & Tschache Development. Residents in the immediate area of the proposed development are likely to note an increase in traffic volumes on North 27th Avenue and Tschache Lane 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 Baxter Lane & North 27th Avenue This intersection currently experiences longer average delays per vehicle on the northbound, North 27th Avenue and southbound, Thomas Drive approaches during weekday, AM and PM peak periods. With continued traffic growth in the area, this trend is anticipated to continue as shown in the year 2027 analyses for estimated non-site and total traffic conditions. Mitigation for substandard traffic operations at this intersection include the following: ▪ Mitigation is based primarily on 2027 background conditions at the intersection that is further necessitated with continued non-site generated traffic growth on Baxter Lane. ▪ The intersection is anticipated to satisfy minimum criteria that would warrant consideration for installation of a traffic signal by the year 2027 based on estimated average daily traffic volumes. It is recommended that a full signal warrant analysis be completed in the year 2027 or following full buildout and occupancy of developments east of North 27th Avenue between Tschache Lane and Baxter Lane that evaluates the need for a traffic signal based on actual conditions as opposed to 5-year forecast traffic volumes. The need for mitigation at the intersection of Baxter Lane and North 27th Avenue is based primarily on estimated 2027 background traffic conditions with continued growth of non-site generated traffic. It is not directly related to traffic impacts resulting from the proposed North 27th & Tschache Development, which only comprises an estimated 11.7% of the forecast 2027 traffic volumes projected to satisfy the minimum MUTCD Warrant #2 – Four-Hour Vehicular Volume criteria. North 19th Avenue & Tschache Lane This intersection experiences longer average vehicle delays during the weekday, PM peak hour and is forecast to operate at LOS D during the weekday, PM peak hour in the year 2027 for both estimated background and total traffic conditions. The substandard level of service is primarily generated by through traffic volumes on North 19th Avenue. This is evident along the North 19th Avenue corridor with extended vehicle queue lengths at signalized intersections along its length. Mitigation for substandard traffic operations at this intersection include the following: ▪ The City of Bozeman, in cooperation with MDT, should revisit and update coordination along the full-length of the North 19th Avenue corridor. Each intersection’s optimized operations along the corridor should be evaluated and then utilized to determine plans (time of day as well as weekday and weekend) that work for the corridor with considerations for traffic flow, reduced delay, platoon progression, and non-motorized user needs. 26 Traffic Impact Study – North 27th & Tschache Development July 2022 The need for mitigation at the intersection of North 19th Avenue and Tschache Lane is based primarily on estimated 2027 background traffic conditions with continued growth of non-site generated traffic. It is not directly related to traffic impacts resulting from the proposed North 27th & Tschache Development, which only comprises an estimated 1.5% of the forecast 2027 total traffic volumes at the intersection. Remaining Study Area Intersections No substandard traffic operations or other transportation related impacts were identified through the year 2027 analyses for estimated non-site or total traffic conditions at any of the study area intersections. Site Circulation ▪ The proposed accesses for the North 27th & Tschache Development to and from North 27th Avenue via Turbulence Lane and Tschache Lane via North 25th Avenue were evaluated under stop control with single lanes on each approach plus single receiving lanes. The proposed intersections and internal roadways should be designed to accommodate the appropriate design vehicles (inclusive of emergency services, deliveries, buses, and construction equipment), include considerations of the needs for non-motorized users, and provide adequate intersection sight distance at driveways, internal intersections, and crosswalks for driver, pedestrian, and bicyclist safety in accordance with City of Bozeman and AASHTO standards. ▪ A need for any modification to the existing intersection of North 27th Avenue and Trade Wind Lane was not identified through the analyses included with this study. ▪ The proposed access for the North 27th & Tschache Development to and from Baxter Lane via North 25th Avenue was evaluated under stop control with no modifications to the existing lane geometry on Baxter Lane (single lanes in each direction separated by a two-way left-turn lane) and a single lane approach and receiving lane for North 25th Avenue. Again, the proposed intersection should be designed to accommodate the appropriate design vehicles (inclusive of emergency services, deliveries, buses, and construction equipment), include considerations of the needs for non-motorized users, and provide adequate intersection sight distance at approaches, and crosswalks for driver, pedestrian, and bicyclist safety in accordance with City of Bozeman and AASHTO standards. Alternative Modes of Transportation Pedestrians & Bicyclists The proposed sidewalk connections within the proposed North 27th & Tschache Development will allow for circulation within the development as well as ties to North 27th Avenue, Tschache Lane, and Baxter Lane. Transit Service The proposed North 27th & Tschache Development plan includes the addition of a shelter for transit riders at the Blueline route stop for Streamline at the intersection of North 27th Avenue and Tschache Lane. Improvements & Traffic Control Guidance Included recommendations for mitigation and the proposed North 27th & Tschache 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. 27 Traffic Impact Study – North 27th & Tschache Development 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. Robert Peccia & Associates and Alta Planning + Design. (April 2017). Bozeman Transportation Master Plan. 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 –North 27th & Tschache Development 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 d 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-11: Control Delay and Flow Rate Source:Highway Capacity Manual 2000, Page 17-24 (Transportation Research Board, 2000) A-2 | Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance Traffic Impact Study –North 27th & Tschache Development July 2022 Signalized Intersection Level of Service The operational analysis method for signalized intersections presented in the HCM defines level of service in terms of delay, or more specifically, control stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption, and lost travel time. The level of service criteria for signalized intersections is presented in Table A-2 below: Table A-2: Level of Service Criteria for Signalized Intersections Average Control Delay Level of Service (LOS)Characteristics d 10 seconds A Operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. 10.0 – 20.0 seconds B Operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. 20.0 – 35.0 seconds C Operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. 35.0 – 55.0 seconds D Operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable. 55.0 – 80.0 seconds E Considered being the limit of acceptable delay. Individual cycle failures are frequent occurrences. > 80.0 seconds F A condition of excessively high delay considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay. Source:Highway Capacity Manual, 6th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2016) Appendix B Traffic Count Data Date Count Performed:Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM03940004435351 0 0 04413013000116431000881087:15 AM17530007794411 0 1 04465015000220422010881537:30 AM07760108834511 0 0 055680220003304520101111807:45 AM 1 110 18 0 0 1 11299771 0 0 1887120190003316410001112586998:00 AM 1 105 17 0 0 0 11239701 0 0 0880122180003324430001112468378:15 AM1911000111028611 0 0 077010219000331311000552088928:30 AM17080017796621 0 0 06698015100224221010551778898:45 AM27760008856492 0 0 0557711200122063000099171802TOTALS 7 644 72 0 1 3 723 51 446 9 0 1 1 506 65 5 133 1 0 1 204 33 24 11 0 3 0 68 1,501SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:30 AM07760108834511 0 0 055680220003304520101111807:45 AM 1 110 18 0 0 1 11299771 0 0 1887120190003316410001112588:00 AM 1 105 17 0 0 0 11239701 0 0 0880122180003324430001112468:15 AM1911000111028611 0 0 07701021900033131100055208TOTALS 3 383 51 0 1 2 437 30 259 4 0 0 1 293 42 4 78 0 0 0 124 17 14 7 0 1 0 38 892PEAK HOURFACTOR0.75 0.87 0.71 0.00 0.25 0.50 0.85 0.83 0.84 1.00 0.00 0.00 0.25 0.84 0.88 0.50 0.89 0.00 0.00 0.00 0.97 0.71 0.70 0.58 0.00 0.25 0.00 0.86 0.86% HEAVYVVEHICLES14.29%2.33%1.39%0.00%2.35%5.88%4.26%0.00%0.00%4.55%10.77%20.00%0.00%0.00%4.41%3.03%0.00%0.00%0.00%1.47%3.33%% BUSES&& RVs0.00%0.47%0.00%0.00%0.41%5.88%1.12%0.00%0.00%1.58%6.15%0.00%0.00%0.00%1.96%0.00%0.00%0.00%0.00%0.00%1.00%714171034383259102151304247800Intersection Turning Movement Count SummaryBaxter Lane & North 27th Avenue / Thomas DriveBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d42'00.79" N | Longitude: 111d04'23.52" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-01Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODBAXTER LANEBAXTER LANENORTH 27TH AVENUETHOMAS DRIVENORTH 27TH AVENUETHOMAS DRIVEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)BAXTER LANEBAXTER LANETotal Vehicles | Weekday, AM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Count Data\Baxter-Ln+N-27th-Ave_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 7/6/2022 Date Count Performed:Count Time Periods:Data Collection Method: Setup Location:Intersection Turning Movement Count SummaryBBaxter Lane & North 27th Avenue / Thomas DriveBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d42'00.79" N | Longitude: 111d04'23.52" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-01SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM177700088524 90 2 0 0 0 111612113100227512000882364:15 PM173700088119 91 3 0 1 1 111314115010330101000222264:30 PM1741000088519 91 5 0 0 0 111510221000333321010662394:45 PM2948001110420 90 5 0 0 1 11158418000330331000772569575:00 PM279600188723 107 4 0 0 0 113413416010333211000442589795:15 PM38815020110624 102 8 0 0 0 113410512000227402001662731,0265:30 PM28810010110023 109 6 0 0 1 113814213000229211010442711,0585:45 PM071801077918 99 6 0 0 0 112313113011227310011442331,035TOTALS12644710427271707793901398894201211312362399032411,992SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM2948001110420 90 5 0 0 1 11158418000330331000772565:00 PM279600188723 107 4 0 0 0 113413416010333211000442585:15 PM38815020110624 102 8 0 0 0 113410512000227402001662735:30 PM28810010110023 109 6 0 0 1 11381421300022921101044271TOTALS93493903239790408230025214515590101191155011211,058PEAK HOURFACTOR0.75 0.93 0.65 0.00 0.38 0.50 0.94 0.94 0.94 0.72 0.00 0.00 0.50 0.94 0.80 0.75 0.82 0.00 0.25 0.00 0.90 0.69 0.42 0.63 0.00 0.25 0.25 0.75 0.97% HEAVYVVEHICLES0.00%2.17%2.82%0.00%2.48%2.94%2.05%0.00%0.00%2.43%7.45%0.00%0.83%0.00%3.81%4.35%0.00%0.00%0.00%7.32%2.71%% BUSES&& RVs0.00%0.47%0.00%0.00%0.41%2.35%0.26%0.00%0.00%0.61%2.13%0.00%0.83%0.00%1.27%0.00%0.00%0.00%0.00%0.00%0.60%5511119233494083022399045155910BAXTER LANENORTH 27TH AVENUETHOMAS DRIVEWEEKDAY, PM PEAK PERIODBAXTER LANEBAXTER LANENORTH 27TH AVENUETHOMAS DRIVETotal Vehicles | Weekday, PM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYBAXTER LANEF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Count Data\Baxter-Ln+N-27th-Ave_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 7/6/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM301010442010003301300001131100000111317:15 AM2020004410101122219000022108100099367:30 AM105020661010002202710102280151000116527:45 AM105011661000101103000003300301010331681878:00 AM202000444010005513010003320291000330712278:15 AM104001552010003322810103310171010118572488:30 AM102001331010002212010002221161000118452418:45 AM10201033202010440171000118014001011439212TOTALS12023053351408031226184502019521396030147399SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:30 AM105020661010002202710102280151000116527:45 AM105011661000101103000003300301010331688:00 AM202000444010005513010003320291000330718:15 AM10400155201000332281010331017101011857TOTALS5016032218030101131153020121091402095 248PEAK HOURFACTOR0.63 0.00 0.80 0.00 0.38 0.50 0.88 0.50 0.00 0.75 0.00 0.25 0.00 0.55 0.38 0.96 0.75 0.00 0.50 0.00 0.95 0.00 0.76 1.00 0.00 0.50 0.00 0.77 0.87% HEAVYVVEHICLES8.33%0.00%0.00%0.00%2.86%0.00%0.00%0.00%0.00%2.27%16.67%2.72%0.00%0.00%3.08%0.00%2.16%0.00%0.00%2.04%2.63%% BUSES&& RVs8.33%0.00%0.00%0.00%2.86%0.00%0.00%0.00%0.00%0.00%16.67%1.09%0.00%0.00%1.54%0.00%1.80%0.00%0.00%1.70%1.63%491020530031201683115320Intersection Turning Movement Count SummaryNorth 27th Avenue & Trade Wind LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'51.61" N | Longitude: 111d04'20.60" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-02Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODTRADE WIND LANETRADE WIND LANENORTH 27TH AVENUENORTH 27TH AVENUENORTH 27TH AVENUENORTH 27TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)TRADE WIND LANETRADE WIND LANETotal Vehicles | Weekday, AM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-27th-Ave+Trade-Wind-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 5/22/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryNNorth 27th Avenue & Trade Wind LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'51.61" N | Longitude: 111d04'20.60" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM011000221010102222610002291281100331644:15 PM200001221010112212710002291241000226594:30 PM302000551010002232820003332281000331714:45 PM101000220010111132820103333251000229652595:00 PM002010221010002213010103321272010330662615:15 PM103011441000001152610003321371020339762785:30 PM114020661020013332630003321311000333742815:45 PM20401066201020334251000330124301022867283TOTALS10217052298080531622216120202501122411140247542SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM002010221010002213010103321272010330665:15 PM103011441000001152610003321371020339765:30 PM114020661020013332630003321311000333745:45 PM20401066201020334251000330124301022867TOTALS411305118504021913107601012641197040130283PEAK HOURFACTOR0.50 0.25 0.81 0.00 0.63 0.25 0.75 0.63 0.00 0.50 0.00 0.25 0.25 0.75 0.65 0.89 0.50 0.00 0.25 0.00 0.98 1.00 0.80 0.58 0.00 0.50 0.00 0.83 0.93% HEAVYVVEHICLES5.00%25.00%0.00%0.00%6.90%0.00%0.00%12.50%0.00%18.75%4.55%1.62%4.17%0.00%2.00%0.00%1.79%0.00%50.00%1.82%2.68%% BUSES&& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%4.55%0.93%0.00%0.00%1.20%0.00%1.34%0.00%0.00%1.21%1.11%71194404410521113513107610TRADE WIND LANENORTH 27TH AVENUENORTH 27TH AVENUEWEEKDAY, PM PEAK PERIODTRADE WIND LANETRADE WIND LANENORTH 27TH AVENUENORTH 27TH AVENUETotal Vehicles | Weekday, PM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTRADE WIND LANEF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-27th-Ave+Trade-Wind-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 5/22/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM201010330000100011100101120121000113287:15 AM103010440000010002000002200101000111357:30 AM204020660000100022500102270191000220537:45 AM101011220000010012900103300332000335671838:00 AM104010550000000023200103340360000336752308:15 AM002001220000100013100203320230000223572528:30 AM004001440000000012100002220161000117432428:45 AM00201022000010001180000119018000011839214TOTALS70210732800004209187006019601676000173397SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:30 AM204020660000100022500102270191000220537:45 AM101011220000010012900103300332000335678:00 AM104010550000000023200103340360000336758:15 AM00200122000010001310020332023000022357TOTALS40110421500002106117005012301113000114252PEAK HOURFACTOR0.50 0.00 0.69 0.00 0.50 0.50 0.63 0.00 0.00 0.00 0.00 0.50 0.25 0.00 0.75 0.91 0.00 0.00 0.63 0.00 0.90 0.00 0.77 0.38 0.00 0.00 0.00 0.79 0.84% HEAVYVVEHICLES0.00%0.00%7.14%0.00%5.36%0.00%0.00%0.00%0.00%0.00%0.00%3.21%0.00%0.00%3.06%0.00%1.80%0.00%0.00%1.73%2.90%% BUSES&& RVs0.00%0.00%7.14%0.00%5.36%0.00%0.00%0.00%0.00%0.00%0.00%1.60%0.00%0.00%1.53%0.00%1.50%0.00%0.00%1.45%1.76%3111000400042211106117050Total Vehicles | Weekday, AM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingNORTH 27TH AVENUENORTH 27TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)TURBULENCE LANETURBULENCE LANEWEEKDAY, AM PEAK PERIODTURBULENCE LANETURBULENCE LANENORTH 27TH AVENUENORTH 27TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryNorth 27th Avenue & Turbulence LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'51.61" N | Longitude: 111d04'20.60" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-02F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-27th-Ave+Turbulence-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 5/22/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryNNorth 27th Avenue & Turbulence LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'51.61" N | Longitude: 111d04'20.60" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM001000110000100023010003330282000330644:15 PM201001330000210022600002280241000225564:30 PM102000331000001123000003320310000331674:45 PM101000220000110023210103350251000226632505:00 PM201010330000000023200003340282000330672535:15 PM101011220000000033000003330382000440752725:30 PM103020440000010033100003340341000335732785:45 PM00201022000020003300010333029100033065280TOTALS8012052201000631192412020262023710000247530SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM201010330000000023200003340282000330675:15 PM101011220000000033000003330382000440755:30 PM103020440000010033100003340341000335735:45 PM00201022000020003300010333029100033065TOTALS40705111000021011123001013401296000135280PEAK HOURFACTOR0.50 0.00 0.58 0.00 0.63 0.25 0.69 0.00 0.00 0.00 0.00 0.25 0.25 0.00 0.92 0.96 0.00 0.00 0.25 0.00 0.99 0.00 0.85 0.75 0.00 0.00 0.00 0.84 0.93% HEAVYVVEHICLES18.75%0.00%0.00%0.00%12.50%0.00%0.00%0.00%0.00%200.00%0.00%1.66%0.00%0.00%1.53%0.00%1.48%0.00%0.00%1.42%2.26%% BUSES&& RVs12.50%0.00%0.00%0.00%5.00%0.00%0.00%0.00%0.00%0.00%0.00%0.83%0.00%0.00%0.76%0.00%1.05%0.00%0.00%1.01%1.04%6129000400052117011123010Total Vehicles | Weekday, PM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTURBULENCE LANETURBULENCE LANENORTH 27TH AVENUENORTH 27TH AVENUEWEEKDAY, PM PEAK PERIODTURBULENCE LANETURBULENCE LANENORTH 27TH AVENUENORTH 27TH AVENUEF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-27th-Ave+Turbulence-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 5/22/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM06200088611010881116010118561000112467:15 AM264010112342001991165010222590000114577:30 AM3123011118446010114019100002299140000223847:45 AM32170113318550011180221001033282400003321133008:00 AM212100002247450001165261100044283200004401223768:15 AM2121000115757010119323100003369161000226964158:30 AM0530008877700022151590102297132000222804118:45 AM1720101107940102201137000221715001022273371TOTALS1381320421264939370421251614568040229581294010191671SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:30 AM3123011118446010114019100002299140000223847:45 AM32170113318550011180221001033282400003321138:00 AM212100002247450001165261100044283200004401228:15 AM212100011575701011932310000336916100022696TOTALS10572102288261823021678904101013934861000121415PEAK HOURFACTOR0.83 0.68 0.53 0.00 0.50 0.50 0.71 0.81 0.90 0.82 0.00 0.50 0.25 0.88 0.40 0.87 0.93 0.00 0.25 0.00 0.83 0.94 0.67 0.25 0.00 0.00 0.00 0.76 0.85% HEAVYVVEHICLES15.38%0.00%1.56%0.00%1.98%3.06%1.28%1.35%0.00%2.80%3.13%1.38%1.47%0.00%1.53%4.31%1.16%12.50%0.00%2.36%2.09%% BUSES&& RVs15.38%0.00%0.00%0.00%1.59%0.00%0.00%0.00%0.00%0.00%0.00%0.69%0.00%0.00%0.44%3.45%1.16%12.50%0.00%2.09%1.04%186340010235718222121268904110Total Vehicles | Weekday, AM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingNORTH 27TH AVENUENORTH 27TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)TSCHACHE LANETSCHACHE LANEWEEKDAY, AM PEAK PERIODTSCHACHE LANETSCHACHE LANENORTH 27TH AVENUENORTH 27TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryNorth 27th Avenue & Tschache LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'48.48" N | Longitude: 111d04'24.56" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-03F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-27th-Ave+Tschache-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 5/5/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryNNorth 27th Avenue & Tschache LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'48.48" N | Longitude: 111d04'24.56" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-03SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM2430109917 9 12 0 1 0 338118800022772110102291034:15 PM1620019911 12 11 0 0 0 33411760002243221010226934:30 PM26300011112 12 10 0 0 0 334321901033392130003331114:45 PM27200011112970012283251501144342120002271094165:00 PM1520208817 20 12 0 0 0 449421502133052300002281154285:15 PM18501111416 17 9 0 0 0 4424241001133872830013381324675:30 PM0810419916 12 13 0 1 1 441621702033472920013381224785:45 PM110302111412 11 10 0 1 0 33332270103326213000330109478TOTALS 10 54 21 0 10 4 85 113 102 84 0 3 2 299 25 169 67 0 8 3 261 48 186 15 0 2 2 249 894SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM27200011112970012283251501144342120002271095:00 PM1520208817 20 12 0 0 0 449421502133052300002281155:15 PM18501111416 17 9 0 0 0 4424241001133872830013381325:30 PM0810419916 12 13 0 1 1 44162170203347292001338122TOTALS4281007242615841012160179137063145231017002131478PEAK HOURFACTOR0.50 0.88 0.50 0.00 0.44 0.50 0.75 0.90 0.73 0.79 0.00 0.25 0.50 0.82 0.71 0.91 0.62 0.00 0.75 0.75 0.84 0.82 0.87 0.58 0.00 0.00 0.50 0.86 0.91% HEAVYVVEHICLES10.00%0.00%0.00%0.00%4.12%1.77%0.49%1.79%0.00%1.84%0.00%0.89%0.75%0.00%1.53%5.21%0.27%0.00%0.00%1.81%1.96%% BUSES&& RVs10.00%0.00%0.00%0.00%1.18%0.44%0.00%0.00%0.00%0.17%0.00%0.59%0.00%0.00%0.38%4.17%0.00%0.00%0.00%0.80%0.50%7101230244128587122106117913763Total Vehicles | Weekday, PM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTSCHACHE LANETSCHACHE LANENORTH 27TH AVENUENORTH 27TH AVENUEWEEKDAY, PM PEAK PERIODTSCHACHE LANETSCHACHE LANENORTH 27TH AVENUENORTH 27TH AVENUEF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-27th-Ave+Tschache-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 5/5/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMETHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 16000011618 000990 2000220000277:15 AM 16000011618 000991 1010220000277:30 AM 291000330113 0 0 01141 2010330000477:45 AM 390000339116 0 0 01172 3010550000611628:00 AM 300000330114 0 0 01151 3000440000491848:15 AM 300000330317 0 0 02202 4000660000562138:30 AM 190000119120 0 0 02211 2011330000432098:45 AM 201000221019 0 0 01191 201033100043191TOTALS 19920002019115 0001249 1905128 100 353SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMETHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:30 AM 291000330113 0 0 01141 2010330000477:45 AM 390000339116 0 0 01172 3010550000618:00 AM 300000330114 0 0 01151 3000440000498:15 AM 300000330317 0 0 02202 400066000056TOTALS 1281000129660 000666 1202018 000 213PEAK HOURFACTOR0.82 0.25 0.00 0.00 0.00 0.83 0.50 0.88 0.00 0.00 0.00 0.83 0.75 0.75 0.00 0.50 0.00 0.75 0.00 0.00 0.00 0.87% HEAVYVVEHICLES1.76%0.00%0.00%1.74%0.00%1.74%0.00%1.61%0.00%0.00%0.00%1.79%0.00%1.70%% BUSES&& RVs1.01%0.00%0.00%1.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.57%001286000001661220Intersection Turning Movement Count SummaryTschache Lane & North 25th AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'48.48" N | Longitude: 111d04'24.56" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-03Eastbound (From the West)Westbound (From the East)Northbound (From the South)North Side of the RoadwayWEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODTschache LaneTschache LaneNorth 25th AvenueNorth 25th AvenueEastbound (From the West)Westbound (From the East)Northbound (From the South)North Side of the RoadwayTschache LaneTschache LaneTotal Vehicles | Weekday, AM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\Tschache-Ln+N-25th-Ave_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 5/5/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryTTschache Lane & North 25th AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'48.48" N | Longitude: 111d04'24.56" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-03SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMETHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 181000119237 0 0 03392 3010550000634:15 PM 141000115229 0 0 03313 2010550100514:30 PM 231000224330 0 0 03334 3020770000644:45 PM 241000225228 0 0 03301 3001440000592375:00 PM 150000115246 0 0 04482 4012660000692435:15 PM 222000224440 0 0 04442 4010660100742665:30 PM 193000222440 0 0 04442 4120770100732755:45 PM 202010222330 0 0 03332 403066010061277TOTALS 155 11 0 1 0 166 22 280 0 0 0 302 18 27 1 11 3 46 0 4 0 514SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMETHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU U-TURN PEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 150000115246 0 0 04482 4012660000695:15 PM 222000224440 0 0 04442 4010660100745:30 PM 193000222440 0 0 04442 4120770100735:45 PM 202010222330 0 0 03332 403066010061TOTALS 7670108313156 0001698 1617225 030 277PEAK HOURFACTOR0.86 0.58 0.00 0.25 0.00 0.86 0.81 0.85 0.00 0.00 0.00 0.88 1.00 1.00 0.25 0.58 0.25 0.89 0.00 0.75 0.00 0.94% HEAVYVVEHICLES1.94%0.00%0.00%1.81%0.00%1.25%0.00%1.16%2.78%0.00%0.00%5.43%0.00%1.75%% BUSES&& RVs1.29%0.00%0.00%1.20%0.00%0.18%0.00%0.17%0.00%0.00%0.00%0.00%0.00%0.49%0376156100071381672Tschache LaneNorth 25th AvenueWEEKDAY, PM PEAK PERIODTschache LaneTschache LaneNorth 25th AvenueTotal Vehicles | Weekday, PM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)North Side of the RoadwayEastbound (From the West)Westbound (From the East)Northbound (From the South)North Side of the RoadwayWEEKDAY, PM PEAK HOUR SUMMARYTschache LaneF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\Tschache-Ln+N-25th-Ave_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 5/5/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM143130003302140007766830007774 100 6 0 0 0 11102247:15 AM1741801033943201099992900011107 163 7 0 0 0 11773357:30 AM18720000445103301111611 116 10 0 1 0 11375 209 6 0 1 0 22204187:45 AM197370016639140101147 124 9 0 1 0 114011 270 7 0 0 0 22885051,4828:00 AM1342500144252300011019 120 8 0 1 0 11477 227 12 0 0 0 22464451,7038:15 AM1862900055374600011718 136 13 0 0 0 116710 199 8 0 0 0 22174541,8228:30 AM17621000444115400022020 147 14 0 0 0 11818 219 11 0 0 0 22384831,8878:45 AM1862000144497600022218 126 17 0 0 0 11619 211 9 0 0 0 22294561,838TOTALS 134 43 183 0 1 3 360 57 26 32 0 3 1 115 108 929 83 0 3 0 1,120 61 1,598 66 0 1 0 1,725 3,320SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM197370016639140101147 124 9 0 1 0 114011 270 7 0 0 0 22885058:00 AM1342500144252300011019 120 8 0 1 0 11477 227 12 0 0 0 22464458:15 AM1862900055374600011718 136 13 0 0 0 116710 199 8 0 0 0 22174548:30 AM17621000444115400022020 147 14 0 0 0 11818 219 11 0 0 0 2238483TOTALS 67 23 112 0 0 2 202 32 12 17 0 1 0 61 64 527 44 0 2 0 635 36 915 38 0 0 0 989 1,887PEAK HOURFACTOR0.88 0.82 0.76 0.00 0.00 0.50 0.80 0.73 0.60 0.71 0.00 0.25 0.00 0.76 0.80 0.90 0.79 0.00 0.50 0.00 0.88 0.82 0.85 0.79 0.00 0.00 0.00 0.86 0.93% HEAVYVVEHICLES12.69%2.33%3.28%0.00%6.67%14.04%7.69%15.63%0.00%13.91%3.70%6.03%4.82%0.00%5.71%11.48%3.63%25.76%0.00%4.75%5.60%% BUSES&& RVs0.75%0.00%1.09%0.00%0.83%3.51%3.85%6.25%0.00%4.35%0.00%1.61%0.00%0.00%1.34%1.64%0.50%0.00%0.00%0.52%0.96%38915360067172312012011232645274420Total Vehicles | Weekday, AM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingNORTH 19TH AVENUENORTH 19TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)TSCHACHE LANETSCHACHE LANEWEEKDAY, AM PEAK PERIODTSCHACHE LANETSCHACHE LANENORTH 19TH AVENUENORTH 19TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryNorth 19th Avenue & Tschache LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'48.23" N | Longitude: 111d03'42.98" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-04F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-19th-Ave+Tschache-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 6/24/2022 Date Count Performed: Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryNNorth 19th Avenue & Tschache LaneBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d41'48.23" N | Longitude: 111d03'42.98" WApril 19 & 20, 2022 (Tuesday & Wednesday)Video Traffic Recorder | Unit E5-04SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM3661600055817 12 23 0 0 0 55216 286 15 0 0 0 331718 201 10 0 0 0 22296564:15 PM 39 10 21 0 1 0 77031 13 25 0 1 1 66931 270 20 0 1 0 332112 202 15 0 0 0 22296894:30 PM2991800155622 14 27 0 0 0 66321 275 17 0 0 0 331318 231 13 1 0 0 22636954:45 PM 46 14 23 0 0 0 88322 15 25 0 0 1 66227 276 19 0 1 0 332215 222 18 1 1 0 22567232,7635:00 PM 41 11 21 0 0 0 77327 19 27 0 0 0 77325 297 19 1 0 0 334213 259 16 0 0 0 22887762,8835:15 PM3782401166931 25 22 0 1 0 77824 292 17 0 0 1 333316 247 19 1 1 1 22837632,9575:30 PM 35 10 23 0 0 0 66825 14 30 0 0 0 66926 268 15 0 0 0 330916 241 15 0 0 1 22727182,9805:45 PM 35 11 21 0 1 0 66720 11 20 0 0 0 55126 257 10 0 0 0 229315 218 18 0 2 0 22516622,919TOTALS 298 79 167 0 3 2 544 195 123 199 0 2 2 517 196 2,221 132 1 2 1 2,550 123 1,821 124 3 4 2 2,071 5,682SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 46 14 23 0 0 0 88322 15 25 0 0 1 66227 276 19 0 1 0 332215 222 18 1 1 0 22567235:00 PM 41 11 21 0 0 0 77327 19 27 0 0 0 77325 297 19 1 0 0 334213 259 16 0 0 0 22887765:15 PM3782401166931 25 22 0 1 0 77824 292 17 0 0 1 333316 247 19 1 1 1 22837635:30 PM 35 10 23 0 0 0 66825 14 30 0 0 0 66926 268 15 0 0 0 330916 241 15 0 0 1 2272718TOTALS 159 43 91 0 1 1 293 105 73 104 0 1 1 282 102 1,133 70 1 1 1 1,306 60 969 68 2 2 2 1,099 2,980PEAK HOURFACTOR0.86 0.77 0.95 0.00 0.25 0.25 0.88 0.85 0.73 0.87 0.00 0.25 0.25 0.90 0.94 0.95 0.92 0.25 0.25 0.25 0.95 0.94 0.94 0.89 0.50 0.50 0.50 0.95 0.96% HEAVYVVEHICLES5.70%1.27%2.99%0.00%4.23%0.51%0.81%3.02%0.00%1.93%2.04%2.12%0.76%0.00%2.08%0.81%1.48%6.45%0.00%1.83%2.18%% BUSES&& RVs0.67%0.00%1.80%0.00%0.92%0.00%0.00%2.01%0.00%0.77%0.51%0.32%0.00%0.00%0.31%0.00%0.11%0.00%0.00%0.10%0.33%68969602215910443731111911051021,1337011Total Vehicles | Weekday, PM Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTSCHACHE LANETSCHACHE LANENORTH 19TH AVENUENORTH 19TH AVENUEWEEKDAY, PM PEAK PERIODTSCHACHE LANETSCHACHE LANENORTH 19TH AVENUENORTH 19TH AVENUEF:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Data\Traffic Count Data\N-19th-Ave+Tschache-Ln_202204_19+20 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 6/24/2022 Appendix C Trip Generation Analyses ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Single Family Detached Housing 210 3 DU Total Estimated Vehicle Trip Ends 151530123213 Total Estimated Walk and/or Bike Trip Ends 101011 Rowhouses | Single Family Attached Housing 215 46 DU Total Estimated Vehicle Trip Ends 151 151 302 6 13 19 14 10 24 Total Estimated Walk and/or Bike Transit Trip Ends 516369 Apartments | Multifamily Housing (Mid-Rise)221 98 DU Total Estimated Vehicle Trip Ends 211 211 422 7 25 32 24 15 39 Total Estimated Walk and/or Bike Trip Ends 246437 Total Residential = 147 DU Total Estimated Vehicle Trip Ends = 377 377 754 14 40 54 40 26 66 Total Estimated Walk, Bike, & Transit Trip Ends = 8 5 13 7 10 17 1Units: DU = Dwelling Units Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary North 27th Avenue & Tschache Lane Development F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Forecasting\Estimated-Trip-Gen_N-27th+Tschache-Dev Page 1 of 2 IITE Land Use Code 210: Single-Family Detached Housing| 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. 26% Entering 74% 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. 75% Entering 25% 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. 38% Entering 62% Exiting IITE Land Use Code 215: Single-Family Attached Housing| 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. 31% Entering 69% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 57% Entering 43% 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. 75% Entering 25% 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. 38% Entering 62% Exiting IITE 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). T = 0.18(X) T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Assumed Rate Utilized Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 0.70(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.94(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.11(X) T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Assumed Rate Utilized Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 9.43(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized 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 = 4.77(X) - 46.46 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.93 T = 0.44(X) - 11.61 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.91 T = 0.39(X) + 0.34 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.91 Estimated Trip Ends Analysis Equation Directional Distribution R2 Value T = 7.62(X) - 50.48 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.94 T = 0.52(X) - 5.70 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.92 T = 0.60(X) - 3.93 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.91 T = 0.11X T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.18X T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Forecasting\Estimated-Trip-Gen_N-27th+Tschache-Dev Page 2 of 2 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 Baxter Ln & N 27th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Existing Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)3 383 51 30 259 4 42 4 78 17 14 7 Percent Heavy Vehicles (%)14 6 11 20 0 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)4.24 4.16 7.21 6.70 6.20 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)2.33 2.25 3.60 4.18 3.30 3.53 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 35 144 44 Capacity, c (veh/h)1188 1040 383 284 v/c Ratio 0.00 0.03 0.38 0.16 95% Queue Length, Qࢮࢪ (veh)0.0 0.1 1.7 0.5 Control Delay (s/veh)8.0 8.6 19.9 20.0 Level of Service (LOS)A A C C Approach Delay (s/veh)0.1 0.9 19.9 20.0 Approach LOS A A C C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/6/2022 11:09:50 PM01_Baxter+27th_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 27th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Existing Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)9 349 39 90 408 23 45 15 59 11 5 5 Percent Heavy Vehicles (%)0 3 8 0 1 4 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 7.18 6.50 6.21 7.14 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 3.57 4.00 3.31 3.54 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 93 123 22 Capacity, c (veh/h)1122 1151 298 216 v/c Ratio 0.01 0.08 0.41 0.10 95% Queue Length, Qࢮࢪ (veh)0.0 0.3 1.9 0.3 Control Delay (s/veh)8.2 8.4 25.3 23.5 Level of Service (LOS)A A D C Approach Delay (s/veh)0.2 1.5 25.3 23.5 Approach LOS A A D C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/6/2022 11:11:10 PM01_Baxter+27th_PM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache 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)5 0 16 8 0 3 3 116 3 0 91 4 Percent Heavy Vehicles (%)8 0 0 0 0 0 17 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.18 6.50 6.20 7.10 6.50 6.20 4.27 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)3.57 4.00 3.30 3.50 4.00 3.30 2.35 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 13 3 0 Capacity, c (veh/h)861 741 1380 1457 v/c Ratio 0.03 0.02 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)9.3 9.9 7.6 0.0 0.0 7.5 0.0 0.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)9.3 9.9 0.2 0.0 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/25/2022 1:00:35 PM02_27th+Trade-Wind_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache 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)4 1 13 5 0 4 13 111 6 4 123 7 Percent Heavy Vehicles (%)5 25 0 0 0 13 5 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.15 6.75 6.20 7.10 6.50 6.33 4.15 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 4.23 3.30 3.50 4.00 3.42 2.25 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)19 10 14 4 Capacity, c (veh/h)800 730 1410 1465 v/c Ratio 0.02 0.01 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 Control Delay (s/veh)9.6 10.0 7.6 0.1 0.1 7.5 0.0 0.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)9.6 10.0 0.8 0.2 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/25/2022 1:03:13 PM02_27th+Trade-Wind_PM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.84 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache 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)4 0 11 0 0 0 6 118 0 0 112 3 Percent Heavy Vehicles (%)0 0 7 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.27 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.36 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 0 7 0 Capacity, c (veh/h)806 0 1444 1447 v/c Ratio 0.02 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 Control Delay (s/veh)9.6 7.5 0.0 0.0 7.5 0.0 0.0 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)9.6 0.4 0.0 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/27/2022 10:26:30 PM03_27th+Turbulence_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache 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)4 0 7 0 0 0 11 126 0 0 135 6 Percent Heavy Vehicles (%)19 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.29 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.67 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 0 12 0 Capacity, c (veh/h)758 0 1426 1453 v/c Ratio 0.02 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)9.8 7.5 0.1 0.1 7.5 0.0 0.0 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)9.8 0.7 0.0 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/27/2022 10:28:13 PM03_27th+Turbulence_PM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Tschache Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache 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 57 21 26 18 23 8 91 41 34 88 1 Percent Heavy Vehicles (%)15 0 2 3 1 1 3 4 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)7.25 6.50 6.22 7.13 6.51 6.21 4.13 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.64 4.00 3.32 3.53 4.01 3.31 2.23 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)104 79 9 40 Capacity, c (veh/h)603 601 1470 1405 v/c Ratio 0.17 0.13 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.6 0.4 0.0 0.1 Control Delay (s/veh)12.2 11.9 7.5 0.1 0.1 7.6 0.2 0.2 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)12.2 11.9 0.5 2.3 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/27/2022 10:50:50 PM04_27th+Tschache_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Tschache Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2022 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache 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)4 28 10 63 59 42 17 91 37 26 109 7 Percent Heavy Vehicles (%)10 0 0 2 1 2 0 5 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)7.20 6.50 6.20 7.12 6.51 6.22 4.10 4.15 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)3.59 4.00 3.30 3.52 4.01 3.32 2.20 2.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)46 180 19 29 Capacity, c (veh/h)584 604 1448 1417 v/c Ratio 0.08 0.30 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.3 1.2 0.0 0.1 Control Delay (s/veh)11.7 13.5 7.5 0.1 0.1 7.6 0.2 0.2 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)11.7 13.5 1.0 1.5 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/27/2022 10:53:34 PM04_27th+Tschache_PM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Tschache & N 25th Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2022 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Existing Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)131 1 6 61 6 12 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 21 Capacity, c (veh/h)1436 842 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.5 0.0 9.4 Level of Service (LOS)A A A Approach Delay (s/veh)0.7 9.4 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/28/2022 5:07:52 AM05_Tschache+25th_AM_2022-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Tschache & N 25th Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2022 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Existing Conditions Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)83 8 13 156 9 16 Percent Heavy Vehicles (%)0 3 0 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)4.10 6.43 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 27 Capacity, c (veh/h)1485 831 v/c Ratio 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.4 0.1 9.5 Level of Service (LOS)A A A Approach Delay (s/veh)0.6 9.5 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 6/28/2022 5:11:16 AM05_Tschache+25th_PM_2022-Ex.xtw MMajor Roadway:DDesign or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Source: United States Department of Transportation - Federal Highway Administration, Signal Timing Manual (June 2008) sec sec sec sec PC = WC / VP where: Pedestrian Clearance Time (sec) Width of Crossing - Curb to Curb (ft) Pedestrian Walking Speed (ft/sec)Design Pedestrian Walking Speed, VP =ft/sec ft ft sec sec GMAX = (DHV·C) / (1200·n)+1 where:Maximum Green Interval Duration (sec)n = Number of Lanes Served by Subject Phase DHV = Design Hourly Volume Served by Subject Phase (veh / hr) Cycle Length (sec) DHV = veh/hr C = sec n = DHV = veh/hr C = sec n = sec sec sec sec Maximum Green Interval Duration Width of Crossing - Curb to Curb, WC =70 118Width of Crossing - Curb to Curb, WC = Calculated Pedestrian Clearance Interval, PC =17.50 Calculated Pedestrian Clearance Interval, PC =29.50 Selected Minimum Green Interval Durations for Intersection Based on Driver Expectancy Selected Pedestrian Walk Interval 15North 19th Avenue:7 VP =4.0 North 19th Avenue Pedestrian Crossing of Tschache Lane Tschache Lane:7 7 Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC =WC = Pedestrian Crossing of North 19th Avenue Tschache Lane Distance to center of road divided by 3.0 feet per second Through Movements Analysis Case:2022 Existing Conditions | Weekday, AM Peak Hour 40 mph 25 mph North 19th Avenue Tschache Lane Minor Arterial 4 to 10 seconds Typical pedestrian volume and shorter cycle length 7 seconds Collector, Local, Driveway 2 to 10 seconds Negligible pedestrian volume GMAX = C = Traffic Signal Timing Evaluation Signal Phase Type Facility Type Minimum Green Needed to Satisfy Driver Expectancy (Ge) Minimum Green to Satisfy Drive Expectancy Minimum Green Interval Duration Conditions Walk Interval Duration (PW) Pedestrian Walk Interval 4 seconds Major Arterial (Speed Limit > 40 mph)10 to 15 seconds High pedestrian volume areas (e.g., schools, central business districts, sports venues, etc.) 10 to 15 seconds Major Arterial (Speed Limit d 40 mph)7 to 15 seconds Typical pedestrian volume and longer cycle length 7 to 10 seconds Left Turns Any 2 to 5 seconds Conditions where older pedestrians are present Calculated Maximum Green Interval Duration, G MAX =47.63 Calculated Maximum Green Interval Duration, G MAX =13.49 North 19th Avenue Critical Movement Tschache Lane Critical Movement 953 120 2 135 120 1 Rounded to Nearest Tenth of a Second =47.6 Rounded to Nearest Tenth of a Second =13.5 Page 1 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\2022 Existing Conditions\Signal-Timing-Eval_N-19th-Ave+Tschache-Ln 6/28/2022 MMajor Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Analysis Case:2022 Existing Conditions | Weekday, AM Peak Hour 40 mph 25 mph North 19th Avenue Tschache Lane Traffic Signal Timing Evaluation YAR = t + V/2d + (W + L) / V where: Yellow + All-Red Interval (sec) t = Perception-Reaction Time (sec)=sec V = Approach Speed (ft/sec) d =Deceleration Rate (ft/sec2)=ft/sec2 W = Width of Intersection (ft) L = Length of Vehicle (ft)=ft V = mph = ft/sec W = ft V = mph = ft/sec W = ft ssec sec sec sec AR = [ (W + L) / V ] - 1 where:All-Red Clearance Interval (sec) - Use maximum of 2.50 seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. sec sec sec sec Y = YAR - AR where: Y = Yellow Phase Change Interval (sec) sec sec ssec sec Total Vehicular Clearance Interval 25 North 19th Avenue Approaches Tschache Lane Approaches 40 107 25 162 YAR =1.0 10.0 Rounded to Nearest Tenth of a Second =1.3 Rounded to Nearest Tenth of a Second =2.5 58.67 36.67 AR = North 19th Avenue Approaches Tschache Lane Approaches All-Red Clearance Interval, AR =1.25 All-Red Clearance Interval, AR =2.50 Rounded to Nearest Tenth of a Second =6.2 Rounded to Nearest Tenth of a Second =7.9 All-Red Clearance Interval 6.18Yellow + All-Red Clearance Interval, YAR =Yellow + All-Red Clearance Interval, YAR =7.93 Rounded to Nearest Tenth of a Second =4.9 Rounded to Nearest Tenth of a Second =5.4 Yellow Phase Change Interval North 19th Avenue Approaches Tschache Lane Approaches Yellow Phase Change Interval, Y =4.93 Yellow Phase Change Interval, Y =5.43 Page 2 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\2022 Existing Conditions\Signal-Timing-Eval_N-19th-Ave+Tschache-Ln 6/28/2022 MMajor Roadway:DDesign or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Source: United States Department of Transportation - Federal Highway Administration, Signal Timing Manual (June 2008) sec sec sec sec PC = WC / VP where: Pedestrian Clearance Time (sec) Width of Crossing - Curb to Curb (ft) Pedestrian Walking Speed (ft/sec)Design Pedestrian Walking Speed, VP =ft/sec ft ft sec sec GMAX = (DHV·C) / (1200·n)+1 where:Maximum Green Interval Duration (sec)n = Number of Lanes Served by Subject Phase DHV = Design Hourly Volume Served by Subject Phase (veh / hr) Cycle Length (sec) DHV = veh/hr C = sec n = DHV = veh/hr C = sec n = sec sec sec sec22.1 Calculated Maximum Green Interval Duration, G MAX =75.16 Calculated Maximum Green Interval Duration, G MAX =22.11 Rounded to Nearest Tenth of a Second =75.2 Rounded to Nearest Tenth of a Second = C = North 19th Avenue Critical Movement Tschache Lane Critical Movement 1,203 150 2 177 150 1 Calculated Pedestrian Clearance Interval, PC =17.50 Calculated Pedestrian Clearance Interval, PC =29.50 Maximum Green Interval Duration GMAX = Pedestrian Crossing of Tschache Lane Pedestrian Crossing of North 19th Avenue Width of Crossing - Curb to Curb, WC =70 Width of Crossing - Curb to Curb, WC =118 Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC =WC = VP =4.0 North 19th Avenue Tschache Lane Selected Minimum Green Interval Durations for Intersection Based on Driver Expectancy Selected Pedestrian Walk Interval North 19th Avenue:15 7 Tschache Lane:7 7 Collector, Local, Driveway 2 to 10 seconds Negligible pedestrian volume 4 seconds Left Turns Any 2 to 5 seconds Conditions where older pedestrians are present Distance to center of road divided by 3.0 feet per second Major Arterial (Speed Limit d 40 mph)7 to 15 seconds Typical pedestrian volume and longer cycle length 7 to 10 seconds Minor Arterial 4 to 10 seconds Typical pedestrian volume and shorter cycle length 7 seconds Signal Phase Type Facility Type Minimum Green Needed to Satisfy Driver Expectancy (Ge)Conditions Walk Interval Duration (PW) Through Movements Major Arterial (Speed Limit > 40 mph)10 to 15 seconds High pedestrian volume areas (e.g., schools, central business districts, sports venues, etc.) 10 to 15 seconds Tschache Lane 25 mph Minimum Green Interval Duration Minimum Green to Satisfy Drive Expectancy Pedestrian Walk Interval Traffic Signal Timing Evaluation Analysis Case:2022 Existing Conditions | Weekday, PM Peak Hour North 19th Avenue 40 mph Page 3 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\2022 Existing Conditions\Signal-Timing-Eval_N-19th-Ave+Tschache-Ln 6/28/2022 MMajor Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit:Tschache Lane 25 mph Traffic Signal Timing Evaluation Analysis Case:2022 Existing Conditions | Weekday, PM Peak Hour North 19th Avenue 40 mph YAR = t + V/2d + (W + L) / V where: Yellow + All-Red Interval (sec) t = Perception-Reaction Time (sec)=sec V = Approach Speed (ft/sec) d =Deceleration Rate (ft/sec2)=ft/sec2 W = Width of Intersection (ft) L = Length of Vehicle (ft)=ft V = mph = ft/sec W = ft V = mph = ft/sec W = ft ssec sec sec sec AR = [ (W + L) / V ] - 1 where:All-Red Clearance Interval (sec) - Use maximum of 2.50 seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. sec sec sec sec Y = YAR - AR where: Y = Yellow Phase Change Interval (sec) sec sec ssec sec Yellow Phase Change Interval, Y =4.93 Yellow Phase Change Interval, Y =5.43 Rounded to Nearest Tenth of a Second =4.9 Rounded to Nearest Tenth of a Second =5.4 Rounded to Nearest Tenth of a Second =1.3 Rounded to Nearest Tenth of a Second =2.5 Yellow Phase Change Interval North 19th Avenue Approaches Tschache Lane Approaches All-Red Clearance Interval AR = North 19th Avenue Approaches Tschache Lane Approaches All-Red Clearance Interval, AR =1.25 All-Red Clearance Interval, AR =2.50 Yellow + All-Red Clearance Interval, YAR =6.18 Yellow + All-Red Clearance Interval, YAR =7.93 Rounded to Nearest Tenth of a Second =6.2 Rounded to Nearest Tenth of a Second =7.9 North 19th Avenue Approaches Tschache Lane Approaches 40 58.67 107 25 36.67 162 Total Vehicular Clearance Interval YAR =1.0 10.0 25 Page 4 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\2022 Existing Conditions\Signal-Timing-Eval_N-19th-Ave+Tschache-Ln 6/28/2022 North 27th & Tschache Development TIS 06/28/22 2022 Existing Conditions 06:57:20 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.543 (Critical V/C 0.513)Control Delay 24.8 Level of Service C+ Sq 31 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 11.8" Gmax= 36.4" Gmax= 52.9" 120" Gavg= 9.1" Gavg= 29.3" Gavg= 29.5" Cavg= Y+Rc= 4.9" Y+Rc= 6.2" Y+Rc= 7.9" 87" Gmax= 53.0" Gmax= 52.9" Gavg= 43.3" Gavg= 29.5" Y+Rc= 6.2" Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SBApproach 32.8 C R 11/1 1284 433 30 0.069 19.8 B 23 ft 9.1" 29.3"29.5" 43.3"29.5" T 24/2 0.303 0.337 3492 1178 984 0.835 33.6 *C 358 ft L 13/1 0.303 0.337 773 344 39 0.113 20.8 C+ 29 ft NBApproach 13.9 B+ R 11/1 1538 767 35 0.046 11.3 B+ 16 ft T 24/2 0.442 0.498 3413 1702 567 0.333 13.6 B+ 141 ft L 13/1 0.098 0.105 1815 317 69 0.218 17.1 *B 33 ft WBApproach 21.5 C+ R+ T 11/1 0.441 0.339 1544 523 29 0.055 19.4 B 19 ft L 12/1 0.441 0.339 1123 398 34 0.086 23.3 C+ 25 ft EBApproach 20.9 C+ R+ T 11/1 0.441 0.339 1595 541 130 0.240 20.8 *C+ 85 ft L 12/1 0.441 0.339 1244 489 72 0.147 21.0 C+ 49 ft North 27th & Tschache Development TIS 06/28/22 2022 Existing Conditions 07:04:44 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.661 (Critical V/C 0.667)Control Delay 29.6 Level of Service C Sq 41 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 15.4" Gmax= 46.2" Gmax= 69.4" 150" Gavg= 10.6" Gavg= 35.9" Gavg= 29.5" Cavg= Y+Rc= 4.9" Y+Rc= 6.2" Y+Rc= 7.9" 95" Gmax= 15.4" Gmax= 46.2" Gmax= 69.4" Gavg= 9.2" Gavg= 37.2" Gavg= 29.5" Y+Rc= 4.9" Y+Rc= 6.2" Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SBApproach 28.4 C R 11/1 1479 559 53 0.095 19.4 B 37 ft 10.6"35.9" 29.5" 9.2"37.2" 29.5" T 24/2 0.308 0.378 3564 1347 1009 0.749 29.5 C 357 ft L 13/1 0.103 0.097 1867 299 65 0.217 18.4 *B 34 ft NBApproach 31.1 C R 11/1 1567 614 54 0.088 18.5 B 35 ft T 24/2 0.308 0.392 3543 1389 1180 0.849 33.0 *C 438 ft L 13/1 0.103 0.111 1845 354 107 0.302 17.1 B 55 ft WBApproach 26.9 C+ R+ T 11/1 0.462 0.311 1682 523 171 0.327 25.4 C+ 129 ft L 12/1 0.462 0.311 1275 398 109 0.274 29.3 C 91 ft EBApproach 29.6 C R+ T 11/1 0.462 0.311 1649 512 128 0.250 24.6 *C+ 97 ft L 12/1 0.462 0.311 1166 347 166 0.478 33.4 C 149 ft Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2027 Estimated Background Traffic Appendix D D-2 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 27th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)5 454 62 38 303 6 48 5 109 27 23 11 Percent Heavy Vehicles (%)14 6 11 20 0 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)4.24 4.16 7.21 6.70 6.20 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)2.33 2.25 3.60 4.18 3.30 3.53 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 44 188 71 Capacity, c (veh/h)1132 958 311 207 v/c Ratio 0.01 0.05 0.61 0.34 95% Queue Length, Q₉₅ (veh)0.0 0.1 3.7 1.4 Control Delay (s/veh)8.2 8.9 32.8 31.2 Level of Service (LOS)A A D D Approach Delay (s/veh)0.1 1.0 32.8 31.2 Approach LOS A A D D Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:11:47 AM01_Baxter+27th_AM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 27th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)14 411 40 115 483 37 51 19 75 18 8 8 Percent Heavy Vehicles (%)0 3 8 0 1 4 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 7.18 6.50 6.21 7.14 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 3.57 4.00 3.31 3.54 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 119 149 35 Capacity, c (veh/h)1035 1087 221 142 v/c Ratio 0.01 0.11 0.68 0.25 95% Queue Length, Q₉₅ (veh)0.0 0.4 4.2 0.9 Control Delay (s/veh)8.5 8.7 49.7 38.4 Level of Service (LOS)A A E E Approach Delay (s/veh)0.3 1.6 49.7 38.4 Approach LOS A A E E Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:13:08 AM01_Baxter+27th_PM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 0 16 8 0 3 3 159 3 0 120 4 Percent Heavy Vehicles (%)8 0 0 0 0 0 17 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.18 6.50 6.20 7.10 6.50 6.20 4.27 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)3.57 4.00 3.30 3.50 4.00 3.30 2.35 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 13 3 0 Capacity, c (veh/h)798 660 1334 1395 v/c Ratio 0.03 0.02 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)9.7 10.6 7.7 0.0 0.0 7.6 0.0 0.0 Level of Service (LOS)A B A A A A A A Approach Delay (s/veh)9.7 10.6 0.2 0.0 Approach LOS A B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:48:13 AM02_27th+Trade-Wind_AM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)4 1 13 5 0 4 13 140 6 4 157 7 Percent Heavy Vehicles (%)5 25 0 0 0 13 5 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.15 6.75 6.20 7.10 6.50 6.33 4.15 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 4.23 3.30 3.50 4.00 3.42 2.25 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)19 10 14 4 Capacity, c (veh/h)740 669 1357 1422 v/c Ratio 0.03 0.01 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 Control Delay (s/veh)10.0 10.5 7.7 0.1 0.1 7.5 0.0 0.0 Level of Service (LOS)A B A A A A A A Approach Delay (s/veh)10.0 10.5 0.7 0.2 Approach LOS A B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:49:24 AM02_27th+Trade-Wind_PM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.84 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)4 0 11 0 0 0 6 165 0 0 139 3 Percent Heavy Vehicles (%)0 0 7 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.27 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.36 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 0 7 0 Capacity, c (veh/h)742 0 1398 1376 v/c Ratio 0.02 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 Control Delay (s/veh)10.0 7.6 0.0 0.0 7.6 0.0 0.0 Level of Service (LOS)A A A A A A A Approach Delay (s/veh)10.0 0.3 0.0 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:54:26 AM03_27th+Turbulence_AM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)4 0 7 0 0 0 11 155 0 0 171 6 Percent Heavy Vehicles (%)19 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.29 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.67 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 0 12 0 Capacity, c (veh/h)696 0 1371 1411 v/c Ratio 0.02 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 Control Delay (s/veh)10.3 7.6 0.1 0.1 7.6 0.0 0.0 Level of Service (LOS)B A A A A A A Approach Delay (s/veh)10.3 0.6 0.0 Approach LOS B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:59:12 AM03_27th+Turbulence_PM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Tschache Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 58 22 42 22 30 8 126 61 54 88 1 Percent Heavy Vehicles (%)15 0 2 3 1 1 3 4 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)7.25 6.50 6.22 7.13 6.51 6.21 4.13 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.64 4.00 3.32 3.53 4.01 3.31 2.23 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)106 111 9 64 Capacity, c (veh/h)519 498 1465 1325 v/c Ratio 0.20 0.22 0.01 0.05 95% Queue Length, Q₉₅ (veh)0.8 0.8 0.0 0.2 Control Delay (s/veh)13.7 14.3 7.5 0.1 0.1 7.9 0.4 0.4 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)13.7 14.3 0.4 3.2 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 11:04:57 AM04_27th+Tschache_AM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Tschache Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)4 29 10 121 98 42 17 115 49 35 127 7 Percent Heavy Vehicles (%)10 0 0 2 1 2 0 5 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)7.20 6.50 6.20 7.12 6.51 6.22 4.10 4.15 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)3.59 4.00 3.30 3.52 4.01 3.32 2.20 2.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)47 287 19 38 Capacity, c (veh/h)509 510 1411 1365 v/c Ratio 0.09 0.56 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.3 3.4 0.0 0.1 Control Delay (s/veh)12.8 20.7 7.6 0.1 0.1 7.7 0.2 0.2 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)12.8 20.7 0.8 1.8 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 11:06:33 AM04_27th+Tschache_PM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Tschache & N 25th Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)177 1 8 98 8 15 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 26 Capacity, c (veh/h)1372 763 v/c Ratio 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.6 0.1 9.9 Level of Service (LOS)A A A Approach Delay (s/veh)0.6 9.9 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 11:08:09 AM05_Tschache+25th_AM_2027-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Tschache & N 25th Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Background Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume (veh/h)115 9 17 250 11 20 Percent Heavy Vehicles (%)0 3 0 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)4.10 6.43 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 33 Capacity, c (veh/h)1429 735 v/c Ratio 0.01 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.6 0.1 10.1 Level of Service (LOS)A A B Approach Delay (s/veh)0.6 10.1 Approach LOS A B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 11:09:15 AM05_Tschache+25th_PM_2027-Bkgnd.xtw North 27th & Tschache Development TIS 07/28/22 2027 Estimated Background Traffic 11:12:51 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.584 (Critical V/C 0.576)Control Delay 26.7 Level of Service C+ Sq 31 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 11.8" Gmax= 36.4" Gmax= 52.9" 120" Gavg= 9.6" Gavg= 33.7" Gavg= 29.5" Cavg= Y+Rc= 4.9" Y+Rc= 6.2" Y+Rc= 7.9" 92" Gmax= 53.0" Gmax= 52.9" Gavg= 48.3" Gavg= 29.5" Y+Rc= 6.2" Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SBApproach 35.7 D+ R 11/1 1284 471 33 0.070 19.2 B 25 ft 9.6"33.7" 29.5" 48.3" 29.5" T 24/2 0.303 0.367 3492 1282 1141 0.890 36.8 *D+ 443 ft L 13/1 0.303 0.367 703 337 52 0.154 20.8 C+ 40 ft NBApproach 13.7 B+ R 11/1 1537 807 47 0.058 10.8 B+ 22 ft T 24/2 0.442 0.525 3413 1793 657 0.366 13.4 B+ 163 ft L 13/1 0.098 0.105 1815 298 76 0.255 18.5 *B 37 ft WBApproach 24.4 C+ R+ T 11/1 0.441 0.321 1539 494 39 0.079 21.8 C+ 28 ft L 12/1 0.441 0.321 1112 362 46 0.127 26.7 C+ 38 ft EBApproach 23.6 C+ R+ T 11/1 0.441 0.321 1598 513 141 0.275 23.4 *C+ 102 ft L 12/1 0.441 0.321 1231 452 76 0.168 23.9 C+ 58 ft North 27th & Tschache Development TIS 07/28/22 2027 Estimated Background Traffic 11:15:15 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.731 (Critical V/C 0.760)Control Delay 35.3 Level of Service D+ Sq 41 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 15.4" Gmax= 46.2" Gmax= 69.3" 150" Gavg= 10.9" Gavg= 44.1" Gavg= 33.6" Cavg= Y+Rc= 4.9" Y+Rc= 6.2" Y+Rc= 7.9" 108" Gmax= 15.4" Gmax= 46.2" Gmax= 69.3" Gavg= 10.4" Gavg= 44.7" Gavg= 33.6" Y+Rc= 4.9" Y+Rc= 6.2" Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SBApproach 31.4 C R 11/1 1477 605 57 0.094 19.8 B 43 ft 10.9" 44.1"33.6" 10.4" 44.7"33.6" T 24/2 0.308 0.409 3564 1461 1170 0.801 32.6 C 463 ft L 13/1 0.103 0.096 1867 265 85 0.321 22.8 *C+ 48 ft NBApproach 39.0 D+ R 11/1 1564 650 73 0.112 19.6 B 53 ft T 24/2 0.308 0.414 3543 1472 1368 0.929 41.7 *D+ 605 ft L 13/1 0.103 0.101 1845 312 121 0.388 20.3 C+ 70 ft WBApproach 32.0 C R+ T 11/1 0.462 0.311 1678 523 225 0.430 29.9 C 186 ft L 12/1 0.462 0.311 1251 372 147 0.395 35.4 D+ 141 ft EBApproach 36.7 D+ R+ T 11/1 0.462 0.311 1643 512 148 0.289 28.2 *C 128 ft L 12/1 0.462 0.311 1110 295 194 0.658 43.1 D+ 204 ft Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2027 Estimated Total Traffic Appendix D D-3 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 27th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)5 455 65 38 308 6 59 5 109 27 23 11 Percent Heavy Vehicles (%)14 6 10 20 0 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)4.24 4.16 7.20 6.70 6.20 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)2.33 2.25 3.59 4.18 3.30 3.53 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 44 201 71 Capacity, c (veh/h)1126 952 291 204 v/c Ratio 0.01 0.05 0.69 0.35 95% Queue Length, Qࢮࢪ (veh)0.0 0.1 4.7 1.5 Control Delay (s/veh)8.2 9.0 40.9 31.8 Level of Service (LOS)A A E D Approach Delay (s/veh)0.1 1.0 40.9 31.8 Approach LOS A A E D Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:43:44 PM01_Baxter+27th_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 27th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)14 415 50 115 485 37 57 19 75 18 8 8 Percent Heavy Vehicles (%)0 3 7 0 1 4 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 7.17 6.50 6.21 7.14 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 3.56 4.00 3.31 3.54 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 119 156 35 Capacity, c (veh/h)1033 1070 210 140 v/c Ratio 0.01 0.11 0.74 0.25 95% Queue Length, Qࢮࢪ (veh)0.0 0.4 5.0 0.9 Control Delay (s/veh)8.5 8.8 59.1 39.2 Level of Service (LOS)A A F E Approach Delay (s/veh)0.2 1.6 59.1 39.2 Approach LOS A A F E Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:46:01 PM01_Baxter+27th_PM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)5 0 16 12 0 8 3 165 4 1 122 4 Percent Heavy Vehicles (%)8 0 0 1 0 2 17 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.18 6.50 6.20 7.11 6.50 6.22 4.27 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)3.57 4.00 3.30 3.51 4.00 3.32 2.35 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 23 3 1 Capacity, c (veh/h)790 671 1331 1381 v/c Ratio 0.03 0.03 0.00 0.00 95% Queue Length, Qࢮࢪ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)9.7 10.6 7.7 0.0 0.0 7.6 0.0 0.0 Level of Service (LOS)A B A A A A A A Approach Delay (s/veh)9.7 10.6 0.2 0.1 Approach LOS A B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:48:37 PM02_27th+Trade-Wind_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)4 1 13 8 0 6 13 143 9 9 162 7 Percent Heavy Vehicles (%)5 25 0 1 0 9 5 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.15 6.75 6.20 7.11 6.50 6.29 4.15 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.55 4.23 3.30 3.51 4.00 3.38 2.25 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)19 15 14 10 Capacity, c (veh/h)727 646 1351 1397 v/c Ratio 0.03 0.02 0.01 0.01 95% Queue Length, Qࢮࢪ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)10.1 10.7 7.7 0.1 0.1 7.6 0.1 0.1 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.1 10.7 0.7 0.4 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:50:25 PM02_27th+Trade-Wind_PM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.84 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)4 0 11 18 0 5 6 167 5 2 143 3 Percent Heavy Vehicles (%)0 0 7 3 0 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.27 7.13 6.50 6.23 4.10 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 4.00 3.36 3.53 4.00 3.33 2.20 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 27 7 2 Capacity, c (veh/h)732 582 1392 1339 v/c Ratio 0.02 0.05 0.01 0.00 95% Queue Length, Qࢮࢪ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)10.0 11.5 7.6 0.0 0.0 7.7 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.0 11.5 0.3 0.1 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:52:33 PM03_27th+Turbulence_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)4 0 7 9 0 3 11 158 14 5 174 6 Percent Heavy Vehicles (%)19 0 0 3 0 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)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.29 6.50 6.20 7.13 6.50 6.23 4.10 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)3.67 4.00 3.30 3.53 4.00 3.33 2.20 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 13 12 5 Capacity, c (veh/h)683 592 1367 1361 v/c Ratio 0.02 0.02 0.01 0.00 95% Queue Length, Qࢮࢪ (veh)0.1 0.1 0.0 0.0 Control Delay (s/veh)10.4 11.2 7.7 0.1 0.1 7.7 0.0 0.0 Level of Service (LOS)B B A A A A A A Approach Delay (s/veh)10.4 11.2 0.5 0.2 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:55:11 PM03_27th+Turbulence_PM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Tschache Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)10 58 22 54 22 31 8 132 66 55 109 1 Percent Heavy Vehicles (%)15 0 2 3 1 2 3 4 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)7.25 6.50 6.22 7.13 6.51 6.22 4.13 4.14 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.64 4.00 3.32 3.53 4.01 3.32 2.23 2.24 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)106 126 9 65 Capacity, c (veh/h)489 454 1434 1302 v/c Ratio 0.22 0.28 0.01 0.05 95% Queue Length, Qࢮࢪ (veh)0.8 1.1 0.0 0.2 Control Delay (s/veh)14.4 16.0 7.5 0.1 0.1 7.9 0.4 0.4 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)14.4 16.0 0.3 2.9 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 7:59:28 PM04_27th+Tschache_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 27th Ave & Tschache Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)4 29 10 129 98 43 17 131 60 36 138 7 Percent Heavy Vehicles (%)10 0 0 2 1 2 0 5 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)7.20 6.50 6.20 7.12 6.51 6.22 4.10 4.15 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)3.59 4.00 3.30 3.52 4.01 3.32 2.20 2.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)48 300 19 40 Capacity, c (veh/h)475 473 1395 1319 v/c Ratio 0.10 0.63 0.01 0.03 95% Queue Length, Qࢮࢪ (veh)0.3 4.3 0.0 0.1 Control Delay (s/veh)13.4 24.9 7.6 0.1 0.1 7.8 0.3 0.3 Level of Service (LOS)B C A A A A A A Approach Delay (s/veh)13.4 24.9 0.7 1.8 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:00:53 PM04_27th+Tschache_PM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Tschache & N 25th Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 178 1 8 99 10 8 0 15 28 0 12 Percent Heavy Vehicles (%)3 0 0 0 0 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 6.20 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 3.30 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 9 26 46 Capacity, c (veh/h)1439 1370 726 644 v/c Ratio 0.00 0.01 0.04 0.07 95% Queue Length, Qࢮࢪ (veh)0.0 0.0 0.1 0.2 Control Delay (s/veh)7.5 0.0 0.0 7.6 0.1 0.1 10.1 11.0 Level of Service (LOS)A A A A A A B B Approach Delay (s/veh)0.2 0.6 10.1 11.0 Approach LOS A A B B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:03:06 PM05_Tschache+25th_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Tschache & N 25th Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Tschache Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)11 116 9 17 251 22 11 0 20 14 0 8 Percent Heavy Vehicles (%)3 0 3 0 0 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 7.13 6.50 6.20 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 3.53 4.00 3.30 3.53 4.00 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 18 33 24 Capacity, c (veh/h)1237 1426 682 540 v/c Ratio 0.01 0.01 0.05 0.04 95% Queue Length, Qࢮࢪ (veh)0.0 0.0 0.2 0.1 Control Delay (s/veh)7.9 0.1 0.1 7.6 0.1 0.1 10.5 12.0 Level of Service (LOS)A A A A A A B B Approach Delay (s/veh)0.7 0.6 10.5 12.0 Approach LOS A A B B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:04:27 PM05_Tschache+25th_PM_2027-Total.xtw North 27th & Tschache Development TIS 07/28/22 2027 Estimated Total Traffic 20:06:43 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.583 (Critical V/C 0.595) Control Delay 26.8 Level of Service C+ Sq 31 Phase 1 Phase 2 Phase 3 **/** North Cmax=Gmax= 11.8"Gmax= 36.4"Gmax= 52.9" 120"Gavg= 9.9"Gavg= 33.8"Gavg= 29.5" Cavg=Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" 92" Gmax= 53.0" Gmax= 52.9" Gavg= 48.7" Gavg= 29.5" Y+Rc= 6.2" Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 35.9 D+ R 11/1 1255 460 37 0.080 19.4 B 28 ft 9.9"33.8"29.5" 48.7"29.5" T 24/2 0.303 0.368 3492 1280 1141 0.891 37.1 *D+445 ft L 13/1 0.303 0.368 703 336 52 0.155 21.0 C+40 ft NB Approach 13.7 B+ R 11/1 1501 792 47 0.059 10.8 B+22 ft T 24/2 0.442 0.529 3413 1800 657 0.365 13.3 B+163 ft L 13/1 0.098 0.108 1815 302 84 0.278 18.7 *B 41 ft WB Approach 25.0 C+ R+ T 11/1 0.441 0.321 1540 492 39 0.079 22.0 C+28 ft L 12/1 0.441 0.321 1095 346 46 0.133 27.6 C 39 ft EB Approach 24.1 C+ R+ T 11/1 0.441 0.321 1593 509 158 0.310 24.0 *C+117 ft L 12/1 0.441 0.321 1237 452 88 0.195 24.4 C+68 ft North 27th & Tschache Development TIS 07/28/22 2027 Estimated Total Traffic 20:08:30 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.735 (Critical V/C 0.773) Control Delay 36.3 Level of Service D+ Sq 41 Phase 1 Phase 2 Phase 3 **/** North Cmax=Gmax= 15.4"Gmax= 46.2"Gmax= 69.3" 150"Gavg= 11.0"Gavg= 44.5"Gavg= 35.0" Cavg=Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" 109" Gmax= 15.4"Gmax= 46.2"Gmax= 69.3" Gavg= 10.4"Gavg= 45.1"Gavg= 35.0" Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 32.4 C R 11/1 1473 598 65 0.109 20.6 C+50 ft 11.0"44.5"35.0" 10.4"45.1"35.0" T 24/2 0.308 0.408 3564 1448 1170 0.808 33.7 C 475 ft L 13/1 0.103 0.095 1867 260 85 0.328 23.4 *C+50 ft NB Approach 40.6 D+ R 11/1 1553 640 73 0.114 20.2 C+54 ft T 24/2 0.308 0.414 3543 1460 1368 0.937 43.5 *D+623 ft L 13/1 0.103 0.101 1843 306 130 0.425 21.4 C+78 ft WB Approach 32.0 C R+ T 11/1 0.462 0.321 1681 537 229 0.426 29.7 C 190 ft L 12/1 0.462 0.321 1244 375 147 0.392 35.5 D+143 ft EB Approach 36.8 D+ R+ T 11/1 0.462 0.321 1646 526 155 0.295 28.2 *C 134 ft L 12/1 0.462 0.321 1106 300 201 0.669 43.4 D+213 ft HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 25th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)0 591 1 8 347 0 5 0 28 0 0 0 Percent Heavy Vehicles (%)0 3 3 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 7.13 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 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 9 38 0 Capacity, c (veh/h)1166 900 365 0 v/c Ratio 0.00 0.01 0.11 95% Queue Length, Qࢮࢪ (veh)0.0 0.0 0.3 Control Delay (s/veh)8.1 9.0 16.0 Level of Service (LOS)A A C Approach Delay (s/veh)0.0 0.2 16.0 Approach LOS A A C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:11:12 PM07_Baxter+25th_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 25th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)0 504 4 22 635 0 2 0 14 0 0 0 Percent Heavy Vehicles (%)0 3 3 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 7.13 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 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 24 17 0 Capacity, c (veh/h)907 1006 388 0 v/c Ratio 0.00 0.02 0.04 95% Queue Length, Qࢮࢪ (veh)0.0 0.1 0.1 Control Delay (s/veh)9.0 8.7 14.7 Level of Service (LOS)A A B Approach Delay (s/veh)0.0 0.3 14.7 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:12:49 PM07_Baxter+25th_PM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)10 0 2 14 10 4 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)7.1 6.2 4.1 Critical Headway (sec)6.43 6.20 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.30 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 2 Capacity, c (veh/h)974 1594 v/c Ratio 0.01 0.00 95% Queue Length, Qࢮࢪ (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 0.9 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:15:07 PM08_25th+Trade-Wind_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)7 1 1 11 13 8 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 1 Capacity, c (veh/h)983 1583 v/c Ratio 0.01 0.00 95% Queue Length, Qࢮࢪ (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 0.6 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:16:21 PM08_25th+Trade-Wind_PM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)10 1 8 0 1 1 3 5 0 0 13 3 Percent Heavy Vehicles (%)3 3 3 0 3 3 3 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.13 6.53 6.23 7.10 6.53 6.23 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)3.53 4.03 3.33 3.50 4.03 3.33 2.23 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 2 4 0 Capacity, c (veh/h)977 928 1574 1611 v/c Ratio 0.02 0.00 0.00 0.00 95% Queue Length, Qࢮࢪ (veh)0.1 0.0 0.0 0.0 Control Delay (s/veh)8.8 8.9 7.3 0.0 0.0 7.2 0.0 0.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)8.8 8.9 2.7 0.0 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:18:02 PM09_25th+Turbulence_AM_2027-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Est. 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)6 1 4 0 1 1 6 10 0 1 7 8 Percent Heavy Vehicles (%)3 3 3 0 3 3 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)7.13 6.53 6.23 7.10 6.53 6.23 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)3.53 4.03 3.33 3.50 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)13 2 7 1 Capacity, c (veh/h)957 915 1576 1584 v/c Ratio 0.01 0.00 0.00 0.00 95% Queue Length, Qࢮࢪ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)8.8 8.9 7.3 0.0 0.0 7.3 0.0 0.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)8.8 8.9 2.8 0.5 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 8:19:12 PM09_25th+Turbulence_PM_2027-Total.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Intersection Operations Summaries Appendix D D-4 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR LLevell off Servicee (LOS)A C AA AA C C Delayy (sec/veh)7.8 19.9 8.0 5.0 8.6 5.0 19.9 20.0 Entryy Volumee (veh/hr)892 162 3 434 30 263 124 38 Pedd ++ Bikee Volumee (ped+bike/hr)5 1 01 Volume-to-Capacityy Ratioo (v/c)0.06 0.33 0.00 0.00 0.03 0.00 0.38 0.16 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 1.7 0.5 HCMM 95%% Maxx Queuee Lengthh (ft)00250 43 25 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)B D AA AA D D Delayy (sec/veh)10.7 32.4 8.2 5.0 8.9 5.0 32.8 31.2 Entryy Volumee (veh/hr)1,091 223 5 516 38 309 162 61 Pedd ++ Bikee Volumee (ped+bike/hr)9 2 02 Volume-to-Capacityy Ratioo (v/c)0.11 0.54 0.01 0.00 0.05 0.00 0.61 0.34 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 3.7 1.4 HCMM 95%% Maxx Queuee Lengthh (ft)00250 93 35 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)B E AA AA E D Delayy (sec/veh)12.2 38.5 8.2 5.0 9.0 5.0 40.9 31.8 Entryy Volumee (veh/hr)1,111 234 5 520 38 314 173 61 Pedd ++ Bikee Volumee (ped+bike/hr)10 3 12 Volume-to-Capacityy Ratioo (v/c)0.13 0.60 0.01 0.00 0.05 0.00 0.69 0.35 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 4.7 1.5 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 0 118 38 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR Levell off Servicee (LOS)B B BB BB B B Delayy (sec/veh)12.9 12.2 13.2 14.0 19.8 10.9 12.4 11.5 Entryy Volumee (veh/hr)1,091 223 5 516 38 309 162 61 Pedd ++ Bikee Volumee (ped+bike/hr)9 2 02 Volume-to-Capacityy Ratioo (v/c)0.567 0.233 0.015 0.792 0.175 0.480 0.279 0.111 HCMM 95%% Maxx Queuee Lengthh (veh)0.1 7.4 0.8 4.1 2.2 0.8 HCMM 95%% Maxx Queuee Lengthh (ft)2 185 20 103 54 20 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)B B BB CB B B Delayy (sec/veh)13.1 12.3 13.4 14.2 20.2 11.0 12.6 11.5 Entryy Volumee (veh/hr)1,111 234 5 520 38 314 173 61 Pedd ++ Bikee Volumee (ped+bike/hr)10 3 12 Volume-to-Capacityy Ratioo (v/c)0.571 0.251 0.015 0.795 0.177 0.486 0.301 0.111 HCMM 95%% Maxx Queuee Lengthh (veh)0.1 7.6 0.8 4.3 2.4 0.8 HCMM 95%% Maxx Queuee Lengthh (ft)2 189 20 108 60 20 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)C B BC CB C B Delayy (sec/veh)22.9 19.5 15.1 30.9 31.7 11.1 20.1 17.7 Entryy Volumee (veh/hr)1,611 282 5 790 48 486 216 66 Pedd ++ Bikee Volumee (ped+bike/hr)20 6 24 Volume-to-Capacityy Ratioo (v/c)0.720 0.388 0.017 0.942 0.373 0.588 0.462 0.147 HCMM 95%% Maxx Queuee Lengthh (veh)0.1 19.0 1.6 7.4 4.9 1.4 HCMM 95%% Maxx Queuee Lengthh (ft)3 475 40 186 123 35 Availablee Queuee Storagee (ft)265 540 300 300 360 125 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; LT = Left-Thru; TR = Thru-Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2 North 27th Avenue Thomas Drive 120222 Currentt Daily Trafficc Conditions Total Minor Approach(es) MITIGATION MEASURE ANALYSES Intersection Operations Summary Weekday, AM Peak Hour Thomas DriveIntersection Operations Total Minor Approach(es) North 27th Avenue Baxter Lane & North 27th Avenue Baxter Lane Baxter Lane 4 20277 Background Trafficc Conditions NBB && SB Stop Controlled 20277 Total Trafficc Conditions Mitigationn Analyses Signalized Intersection 5 2 Intersection Operations Baxter Lane Baxter Lane 20277 Total Trafficc Conditions NBB && SB Stop Controlled 2 5 2 20277 Background Trafficc Conditions Mitigationn Analyses 5 NBB && SB Stop Controlled 20422 Estimatedd Total Trafficc Conditions Mitigationn Analyses Signalized Intersection 10 3 Signalized Intersection 5 Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-01_Ops-Summary_Baxter+27th Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR LLevell off Servicee (LOS)A C AA AA D C Delayy (sec/veh)8.0 25.0 8.2 5.0 8.4 5.0 25.3 23.5 Entryy Volumee (veh/hr)1,058 140 9 388 90 431 119 21 Pedd ++ Bikee Volumee (ped+bike/hr)10 3 12 Volume-to-Capacityy Ratioo (v/c)0.05 0.36 0.01 0.00 0.08 0.00 0.41 0.10 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.3 0.0 1.9 0.3 HCMM 95%% Maxx Queuee Lengthh (ft)00250 48 25 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)B E AA AA EE E Delayy (sec/veh)11.3 47.6 8.5 5.0 8.7 5.0 449.7 38.4 Entryy Volumee (veh/hr)1,279 179 14 451 115 520 1145 34 Pedd ++ Bikee Volumee (ped+bike/hr)17 6 2 4 Volume-to-Capacityy Ratioo (v/c)0.09 0.60 0.01 0.00 0.11 0.00 00.68 0.25 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.4 0.0 44.2 0.9 HCMM 95%% Maxx Queuee Lengthh (ft)00250 1105 25 Availablee Queuee Storagee (ft)265 540 300 300 3360 125 Levell off Servicee (LOS)B F AA AA F E Delayy (sec/veh)12.5 55.4 8.5 5.0 8.8 5.0 59.1 39.2 Entryy Volumee (veh/hr)1,301 185 14 465 115 522 151 34 Pedd ++ Bikee Volumee (ped+bike/hr)19 8 4 4 Volume-to-Capacityy Ratioo (v/c)0.10 0.65 0.01 0.00 0.11 0.00 0.74 0.25 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.4 0.0 5.0 0.9 HCMM 95%% Maxx Queuee Lengthh (ft)00250 125 25 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR Levell off Servicee (LOS)B B BB BB B B Delayy (sec/veh)12.3 12.0 16.2 11.3 16.8 12.2 12.2 11.4 Entryy Volumee (veh/hr)1,279 179 14 451 115 520 145 34 Pedd ++ Bikee Volumee (ped+bike/hr)17 6 24 Volume-to-Capacityy Ratioo (v/c)0.553 0.197 0.044 0.603 0.328 0.692 0.230 0.057 HCMM 95%% Maxx Queuee Lengthh (veh)0.2 5.2 1.8 6.1 1.7 0.4 HCMM 95%% Maxx Queuee Lengthh (ft)5 130 46 152 43 10 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)B B BB BB B B Delayy (sec/veh)12.5 12.4 16.3 11.5 17.3 12.2 12.6 11.6 Entryy Volumee (veh/hr)1,301 185 14 465 115 522 151 34 Pedd ++ Bikee Volumee (ped+bike/hr)19 8 44 Volume-to-Capacityy Ratioo (v/c)0.556 0.209 0.044 0.615 0.334 0.686 0.243 0.057 HCMM 95%% Maxx Queuee Lengthh (veh)0.2 5.4 1.9 6.2 1.8 0.4 HCMM 95%% Maxx Queuee Lengthh (ft)5 136 48 155 46 10 Availablee Queuee Storagee (ft)265 540 300 300 360 125 Levell off Servicee (LOS)B B CB CB B B Delayy (sec/veh)17.7 19.0 22.9 14.6 25.3 18.5 19.3 17.4 Entryy Volumee (veh/hr)1,891 226 15 710 144 796 189 37 Pedd ++ Bikee Volumee (ped+bike/hr)38 16 88 Volume-to-Capacityy Ratioo (v/c)0.711 0.317 0.066 0.746 0.527 0.832 0.364 0.074 HCMM 95%% Maxx Queuee Lengthh (veh)0.3 10.6 3.8 13.2 3.8 0.7 HCMM 95%% Maxx Queuee Lengthh (ft)826494330 94 17 Availablee Queuee Storagee (ft)265 540 300 300 360 125 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; LT = Left-Thru; TR = Thru-Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. Thomas Drive 20277 Background Trafficc Conditions Mitigationn Analyses Signalized Intersection 8 3 North 27th Avenue Intersection Operations Summary Baxter Lane & North 27th Avenue Weekday, PM Peak Hour Intersection Operations Thomas Drive Total Minor Approach(es) Baxter Lane Baxter Lane North 27th Avenue 5 20277 Total Trafficc Conditions NBB && SB Stop Controlled 8 220222 Currentt Daily Trafficc Conditions NBB && SB Stop Controlled 3 8 3 20422 Estimatedd Total Trafficc Conditions Mitigationn Analyses Signalized Intersection 16 6 20277 Background Trafficc Conditions NBB && SB Stop Controlled 20277 Total Trafficc Conditions Mitigationn Analyses Signalized Intersection 8 3 Intersection Operations Baxter Lane Baxter Lane Total Minor Approach(es) MITIGATION MEASURE ANALYSES Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-01_Ops-Summary_Baxter+27th Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A A AAAA Delayy (sec/veh)7.8 9.5 7.6 7.5 9.3 9.9 Entryy Volumee (veh/hr)249 32 122 95 21 11 Pedd ++ Bikee Volumee (ped+bike/hr)10 6 2251 Volume-to-Capacityy Ratioo (v/c)0.00 0.03 0.00 0.00 0.03 0.02 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)320 320 90 30 Levell off Servicee (LOS)A B AAAB Delayy (sec/veh)7.9 10.0 7.7 7.6 9.7 10.6 Entryy Volumee (veh/hr)322 32 165 124 21 11 Pedd ++ Bikee Volumee (ped+bike/hr)16 10 3382 Volume-to-Capacityy Ratioo (v/c)0.00 0.03 0.00 0.00 0.03 0.02 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)320 320 90 30 Levell off Servicee (LOS)A B AAAB Delayy (sec/veh)8.0 10.1 7.7 7.6 9.7 10.6 Entryy Volumee (veh/hr)341 41 172 127 21 20 Pedd ++ Bikee Volumee (ped+bike/hr)18 12 3384 Volume-to-Capacityy Ratioo (v/c)0.00 0.03 0.00 0.00 0.03 0.03 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)320 320 90 30 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions EBB && WB Stop Controlled 20222 Currentt Daily Trafficc Conditions EBB && WB Stop Controlled North 27th Avenue & Trade Wind Lane 20277 Background Trafficc Conditions EBB && WB Stop Controlled Intersection Operations Summary Weekday, AM Peak Hour Trade Wind LaneIntersection Operations Total Minor Approach(es) North 27th Avenue North 27th Avenue Trade Wind Lane Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-02_Ops-Summary_27th+Trade-Wind Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A A AAAA Delayy (sec/veh)7.8 9.7 7.6 7.5 9.6 10.0 Entryy Volumee (veh/hr)291 27 130 134 18 9 Pedd ++ Bikee Volumee (ped+bike/hr)14 9 1463 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.01 0.00 0.02 0.01 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00250 Availablee Queuee Storagee (ft)320 320 90 30 Levell off Servicee (LOS)A B AAAB Delayy (sec/veh)7.8 10.2 7.7 7.5 10.0 10.5 Entryy Volumee (veh/hr)354 27 159 168 18 9 Pedd ++ Bikee Volumee (ped+bike/hr)23 15 26105 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.01 0.00 0.03 0.01 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00250 Availablee Queuee Storagee (ft)320 320 90 30 Levell off Servicee (LOS)A B AABB Delayy (sec/veh)7.9 10.4 7.7 7.6 10.1 10.7 Entryy Volumee (veh/hr)374 32 165 178 18 14 Pedd ++ Bikee Volumee (ped+bike/hr)25 17 26107 Volume-to-Capacityy Ratioo (v/c)0.01 0.03 0.01 0.01 0.03 0.02 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)320 320 90 30 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions EBB && WB Stop Controlled 20222 Currentt Daily Trafficc Conditions EBB && WB Stop Controlled 20277 Background Trafficc Conditions EBB && WB Stop Controlled Intersection Operations Summary North 27th Avenue & Trade Wind Lane Weekday, PM Peak Hour Intersection Operations North 27th Avenue North 27th Avenue Trade Wind Lane Trade Wind Lane Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-02_Ops-Summary_27th+Trade-Wind Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A A AAAA Delayy (sec/veh)7.6 9.6 7.5 7.5 9.6 0.0 Entryy Volumee (veh/hr)254 15 124 115 15 0 Pedd ++ Bikee Volumee (ped+bike/hr)14 9 5063 Volume-to-Capacityy Ratioo (v/c)0.00 0.02 0.00 0.00 0.02 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00250 Availablee Queuee Storagee (ft)410 320 90 60 Levell off Servicee (LOS)A A AAAA Delayy (sec/veh)7.7 10.0 7.6 7.6 10.0 0.0 Entryy Volumee (veh/hr)328 15 171 142 15 0 Pedd ++ Bikee Volumee (ped+bike/hr)22 14 8095 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.01 0.00 0.02 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00250 Availablee Queuee Storagee (ft)410 320 90 60 Levell off Servicee (LOS)A B AABB Delayy (sec/veh)8.0 10.9 7.6 7.7 10.0 11.5 Entryy Volumee (veh/hr)364 38 178 148 15 23 Pedd ++ Bikee Volumee (ped+bike/hr)26 18 8099 Volume-to-Capacityy Ratioo (v/c)0.01 0.04 0.01 0.00 0.02 0.05 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)410 320 90 60 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. Intersection Operations Summary Weekday, AM Peak Hour Turbulence LaneIntersection Operations Total Minor Approach(es) North 27th Avenue North 27th Avenue Turbulence Lane 20277 Total Trafficc Conditions EBB && WB Stop Controlled 20222 Currentt Daily Trafficc Conditions EBB && WB Stop Controlled North 27th Avenue & Turbulence Lane 20277 Background Trafficc Conditions EBB && WB Stop Controlled Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-03_Ops-Summary_27th+Turbulence Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A A AAAA Delayy (sec/veh)7.6 9.8 7.5 7.5 9.8 0.0 Entryy Volumee (veh/hr)289 11 137 141 11 0 Pedd ++ Bikee Volumee (ped+bike/hr)10 9 1063 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.01 0.00 0.02 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.0 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)0000 Availablee Queuee Storagee (ft)410 320 90 60 Levell off Servicee (LOS)A B AABA Delayy (sec/veh)7.7 10.3 7.6 7.6 10.3 0.0 Entryy Volumee (veh/hr)354 11 166 177 11 0 Pedd ++ Bikee Volumee (ped+bike/hr)17 15 20105 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.01 0.00 0.02 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00250 Availablee Queuee Storagee (ft)410 320 90 60 Levell off Servicee (LOS)A B AABB Delayy (sec/veh)7.9 10.8 7.7 7.7 10.4 11.2 Entryy Volumee (veh/hr)391 23 183 185 11 12 Pedd ++ Bikee Volumee (ped+bike/hr)21 19 20109 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.01 0.00 0.02 0.02 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)410 320 90 60 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. Intersection Operations Summary North 27th Avenue & Turbulence Lane Weekday, PM Peak Hour Intersection Operations North 27th Avenue North 27th Avenue Turbulence Lane Turbulence Lane Total Minor Approach(es) 20277 Total Trafficc Conditions EBB && WB Stop Controlled 20222 Currentt Daily Trafficc Conditions EBB && WB Stop Controlled 20277 Background Trafficc Conditions EBB && WB Stop Controlled Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-03_Ops-Summary_27th+Turbulence Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A B AABB Delayy (sec/veh)9.2 12.1 7.5 7.6 12.2 11.9 Entryy Volumee (veh/hr)418 155 140 123 88 67 Pedd ++ Bikee Volumee (ped+bike/hr)8 7 1043 Volume-to-Capacityy Ratioo (v/c)0.07 0.15 0.01 0.03 0.17 0.13 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.1 0.6 0.4 HCMM 95%% Maxx Queuee Lengthh (ft)0252525 Availablee Queuee Storagee (ft)400 410 200 240 Levell off Servicee (LOS)A B AABB Delayy (sec/veh)9.9 14.0 7.5 7.9 13.7 14.3 Entryy Volumee (veh/hr)521 184 195 143 90 94 Pedd ++ Bikee Volumee (ped+bike/hr)13 11 2065 Volume-to-Capacityy Ratioo (v/c)0.09 0.21 0.01 0.05 0.20 0.22 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.2 0.8 0.8 HCMM 95%% Maxx Queuee Lengthh (ft)0252525 Availablee Queuee Storagee (ft)400 410 200 240 Levell off Servicee (LOS)B C AABC Delayy (sec/veh)10.3 15.3 7.5 7.9 14.4 16.0 Entryy Volumee (veh/hr)568 197 206 165 90 107 Pedd ++ Bikee Volumee (ped+bike/hr)19 15 2269 Volume-to-Capacityy Ratioo (v/c)0.11 0.25 0.01 0.05 0.22 0.28 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.2 0.8 1.1 HCMM 95%% Maxx Queuee Lengthh (ft)0252528 Availablee Queuee Storagee (ft)400 410 200 240 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions EBB && WB Stop Controlled Intersection Operations Summary Weekday, AM Peak Hour Tschache LaneIntersection Operations Total Minor Approach(es) North 27th Avenue North 27th Avenue Tschache Lane 20222 Currentt Daily Trafficc Conditions EBB && WB Stop Controlled North 27th Avenue & Tschache Lane 20277 Background Trafficc Conditions EBB && WB Stop Controlled Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-04_Ops-Summary_27th+Tschache Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A B AABB Delayy (sec/veh)9.9 13.1 7.5 7.6 11.7 13.5 Entryy Volumee (veh/hr)493 206 145 142 42 164 Pedd ++ Bikee Volumee (ped+bike/hr)23 12 9293 Volume-to-Capacityy Ratioo (v/c)0.12 0.26 0.01 0.02 0.08 0.30 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.1 0.3 1.2 HCMM 95%% Maxx Queuee Lengthh (ft)0252530 Availablee Queuee Storagee (ft)400 410 200 240 Levell off Servicee (LOS)B C AABC Delayy (sec/veh)13.2 19.6 7.6 7.7 12.8 20.7 Entryy Volumee (veh/hr)654 304 181 169 43 261 Pedd ++ Bikee Volumee (ped+bike/hr)37 19 153145 Volume-to-Capacityy Ratioo (v/c)0.24 0.49 0.01 0.03 0.09 0.56 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.1 0.3 3.4 HCMM 95%% Maxx Queuee Lengthh (ft)0252585 Availablee Queuee Storagee (ft)400 410 200 240 Levell off Servicee (LOS)B C AABC Delayy (sec/veh)14.7 23.3 7.6 7.8 13.4 24.9 Entryy Volumee (veh/hr)702 313 208 181 43 270 Pedd ++ Bikee Volumee (ped+bike/hr)43 23 155149 Volume-to-Capacityy Ratioo (v/c)0.26 0.56 0.01 0.03 0.10 0.63 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.1 0.3 4.3 HCMM 95%% Maxx Queuee Lengthh (ft)0 25 25 108 Availablee Queuee Storagee (ft)400 410 200 240 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions EBB && WB Stop Controlled 20222 Currentt Daily Trafficc Conditions EBB && WB Stop Controlled 20277 Background Trafficc Conditions EBB && WB Stop Controlled Intersection Operations Summary North 27th Avenue & Tschache Lane Weekday, PM Peak Hour Intersection Operations North 27th Avenue North 27th Avenue Tschache Lane Tschache Lane Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-04_Ops-Summary_27th+Tschache Traffic Analysis Scenario Control Performance Measure EB TR EB LTR WB LT WB LTR NB LR NB LTR SB LTR LLevell off Servicee (LOS)A A AAA Delayy (sec/veh)6.1 9.4 5.0 7.5 9.4 Entryy Volumee (veh/hr)217 18 132 67 18 Pedd ++ Bikee Volumee (ped+bike/hr)2 2 002 Volume-to-Capacityy Ratioo (v/c)0.00 0.02 0.00 0.00 0.02 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0025 Availablee Queuee Storagee (ft)240 100 75 Levell off Servicee (LOS)A A AAA Delayy (sec/veh)6.3 9.9 5.0 7.6 9.9 Entryy Volumee (veh/hr)307 23 178 106 23 Pedd ++ Bikee Volumee (ped+bike/hr)3 3 003 Volume-to-Capacityy Ratioo (v/c)0.01 0.03 0.00 0.01 0.03 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0025 Availablee Queuee Storagee (ft)240 100 75 Levell off Servicee (LOS)A B AABB Delayy (sec/veh)8.1 10.7 7.5 7.6 10.1 11.0 Entryy Volumee (veh/hr)364 63 184 117 23 40 Pedd ++ Bikee Volumee (ped+bike/hr)13 9 0436 Volume-to-Capacityy Ratioo (v/c)0.01 0.06 0.00 0.01 0.04 0.07 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.2 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)240 100 75 65 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; LT = Left-Thru; TR = Thru-Right; R = Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20222 Currentt Daily Trafficc Conditions NB Stop Controlled 20277 Background Trafficc Conditions NB Stop Controlled 20277 Total Trafficc Conditions NBB && SB Stop Controlled Tschache Lane Tschache Lane Intersection Operations Summary Weekday, AM Peak Hour North 25th Avenue Intersection Operations Total Minor Approach(es) North 25th Avenue Tschache Lane & North 25th Avenue Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-05_Ops-Summary_Tschache+25th Traffic Analysis Scenario Control Performance Measure EB TR EB LTR WB LT WB LTR NB LR NB LTR SB LTR LLevell off Servicee (LOS)A A AAA Delayy (sec/veh)6.8 9.5 5.0 7.4 9.5 Entryy Volumee (veh/hr)285 25 91 169 25 Pedd ++ Bikee Volumee (ped+bike/hr)10 9 109 Volume-to-Capacityy Ratioo (v/c)0.01 0.03 0.00 0.01 0.03 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0025 Availablee Queuee Storagee (ft)240 100 75 Levell off Servicee (LOS)A B AAB Delayy (sec/veh)7.0 10.1 5.0 7.6 10.1 Entryy Volumee (veh/hr)422 31 124 267 31 Pedd ++ Bikee Volumee (ped+bike/hr)16 14 2014 Volume-to-Capacityy Ratioo (v/c)0.01 0.04 0.00 0.01 0.04 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0025 Availablee Queuee Storagee (ft)240 100 75 Levell off Servicee (LOS)A B AABB Delayy (sec/veh)8.1 11.1 7.9 7.6 10.5 12.0 Entryy Volumee (veh/hr)479 53 136 290 31 22 Pedd ++ Bikee Volumee (ped+bike/hr)31 25 2 4 14 11 Volume-to-Capacityy Ratioo (v/c)0.01 0.05 0.01 0.01 0.05 0.04 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.2 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)0 0 25 25 Availablee Queuee Storagee (ft)240 100 75 65 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; LT = Left-Thru; TR = Thru-Right; R = Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions NBB && SB Stop Controlled 20222 Currentt Daily Trafficc Conditions NB Stop Controlled 20277 Background Trafficc Conditions NB Stop Controlled Intersection Operations Summary Tschache Lane & North 25th Avenue Weekday, PM Peak Hour Intersection Operations North 25th Avenue Total Minor Approach(es) Tschache Lane Tschache Lane North 25th Avenue Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-05_Ops-Summary_Tschache+25th Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB L NB T NB R SB L SB T SB R LLevell off Servicee (LOS)C C CC CB BBB CCB Delayy (sec/veh)24.8 21.0 21.0 20.8 23.3 19.4 17.1 13.6 11.3 20.8 33.6 19.8 Entryy Volumee (veh/hr)1,887 263 67 135 32 29 64 527 44 36 915 38 Ped/Bikee Volumess (ped+bike/hr)5 3 Volume-to-Capacityy Ratioo (v/c)0.543 0.177 0.147 0.240 0.086 0.055 0.218 0.333 0.046 0.113 0.835 0.069 HCMM 95%% Maxx Queuee Lengthh (veh)2.0 3.4 1.0 0.8 1.3 5.6 0.6 1.2 14.3 0.9 HCMM 95%% Maxx Queuee Lengthh (ft)49 85 25 19 33 141 16 29 358 23 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Levell off Servicee (LOS)C C CC CC BBB CDB Delayy (sec/veh)26.7 23.8 23.9 23.4 26.7 21.8 18.5 13.4 10.8 20.8 36.8 19.2 Entryy Volumee (veh/hr)2,190 298 71 145 43 39 71 611 59 48 1,061 42 Ped/Bikee Volumess (ped+bike/hr)8 5 Volume-to-Capacityy Ratioo (v/c)0.584 0.203 0.168 0.275 0.127 0.079 0.255 0.366 0.058 0.154 0.890 0.070 HCMM 95%% Maxx Queuee Lengthh (veh)2.3 4.1 1.5 1.1 1.5 6.5 0.9 1.6 17.7 1.0 HCMM 95%% Maxx Queuee Lengthh (ft)58 102 38 28 37 163 22 40 443 25 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Levell off Servicee (LOS)C C CC CC BBB CDB Delayy (sec/veh)26.8 24.3 24.4 24.0 27.6 22.0 18.7 13.3 10.8 21.0 37.1 19.4 Entryy Volumee (veh/hr)2,231 328 82 164 43 39 78 611 59 48 1,061 46 Ped/Bikee Volumess (ped+bike/hr)16 5 Volume-to-Capacityy Ratioo (v/c)0.583 0.231 0.195 0.310 0.133 0.079 0.278 0.365 0.059 0.155 0.891 0.080 HCMM 95%% Maxx Queuee Lengthh (veh)2.7 4.7 1.6 1.1 1.6 6.5 0.9 1.6 17.8 1.1 HCMM 95%% Maxx Queuee Lengthh (ft)68 117 39 28 41 163 22 40 445 28 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB L NB T NB R SB L SB T SB R Levell off Servicee (LOS)C C CC CC BBB BCB Delayy (sec/veh)20.1 24.2 24.3 23.8 27.2 22.2 16.2 13.1 10.5 13.3 24.3 11.5 Entryy Volumee (veh/hr)2,190 298 71 145 43 39 71 611 59 48 1,061 42 Ped/Bikee Volumess (ped+bike/hr)8 5 Volume-to-Capacityy Ratioo (v/c)0.615 0.204 0.170 0.277 0.128 0.080 0.241 0.497 0.079 0.121 0.877 0.069 HCMM 95%% Maxx Queuee Lengthh (veh)2.4 4.2 1.5 1.1 1.4 5.4 0.7 1.0 11.0 0.6 HCMM 95%% Maxx Queuee Lengthh (ft)59 104 38 28 36 134 18 26 274 16 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Levell off Servicee (LOS)C C CC CC BBB BCB Delayy (sec/veh)20.2 24.7 24.8 24.4 28.1 22.4 16.2 12.9 10.4 13.4 24.5 11.6 Entryy Volumee (veh/hr)2,231 328 82 164 43 39 78 611 59 48 1,061 46 Ped/Bikee Volumess (ped+bike/hr)16 5 Volume-to-Capacityy Ratioo (v/c)0.611 0.233 0.197 0.313 0.135 0.080 0.262 0.493 0.080 0.120 0.877 0.079 HCMM 95%% Maxx Queuee Lengthh (veh)2.8 4.7 1.6 1.1 1.6 5.3 0.7 1.1 11.0 0.7 HCMM 95%% Maxx Queuee Lengthh (ft)70 118 39 28 40 133 18 27 276 18 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage yAverage intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 0 20277 Estimated Totall Traffic Mitigationn Analyses Revisionss too Signall Coordinationn && Optimization 3 2 7 4 20277 Background Trafficc Conditions Mitigationn Analyses Revisionss too Signall Coordinationn && Optimization 3 2 3 4 Intersection Operations Tschache Lane Tschache Lane North 19th Avenue North 19th Avenue Total MinorApproach(es) MITIGATION MEASURE ANALYSES 20277 Estimated Totall Traffic 3 2 7 Intersection Operations Summary Weekday, AM Peak Hour North 19th AvenueIntersection Operations Total Minor Approach(es) Tschache Lane Tschache Lane North 19th Avenue 20222 Currentt Daily Trafficc Conditions North 19th Avenue & Tschache Lane 20277 Background Trafficc Conditions 2 3 1 2 0 2 3 0 Page 1 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-06_Ops-Summary_19th+Tschache 7/28/2022 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB L NB T NB R SB L SB T SB R LLevell off Servicee (LOS)C C CC CC BCB BCB Delayy (sec/veh)29.6 28.1 33.4 24.6 29.3 25.4 17.1 33.0 18.5 18.4 29.5 19.4 Entryy Volumee (veh/hr)2,980 575 159 134 105 177 103 1,133 70 62 969 68 Ped/Bikee Volumess (ped+bike/hr)10 4 Volume-to-Capacityy Ratioo (v/c)0.661 0.129 0.147 0.240 0.086 0.055 0.218 0.333 0.046 0.113 0.835 0.069 HCMM 95%% Maxx Queuee Lengthh (veh)6.0 3.9 3.6 5.2 2.2 17.5 1.4 1.4 14.3 1.5 HCMM 95%% Maxx Queuee Lengthh (ft)149 97 91 129 55 438 35 34 357 37 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Levell off Servicee (LOS)D C DC DC CDB CCB Delayy (sec/veh)35.3 34.0 43.1 28.2 35.4 29.9 20.3 41.7 19.6 22.8 32.6 19.8 Entryy Volumee (veh/hr)3,516 715 186 155 141 233 116 1,313 94 82 1,123 73 Ped/Bikee Volumess (ped+bike/hr)18 8 Volume-to-Capacityy Ratioo (v/c)0.731 0.452 0.658 0.289 0.395 0.430 0.388 0.929 0.112 0.321 0.801 0.094 HCMM 95%% Maxx Queuee Lengthh (veh)8.2 5.1 5.6 7.4 2.8 24.2 2.1 1.9 18.5 1.7 HCMM 95%% Maxx Queuee Lengthh (ft)204 128 141 186 70 605 53 48 463 43 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Levell off Servicee (LOS)D C DC DC CDC CCC Delayy (sec/veh)36.3 34.1 43.4 28.2 35.5 29.7 21.4 43.5 20.2 23.4 33.7 20.6 Entryy Volumee (veh/hr)3,554 734 193 163 141 237 125 1,313 94 82 1,123 83 Ped/Bikee Volumess (ped+bike/hr)28 8 Volume-to-Capacityy Ratioo (v/c)0.735 0.454 0.669 0.295 0.392 0.426 0.425 0.937 0.114 0.328 0.808 0.109 HCMM 95%% Maxx Queuee Lengthh (veh)8.5 5.4 5.7 7.6 3.1 24.9 2.2 2.0 19.0 2.0 HCMM 95%% Maxx Queuee Lengthh (ft)213 134 143 190 78 623 54 50 475 50 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB L NB T NB R SB L SB T SB R Levell off Servicee (LOS)C C DC CC BCA BBB Delayy (sec/veh)24.6 34.3 45.5 27.7 34.8 29.4 15.8 27.1 10.0 19.1 18.5 10.3 Entryy Volumee (veh/hr)3,516 715 186 155 141 233 116 1,313 94 82 1,123 73 Ped/Bikee Volumess (ped+bike/hr)331 189 Volume-to-Capacityy Ratioo (v/c)0.736 0.465 0.680 0.296 0.405 0.444 0.348 0.934 0.113 0.297 0.806 0.092 HCMM 95%% Maxx Queuee Lengthh (veh)8.2 5.0 5.5 7.2 2.4 13.8 1.1 1.7 9.6 0.9 HCMM 95%% Maxx Queuee Lengthh (ft)206 124 137 180 60 344 27 42 241 22 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 Levell off Servicee (LOS)C C DC DC BCB BBB Delayy (sec/veh)25.3 34.9 47.3 27.9 35.1 29.4 16.5 28.0 10.3 19.7 19.1 10.7 Entryy Volumee (veh/hr)3,554 734 193 163 141 237 125 1,313 94 82 1,123 83 Ped/Bikee Volumess (ped+bike/hr)28 8 Volume-to-Capacityy Ratioo (v/c)0.737 0.472 0.696 0.306 0.406 0.442 0.380 0.938 0.114 0.303 0.811 0.109 HCMM 95%% Maxx Queuee Lengthh (veh)8.7 5.2 5.6 7.4 2.7 14.4 1.1 1.7 9.9 1.1 HCMM 95%% Maxx Queuee Lengthh (ft)218 130 139 185 67 359 28 43 247 27 Availablee Queuee Storagee (ft)175 175 185 185 200 540 200 285 540 195 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage yAverage intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 77 20277 Estimated Totall Traffic Mitigationn Analyses Revisionss too Signall Coordinationn && Optimization 4 4 10 10 20277 Background Trafficc Conditions Mitigationn Analyses Revisionss too Signall Coordinationn && Optimization 33 156 65 10 Intersection Operations Tschache Lane Tschache Lane North 19th Avenue North 19th Avenue Total MinorApproach(es) MITIGATION MEASURE ANALYSES 20277 Estimated Totall Traffic 4 4 10 4 20222 Currentt Daily Trafficc Conditions 2 Intersection Operations Summary North 19th Avenue & Tschache Lane Weekday, PM Peak Hour Intersection Operations Tschache Lane Tschache Lane North 19th Avenue North 19th Avenue Total Minor Approach(es) 20277 Background Trafficc Conditions 2 2 4 4 4 6 Page 2 of 2 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-06_Ops-Summary_19th+Tschache 7/28/2022 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR LLevell off Servicee (LOS)A C AA AA C A Delayy (sec/veh)5.4 16.0 8.1 5.0 9.0 5.0 16.0 0.0 Entryy Volumee (veh/hr)979 33 0 591 8 347 33 0 Pedd ++ Bikee Volumee (ped+bike/hr)3 3 12 Volume-to-Capacityy Ratioo (v/c)0.00 0.11 0.00 0.00 0.00 0.00 0.11 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.0 0.0 0.3 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00 00 25 0 Availablee Queuee Storagee (ft)300 300 435 435 165 100 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR Levell off Servicee (LOS)B C AA AA C A Delayy (sec/veh)13.0 22.9 8.1 5.0 9.2 5.0 22.9 0.0 Entryy Volumee (veh/hr)1,105 132 0 594 32 347 132 0 Pedd ++ Bikee Volumee (ped+bike/hr)3 3 12 Volume-to-Capacityy Ratioo (v/c)0.569 0.440 0.00 0.00 0.04 0.00 0.44 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 2.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)2 187 20 106 57 20 Availablee Queuee Storagee (ft)300 300 435 435 165 100 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR Levell off Servicee (LOS)A B AA AA B A Delayy (sec/veh)5.2 14.7 9.0 5.0 8.7 5.0 14.7 0.0 Entryy Volumee (veh/hr)1,181 16 0 508 22 635 16 0 Pedd ++ Bikee Volumee (ped+bike/hr)8 8 44 Volume-to-Capacityy Ratioo (v/c)0.00 0.04 0.00 0.00 0.02 0.00 0.04 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00 00 25 0 Availablee Queuee Storagee (ft)300 300 435 435 165 100 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB TR NB LTR SB LTR Levell off Servicee (LOS)B B AA AA B A Delayy (sec/veh)12.4 18.2 8.9 5.0 9.0 5.0 18.2 0.0 Entryy Volumee (veh/hr)1,308 64 0 520 89 635 64 0 Pedd ++ Bikee Volumee (ped+bike/hr)8 8 44 Volume-to-Capacityy Ratioo (v/c)0.554 0.200 0.00 0.00 0.10 0.00 0.20 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.3 0.0 0.7 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)5 132 47 153 44 10 Availablee Queuee Storagee (ft)300 300 435 435 165 100 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; LT = Left-Thru; TR = Thru-Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 0 020277 Total Trafficc Conditions NBB && SB Stop Controlled Intersection Operations Baxter Lane Baxter Lane Total Minor Approach(es) SENSITIVITY ANALYSES North 25th Avenue Intersection Operations Summary Weekday, AM Peak Hour North 25th Avenue Intersection Operations Total Minor Approach(es) North 25th Avenue Baxter Lane & North 25th Avenue Baxter Lane Baxter Lane 20277 Total Trafficc Conditions +400%% Increasee to Northh 25thh Avenue Trafficc Volumes NBB && SB Stop Controlled 0 0 North 25th Avenue North 25th Avenue 20277 Total Trafficc Conditions +400%% Increasee to Northh 25thh Avenue Trafficc Volumes NBB && SB Stop Controlled 0 0 North 25th Avenue Intersection Operations Baxter Lane Baxter Lane Total Minor Approach(es) SENSITIVITY ANALYSES Intersection Operations North 25th AvenueTotal Minor Approach(es) Baxter Lane Baxter Lane North 25th Avenue Weekday, PM Peak Hour 0 020277 Total Trafficc Conditions NBB && SB Stop Controlled Page 1 of 1 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-07_Ops-Summary_Baxter+25th Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR LLevell off Servicee (LOS)A A AAA Delayy (sec/veh)6.8 8.7 8.7 7.3 5.0 Entryy Volumee (veh/hr)41 10 10 16 15 Pedd ++ Bikee Volumee (ped+bike/hr)2 0 020 Volume-to-Capacityy Ratioo (v/c)0.00 0.01 0.01 0.00 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)000 Availablee Queuee Storagee (ft)30 135 190 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Levell off Servicee (LOS)A A AAA Delayy (sec/veh)7.1 9.5 9.5 7.4 5.0 Entryy Volumee (veh/hr)169 44 44 65 60 Pedd ++ Bikee Volumee (ped+bike/hr)2 0 020 Volume-to-Capacityy Ratioo (v/c)0.02 0.015 0.06 0.01 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.2 0.0 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)25720 Availablee Queuee Storagee (ft)30 135 190 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Levell off Servicee (LOS)A A AAA Delayy (sec/veh)6.4 8.7 8.7 7.3 5.0 Entryy Volumee (veh/hr)41 8 81221 Pedd ++ Bikee Volumee (ped+bike/hr)2 0 020 Volume-to-Capacityy Ratioo (v/c)0.00 0.00 0.01 0.00 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)000 Availablee Queuee Storagee (ft)30 135 190 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Levell off Servicee (LOS)A A AAA Delayy (sec/veh)6.5 9.4 9.4 7.4 5.0 Entryy Volumee (veh/hr)165 31 31 49 85 Pedd ++ Bikee Volumee (ped+bike/hr)2 0 020 Volume-to-Capacityy Ratioo (v/c)0.01 0.000 0.04 0.00 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.1 0.0 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)54410 Availablee Queuee Storagee (ft)30 135 190 EB = Eastbound; NB = Northbound; and SB = Southbound LR = Left-Right; LT = Left-Thru; and TR = Thru-Right yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions +400%% Increasee to Trafficc Volumes EBB Stop Controlled North 25th Avenue SENSITIVITY ANALYSES Intersection Operations North 25th Avenue Total Minor Approach Trade Wind Lane North 25th Avenue Intersection Operations Trade Wind Lane Total Minor Approach 20277 Total Trafficc Conditions EBB Stop Controlled 20277 Total Trafficc Conditions +400%% Increasee to Trafficc Volumes EBB Stop Controlled North 25th Avenue North 25th Avenue North 25th Avenue Weekday, PM Peak Hour 20277 Total Trafficc Conditions EBB Stop Controlled Intersection Operations Trade Wind Lane Intersection Operations Summary Weekday, AM Peak Hour North 25th Avenue Intersection Operations Total Minor Approach North 25th Avenue North 25th Avenue & Trade Wind Lane Trade Wind Lane Total Minor Approach SENSITIVITY ANALYSES Page 1 of 1 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-08_Ops-Summary_25th+Trade-Wind Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR LLevell off Servicee (LOS)A A AAAA Delayy (sec/veh)8.0 8.8 7.3 7.2 8.8 8.9 Entryy Volumee (veh/hr)46 21 916192 Pedd ++ Bikee Volumee (ped+bike/hr)24 12 6666 Volume-to-Capacityy Ratioo (v/c)0.01 0.02 0.00 0.00 0.02 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.1 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)00250 Availablee Queuee Storagee (ft)315 180 185 60 Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Levell off Servicee (LOS)A A AAAA Delayy (sec/veh)8.5 9.7 7.4 7.4 9.7 9.6 Entryy Volumee (veh/hr)195 90 38 67 77 13 Pedd ++ Bikee Volumee (ped+bike/hr)24 12 6666 Volume-to-Capacityy Ratioo (v/c)0.05 0.10 0.01 0.00 0.11 0.02 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.4 0.1 HCMM 95%% Maxx Queuee Lengthh (ft)2205720 Availablee Queuee Storagee (ft)315 180 185 60 Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Levell off Servicee (LOS)A A AAAA Delayy (sec/veh)7.7 8.8 7.3 7.3 8.8 8.9 Entryy Volumee (veh/hr)46 13 17 16 11 1 Pedd ++ Bikee Volumee (ped+bike/hr)24 12 6666 Volume-to-Capacityy Ratioo (v/c)0.00 0.01 0.00 0.00 0.01 0.00 HCMM 95%% Maxx Queuee Lengthh (veh)0.0 0.0 0.0 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)0000 Availablee Queuee Storagee (ft)315 180 185 60 Traffic Analysis Scenario Control Performance Measure NB LTR SB LTR EB LTR WB LTR Levell off Servicee (LOS)B A AAAA Delayy (sec/veh)12.4 9.7 7.4 7.4 9.7 9.8 Entryy Volumee (veh/hr)191 55 71 65 46 9 Pedd ++ Bikee Volumee (ped+bike/hr)24 12 6666 Volume-to-Capacityy Ratioo (v/c)0.554 0.060 0.02 0.00 0.07 0.01 HCMM 95%% Maxx Queuee Lengthh (veh)0.1 0.0 0.2 0.0 HCMM 95%% Maxx Queuee Lengthh (ft)5474410 Availablee Queuee Storagee (ft)315 180 185 60 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right yAverage 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. yA design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 20277 Total Trafficc Conditions +400%% Increasee to Trafficc Volumes EBB && WB Stop Controlled SENSITIVITY ANALYSES Intersection Operations North 25th Avenue North 25th Avenue Turbulence Lane Turbulence Lane Total Minor Approach(es) Intersection Operations North 25th Avenue North 25th Avenue Turbulence Lane Turbulence Lane Total Minor Approach(es) Intersection Operations Summary Weekday, AM Peak Hour Turbulence LaneIntersection Operations Total Minor Approach(es) Turbulence Lane North 25th Avenue & Turbulence Lane North 25th Avenue North 25th Avenue 20277 Total Trafficc Conditions EBB && WB Stop Controlled 20277 Total Trafficc Conditions EBB && WB Stop Controlled Intersection Operations Total Minor Approach(es) SENSITIVITY ANALYSES 20277 Total Trafficc Conditions +400%% Increasee to Trafficc Volumes EBB && WB Stop Controlled Turbulence Lane Turbulence LaneNorth 25th Avenue North 25th Avenue Weekday, PM Peak Hour Page 1 of 1 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Int-09_Ops-Summary_25th+Turbulence Appendix E Mitigation Analyses Based on procedures developed by the Oregon Department of Transportation utilizing estimated average daily traffic volumes. North 27th Avenue Thomas Drive Baxter Lane Baxter Lane South of Baxter Lane North of Baxter Lane West of North 27th Avenue East of North 27th Avenue (Vehicles Per Day) (Vehicles Per Day) (Vehicles Per Day) (Vehicles Per Day) 1,260 320 4,205 4,450 349 200 742 968 81 0 113 32 1,690 520 5,060 5,450 Estimated Average Daily Traffic (EADT) Volumes for Warrant Analysis Analysis Scenario Cumulative Analysis Scenario Cumulative (Vehicles Per Day) (Vehicles Per Day) (Vehicles Per Day) (Vehicles Per Day) 8,655 8,655 560 560 1,710 10,365 99 659 145 10,510 81 740 10,510 10,510 740 740 Condition A - Minimum Vehicular Volume Major Street 5,850 Minor Street 1,750 Analysis Scenario Minimum Warrant Criteria Met? Analysis Scenario Minimum Warrant Criteria Met? (Vehicles Per Day) Yes or No - [% of Warrant] (Vehicles Per Day) Yes or No - [% of Warrant] 8,655 Yes - [147.9%] 560 No - [32%] 10,365 Yes - [177.2%] 659 No - [37.7%] 10,510 Yes - [179.7%] 740 No - [42.3%] 10,510 Yes - [179.7%] 740 No - [42.3%] Condition B - Interruption of Continuous Traffic Major Street 8,750 Minor Street 900 Analysis Scenario Minimum Warrant Criteria Met? Analysis Scenario Minimum Warrant Criteria Met? (Vehicles Per Day) Yes or No - [% of Warrant] (Vehicles Per Day) Yes or No - [% of Warrant] 8,655 No - [98.9%] 560 No - [62.2%] 10,365 Yes - [118.5%] 659 No - [73.2%] 10,510 Yes - [120.1%] 740 No - [82.2%] 10,510 Yes - [120.1%] 740 No - [82.2%] No North 27th & Tschache Development Baxter Lane & North 27th Avenue / Thomas Drive | Preliminary Traffic Signal Warrant Evaluation Minimum criteria satisfied for Warrant #1 - Eight-Hour Vehicular Volume? Vehicles Per Day on Major Street (Total of Both Approaches)Vehicles Per Day on Minor Street (NB Left & Thru Movements Only) 2022 Existing Conditions 2022 Existing Conditions Warrant Criteria Met? No Warrant Minimum Volumes (Vehicles Per Day) Warrant Minimum Volumes (Vehicles Per Day) North 27th & Tschache Development Analysis Scenario 2022 - 2027 Background Traffic Growth Warrant Criteria Met? No Vehicles Per Day on Major Street (Total of Both Approaches)Vehicles Per Day on Minor Street (NB Left & Thru Movements Only) 2022 - 2027 Background Traffic Growth North 27th & Tschache Development Combined Totals Estimated Average Daily Traffic Volumes Warrant #1 - Eight-Hour Vehicular Volumes (Using Eighth-Highest Hour) Vehicles Per Day on Major Street (Total of Both Approaches)Vehicles Per Day on Minor Street (NB Left & Thru Movements Only) Analysis Scenario Estimated Weekday Trip Distribution 2022 Existing Conditions 2022 - 2027 Background Traffic Growth North 27th & Tschache Development Analysis Scenario Warrant Minimum Volumes (Vehicles Per Day) Warrant Minimum Volumes (Vehicles Per Day) 2022 Existing Conditions Analysis Scenario Combined Totals 2022 - 2027 Background Traffic Growth North 27th & Tschache Development F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Signal Warrant Analyses\Baxter-Ln+N-27th-Ave_Prelim-Signal-Warrant-Eval Page 1 of 2 Based on procedures developed by the Oregon Department of Transportation utilizing estimated average daily traffic volumes. North 27th & Tschache Development Baxter Lane & North 27th Avenue / Thomas Drive | Preliminary Traffic Signal Warrant Evaluation The fourth highest hourly volumes are based on the assumption that they are approximately 8.25% of the estimated average daily traffic (EADT). Analysis Scenario Cumulative Analysis Scenario Cumulative (Vehicles Per Hour) (Vehicles Per Hour) (Vehicles Per Hour) (Vehicles Per Hour) 714 714 46 46 141 855 8 54 12 867 7 61 867 867 61 61 Major Street -Minor Street 60 Analysis Scenario Minimum Warrant Criteria Met? Analysis Scenario Minimum Warrant Criteria Met? (Vehicles Per Day) Yes or No - [% of Warrant] (Vehicles Per Day) Yes or No - [% of Warrant] 714 - 46 No - [76.7%] 855 - 54 No - [90%] 867 - 61 Yes - [101.7%] 867 - 61 Yes - [101.7%] Yes Warrant Criteria Met? Yes Minimum criteria satisfied for Warrant #2 - Four-Hour Vehicular Volume? Combined Totals Warrant Minimum Volumes (Vehicles Per Hour) Warrant Minimum Volumes (Vehicles Per Hour) Vehicles Per Day on Major Street (Total of Both Approaches)Vehicles Per Day on Minor Street (NB Left & Thru Movements Only) Warrant #2 - Four-Hour Vehicular Volumes (Using Fourth-Highest Hour) Vehicles Per Hour on Major Street (Total of Both Approaches)Vehicles Per Day on Minor Street (NB Left & Thru Movements Only) 2022 Existing Conditions North 27th & Tschache Development Analysis Scenario 2022 - 2027 Background Traffic Growth North 27th & Tschache Development Analysis Scenario 2022 - 2027 Background Traffic Growth 2022 Existing Conditions F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Signal Warrant Analyses\Baxter-Ln+N-27th-Ave_Prelim-Signal-Warrant-Eval Page 2 of 2 Major Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Source: United States Department of Transportation - Federal Highway Administration, Signal Timing Manual (June 2008) sec sec sec sec PC = WC / VP where: Pedestrian Clearance Time (sec) Width of Crossing - Curb to Curb (ft) Pedestrian Walking Speed (ft/sec)Design Pedestrian Walking Speed, VP =ft/sec ft ft ssec sec GMAX = (DHV·C) / (1200·n)+1 where: Maximum Green Interval Duration (sec) n =Number of Lanes Served by Subject Phase DHV = Design Hourly Volume Served by Subject Phase (veh / hr) Cycle Length (sec) DHV = veh/hr C = sec n = DHV = veh/hr C = sec n = sec sec sec sec Calculated Maximum Green Interval Duration, G MAX =34.64 Calculated Maximum Green Interval Duration, G MAX =11.52 Baxter Lane Critical Movement North 27th Avenue / Thomas Drive Critical Movement 520 80 1 173 80 1 Rounded to Nearest Tenth of a Second =34.6 Rounded to Nearest Tenth of a Second =11.5 GMAX = C = Traffic Signal Timing Evaluation Signal Phase Type Facility Type Minimum Green Needed to Satisfy Driver Expectancy (Ge) Minimum Green to Satisfy Drive Expectancy Minimum Green Interval Duration Conditions Walk Interval Duration (PW) Pedestrian Walk Interval 4 seconds Major Arterial (Speed Limit > 40 mph)10 to 15 seconds High pedestrian volume areas (e.g., schools, central business districts, sports venues, etc.) 10 to 15 seconds Major Arterial (Speed Limit d 40 mph)7 to 15 seconds Typical pedestrian volume and longer cycle length 7 to 10 seconds Left Turns Any 2 to 5 seconds Conditions where older pedestrians are present Distance to center of road divided by 3.0 feet per second Through Movements Analysis Case:2027 Total Traffic Conditions | Weekday, AM Peak Hour 40 mph 25 mph Baxter Lane North 27th Avenue / Thomas Drive Minor Arterial 4 to 10 seconds Typical pedestrian volume and shorter cycle length 7 seconds Collector, Local, Driveway 2 to 10 seconds Negligible pedestrian volume Selected Minimum Green Interval Durations for Intersection Based on Driver Expectancy Selected Pedestrian Walk Interval 12Baxter Lane:7 VP =3.5 Baxter Lane Pedestrian Crossing of North 27th Avenue / Thomas Drive North 27th Avenue / Thomas Drive:7 7 Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC =WC = Pedestrian Crossing of Baxter Lane North 27th Avenue / Thomas Drive Maximum Green Interval Duration Width of Crossing - Curb to Curb, WC =62 54Width of Crossing - Curb to Curb, WC = Calculated Pedestrian Clearance Interval, PC =17.71 Calculated Pedestrian Clearance Interval, PC =15.43 Page 1 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Mitigation - 2027 Background\Signal-Timing-Eval_Baxter-Ln+N-27th-Ave 7/28/2022 Major Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Traffic Signal Timing Evaluation Analysis Case:2027 Total Traffic Conditions | Weekday, AM Peak Hour 40 mph 25 mph Baxter Lane North 27th Avenue / Thomas Drive YAR = t + V/2d + (W + L) / V where: Yellow + All-Red Interval (sec) t = Perception-Reaction Time (sec)=sec V = Approach Speed (ft/sec) d =Deceleration Rate (ft/sec2)=ft/sec2 W = Width of Intersection (ft) L = Length of Vehicle (ft)=ft V = mph = ft/sec W = ft V = mph = ft/sec W = ft sec sec sec sec AR = [ (W + L) / V ] - 1 where: All-Red Clearance Interval (sec) - Use maximum of 2.50 seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. sec sec sec sec Y = YAR - AR where: Y = Yellow Phase Change Interval (sec) sec sec ssec secRounded to Nearest Tenth of a Second =4.9 Rounded to Nearest Tenth of a Second =4.0 Yellow Phase Change Interval Baxter Lane Approaches North 27th Avenue / Thomas Drive Approaches Yellow Phase Change Interval, Y =4.93 Yellow Phase Change Interval, Y =3.96 Rounded to Nearest Tenth of a Second =1.3 Rounded to Nearest Tenth of a Second =2.5 58.67 36.67 AR = Baxter Lane Approaches North 27th Avenue / Thomas Drive Approaches All-Red Clearance Interval, AR =1.34 All-Red Clearance Interval, AR =2.50 Rounded to Nearest Tenth of a Second =6.3 Rounded to Nearest Tenth of a Second =6.5 All-Red Clearance Interval 6.27Yellow + All-Red Clearance Interval, YAR =Yellow + All-Red Clearance Interval, YAR =6.46 25 Baxter Lane Approaches North 27th Avenue / Thomas Drive Approaches 40 112 25 108 YAR =1.0 10.0 Total Vehicular Clearance Interval Page 2 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Mitigation - 2027 Background\Signal-Timing-Eval_Baxter-Ln+N-27th-Ave 7/28/2022 Major Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Source: United States Department of Transportation - Federal Highway Administration, Signal Timing Manual (June 2008) sec sec sec sec PC = WC / VP where: Pedestrian Clearance Time (sec) Width of Crossing - Curb to Curb (ft) Pedestrian Walking Speed (ft/sec)Design Pedestrian Walking Speed, VP =ft/sec ft ft ssec sec GMAX = (DHV·C) / (1200·n)+1 where: Maximum Green Interval Duration (sec) n =Number of Lanes Served by Subject Phase DHV = Design Hourly Volume Served by Subject Phase (veh / hr) Cycle Length (sec) DHV = veh/hr C = sec n = DHV = veh/hr C = sec n = sec sec sec sec North 27th Avenue / Thomas Drive 25 mph Minimum Green Interval Duration Minimum Green to Satisfy Drive Expectancy Pedestrian Walk Interval Traffic Signal Timing Evaluation Analysis Case:2027 Total Traffic Conditions | Weekday, PM Peak Hour Baxter Lane 40 mph Major Arterial (Speed Limit d 40 mph)7 to 15 seconds Typical pedestrian volume and longer cycle length 7 to 10 seconds Minor Arterial 4 to 10 seconds Typical pedestrian volume and shorter cycle length 7 seconds Signal Phase Type Facility Type Minimum Green Needed to Satisfy Driver Expectancy (Ge)Conditions Walk Interval Duration (PW) Through Movements Major Arterial (Speed Limit > 40 mph)10 to 15 seconds High pedestrian volume areas (e.g., schools, central business districts, sports venues, etc.) 10 to 15 seconds Collector, Local, Driveway 2 to 10 seconds Negligible pedestrian volume 4 seconds Left Turns Any 2 to 5 seconds Conditions where older pedestrians are present Distance to center of road divided by 3.0 feet per second Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC =WC = VP =3.5 Baxter Lane North 27th Avenue / Thomas Drive Selected Minimum Green Interval Durations for Intersection Based on Driver Expectancy Selected Pedestrian Walk Interval Baxter Lane:12 7 North 27th Avenue / Thomas Drive:7 7 Calculated Pedestrian Clearance Interval, PC =17.71 Calculated Pedestrian Clearance Interval, PC =15.43 Maximum Green Interval Duration GMAX = Pedestrian Crossing of North 27th Avenue / Thomas Drive Pedestrian Crossing of Baxter Lane Width of Crossing - Curb to Curb, WC =62 Width of Crossing - Curb to Curb, WC =54 Calculated Maximum Green Interval Duration, G MAX =34.77 Calculated Maximum Green Interval Duration, G MAX =10.06 Rounded to Nearest Tenth of a Second =34.8 Rounded to Nearest Tenth of a Second = C = Baxter Lane Critical Movement North 27th Avenue / Thomas Drive Critical Movement 522 80 1 151 80 1 10.1 Page 3 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Mitigation - 2027 Background\Signal-Timing-Eval_Baxter-Ln+N-27th-Ave 7/28/2022 Major Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit:North 27th Avenue / Thomas Drive 25 mph Traffic Signal Timing Evaluation Analysis Case:2027 Total Traffic Conditions | Weekday, PM Peak Hour Baxter Lane 40 mph YAR = t + V/2d + (W + L) / V where: Yellow + All-Red Interval (sec) t = Perception-Reaction Time (sec)=sec V = Approach Speed (ft/sec) d =Deceleration Rate (ft/sec2)=ft/sec2 W = Width of Intersection (ft) L = Length of Vehicle (ft)=ft V = mph = ft/sec W = ft V = mph = ft/sec W = ft sec sec sec sec AR = [ (W + L) / V ] - 1 where: All-Red Clearance Interval (sec) - Use maximum of 2.50 seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. sec sec sec sec Y = YAR - AR where: Y = Yellow Phase Change Interval (sec) sec sec ssec sec Baxter Lane Approaches North 27th Avenue / Thomas Drive Approaches 40 58.67 112 25 36.67 108 Total Vehicular Clearance Interval YAR =1.0 10.0 25 All-Red Clearance Interval AR = Baxter Lane Approaches North 27th Avenue / Thomas Drive Approaches All-Red Clearance Interval, AR =1.34 All-Red Clearance Interval, AR =2.50 Yellow + All-Red Clearance Interval, YAR =6.27 Yellow + All-Red Clearance Interval, YAR =6.46 Rounded to Nearest Tenth of a Second =6.3 Rounded to Nearest Tenth of a Second =6.5 Yellow Phase Change Interval, Y =4.93 Yellow Phase Change Interval, Y =3.96 Rounded to Nearest Tenth of a Second =4.9 Rounded to Nearest Tenth of a Second =4.0 Rounded to Nearest Tenth of a Second =1.3 Rounded to Nearest Tenth of a Second =2.5 Yellow Phase Change Interval Baxter Lane Approaches North 27th Avenue / Thomas Drive Approaches Page 4 of 4 F:\E5 Engineering PLLC\Projects\22-0107 - N 27th + Tschache TIS\Traffic Capacity & LOS Analyses\Mitigation - 2027 Background\Signal-Timing-Eval_Baxter-Ln+N-27th-Ave 7/28/2022 North 27th & Tschache Development TIS 07/28/22 Mitigation Analyses - Estimated 2027 Background Traffic 21:19:05 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Baxter & 27th V/C 0.567 (Critical V/C 0.586) Control Delay 12.9 Level of Service B+ Sq 11 Phase 1 Phase 2 **/** North Cmax=Gmax= 33.7"Gmax= 33.7" 80"Gavg= 16.0"Gavg= 19.9" Cavg=Y+Rc= 6.5"Y+Rc= 6.2" 49" Gmax= 33.7"Gmax= 33.7" Gavg= 16.0"Gavg= 19.9" Y+Rc= 6.5"Y+Rc= 6.2" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 11.5 B+ R+ T+ L 12/1 0.421 0.326 1587 628 70 0.111 11.5 B+20 ft 16.0"19.9" 16.0"19.9" NB Approach 12.4 B+ R+ T+ L 14/1 0.421 0.326 1579 617 172 0.279 12.4 *B+54 ft WB Approach 11.9 B+ R+ T 12/1 0.421 0.407 1817 745 358 0.480 10.9 B+103 ft L 13/1 0.421 0.407 823 252 44 0.175 19.8 B 20 ft EB Approach 14.0 B+ R+ T 12/1 0.421 0.407 1819 746 591 0.792 14.0 *B+185 ft L 13/1 0.421 0.407 946 399 6 0.015 13.2 B+2ft North 27th & Tschache Development TIS 07/28/22 Mitigation Analyses - Estimated 2027 Background Traffic 21:20:41 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Baxter & 27th V/C 0.553 (Critical V/C 0.515) Control Delay 12.3 Level of Service B+ Sq 11 Phase 1 Phase 2 **/** North Cmax=Gmax= 33.7"Gmax= 33.7" 80"Gavg= 14.9"Gavg= 19.8" Cavg=Y+Rc= 6.5"Y+Rc= 6.2" 47" Gmax= 33.7"Gmax= 33.7" Gavg= 14.9"Gavg= 19.8" Y+Rc= 6.5"Y+Rc= 6.2" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 11.4 B+ R+ T+ L 12/1 0.421 0.318 1517 596 34 0.057 11.4 B+10 ft 14.9"19.8" 14.9"19.8" NB Approach 12.2 B+ R+ T+ L 14/1 0.421 0.318 1618 614 141 0.230 12.2 *B+43 ft WB Approach 13.0 B+ R+ T 12/1 0.421 0.421 1840 767 531 0.692 12.2 B+152 ft L 13/1 0.421 0.421 956 363 119 0.328 16.8 B 46 ft EB Approach 11.5 B+ R+ T 12/1 0.421 0.421 1829 763 460 0.603 11.3 *B+130 ft L 13/1 0.421 0.421 922 318 14 0.044 16.2 B 5ft North 27th & Tschache Development TIS 07/28/22 Mitigation Analyses - Estimated 2027 Total Traffic 21:22:10 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Baxter & 27th V/C 0.571 (Critical V/C 0.602) Control Delay 13.1 Level of Service B+ Sq 11 Phase 1 Phase 2 **/** North Cmax=Gmax= 33.7"Gmax= 33.7" 80"Gavg= 16.3"Gavg= 20.3" Cavg=Y+Rc= 6.5"Y+Rc= 6.2" 49" Gmax= 33.7"Gmax= 33.7" Gavg= 16.3"Gavg= 20.3" Y+Rc= 6.5"Y+Rc= 6.2" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 11.5 B+ R+ T+ L 12/1 0.421 0.333 1593 632 70 0.111 11.5 B+20 ft 16.3"20.3" 16.3"20.3" NB Approach 12.6 B+ R+ T+ L 14/1 0.421 0.333 1556 615 185 0.301 12.6 *B+60 ft WB Approach 12.0 B+ R+ T 12/1 0.421 0.415 1817 748 364 0.486 11.0 B+108 ft L 13/1 0.421 0.415 820 249 44 0.177 20.2 C+20 ft EB Approach 14.1 B+ R+ T 12/1 0.421 0.415 1817 749 595 0.795 14.2 *B+189 ft L 13/1 0.421 0.415 941 395 6 0.015 13.4 B+2ft North 27th & Tschache Development TIS 07/28/22 Mitigation Analyses - Estimated 2027 Total Traffic 21:23:32 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Baxter & 27th V/C 0.556 (Critical V/C 0.520) Control Delay 12.5 Level of Service B+ Sq 11 Phase 1 Phase 2 **/** North Cmax=Gmax= 33.7"Gmax= 33.7" 80"Gavg= 15.3"Gavg= 20.5" Cavg=Y+Rc= 6.5"Y+Rc= 6.2" 48" Gmax= 33.7"Gmax= 33.7" Gavg= 15.3"Gavg= 20.5" Y+Rc= 6.5"Y+Rc= 6.2" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 11.6 B+ R+ T+ L 12/1 0.421 0.319 1512 593 34 0.057 11.6 B+10 ft 15.3"20.5" 15.3"20.5" NB Approach 12.6 B+ R+ T+ L 14/1 0.421 0.319 1590 606 147 0.243 12.6 *B+46 ft WB Approach 13.1 B+ R+ T 12/1 0.421 0.427 1840 777 533 0.686 12.2 B+155 ft L 13/1 0.421 0.427 944 356 119 0.334 17.3 B 48 ft EB Approach 11.7 B+ R+ T 12/1 0.421 0.427 1822 769 473 0.615 11.5 *B+136 ft L 13/1 0.421 0.427 920 321 14 0.044 16.3 B 5ft North 27th & Tschache Development TIS 07/28/22 Mitigation Analyses - Estimated 2042 Total Traffic 21:24:52 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Baxter & 27th V/C 0.720 (Critical V/C 0.807) Control Delay 22.9 Level of Service C+ Sq 11 Phase 1 Phase 2 **/** North Cmax=Gmax= 33.7"Gmax= 33.7" 80"Gavg= 17.4"Gavg= 33.7" Cavg=Y+Rc= 6.5"Y+Rc= 6.2" 64" Gmax= 33.7"Gmax= 33.7" Gavg= 17.4"Gavg= 33.7" Y+Rc= 6.5"Y+Rc= 6.2" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 17.7 B R+ T+ L 12/1 0.421 0.272 1572 511 75 0.147 17.7 B 35 ft 17.4"33.7" 17.4"33.7" NB Approach 20.1 C+ R+ T+ L 14/1 0.421 0.272 1549 500 231 0.462 20.1 *C+123 ft WB Approach 13.0 B+ R+ T 12/1 0.421 0.526 1819 960 564 0.588 11.1 B+186 ft L 13/1 0.421 0.526 613 150 56 0.373 31.7 C 40 ft EB Approach 30.8 C R+ T 12/1 0.421 0.526 1824 962 907 0.942 30.9 *C 475 ft L 13/1 0.421 0.526 782 360 6 0.017 15.1 B 3ft North 27th & Tschache Development TIS 07/28/22 Mitigation Analyses - Estimated 2042 Total Traffic 21:25:46 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Baxter & 27th V/C 0.711 (Critical V/C 0.698) Control Delay 17.7 Level of Service B Sq 11 Phase 1 Phase 2 **/** North Cmax=Gmax= 33.7"Gmax= 33.7" 80"Gavg= 17.0"Gavg= 33.6" Cavg=Y+Rc= 6.5"Y+Rc= 6.2" 63" Gmax= 33.7"Gmax= 33.7" Gavg= 17.0"Gavg= 33.6" Y+Rc= 6.5"Y+Rc= 6.2" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 17.4 B R+ T+ L 12/1 0.421 0.270 1539 501 37 0.074 17.4 B 17 ft 17.0"33.6" 17.0"33.6" NB Approach 19.3 B R+ T+ L 14/1 0.421 0.270 1578 503 183 0.364 19.3 *B 94 ft WB Approach 19.6 B R+ T 12/1 0.421 0.534 1846 980 815 0.832 18.5 B 330 ft L 13/1 0.421 0.534 749 281 148 0.527 25.3 C+94 ft EB Approach 14.8 B+ R+ T 12/1 0.421 0.534 1827 970 724 0.746 14.6 *B+264 ft L 13/1 0.421 0.534 708 227 15 0.066 22.9 C+8ft North 27th & Tschache Development TIS 07/28/22 2027 Estimated Background Traffic Mitigation 21:28:42 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.615 (Critical V/C 0.574) Control Delay 20.1 Level of Service C+ Sq 41 Phase 1 Phase 2 Phase 3 **/** North m Cmax=Gmax= 11.3"Gmax= 51.3"Gmax= 33.5" 115"Gavg= 9.7"Gavg= 34.5"Gavg= 29.5" Cavg=Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" 93" Gmax= 11.3"Gmax= 51.3"Gmax= 33.5" Gavg= 8.3"Gavg= 35.9"Gavg= 29.5" Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 23.5 C+ R 11/1 1284 478 33 0.069 11.5 B+16 ft 9.7"34.5"29.5" 8.3"35.9"29.5" T 24/2 0.446 0.371 3492 1301 1141 0.877 24.3 *C+274 ft L 13/1 0.098 0.089 1688 431 52 0.121 13.3 *B+26 ft NB Approach 13.2 B+ R 11/1 1535 594 47 0.079 10.5 B+18 ft T 24/2 0.446 0.386 3413 1322 657 0.497 13.1 B+134 ft L 13/1 0.098 0.104 1815 316 76 0.241 16.2 B 36 ft WB Approach 24.9 C+ R+ T 11/1 0.291 0.317 1539 490 39 0.080 22.2 C+28 ft L 12/1 0.291 0.317 1112 358 46 0.128 27.2 C+38 ft EB Approach 24.0 C+ R+ T 11/1 0.291 0.317 1598 508 141 0.277 23.8 *C+104 ft L 12/1 0.291 0.317 1231 448 76 0.170 24.3 C+59 ft North 27th & Tschache Development TIS 07/28/22 2027 Estimated Background Traffic Mitigation 21:30:15 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.736 (Critical V/C 0.768) Control Delay 24.6 Level of Service C+ Sq 41 Phase 1 Phase 2 Phase 3 **/** North m Cmax=Gmax= 11.3"Gmax= 46.8"Gmax= 32.9" 110"Gavg= 10.9"Gavg= 41.9"Gavg= 31.1" Cavg=Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" 103" Gmax= 11.3"Gmax= 46.8"Gmax= 32.9" Gavg= 10.3"Gavg= 42.5"Gavg= 31.1" Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 18.2 B R 11/1 1477 601 55 0.092 10.3 B+22 ft 10.9"41.9"31.1" 10.3"42.5"31.1" T 24/2 0.426 0.406 3564 1451 1170 0.806 18.5 B 241 ft L 13/1 0.102 0.100 1867 286 85 0.297 19.1 *B 42 ft NB Approach 25.4 C+ R 11/1 1563 646 73 0.113 10.0 A 27 ft T 24/2 0.426 0.413 3543 1464 1368 0.934 27.1 *C+344 ft L 13/1 0.102 0.106 1845 348 121 0.348 15.8 B 60 ft WB Approach 31.5 C R+ T 11/1 0.299 0.302 1677 507 225 0.444 29.4 C 180 ft L 12/1 0.299 0.302 1252 363 147 0.405 34.8 C 137 ft EB Approach 37.8 D+ R+ T 11/1 0.299 0.302 1644 497 147 0.296 27.7 C 124 ft L 12/1 0.299 0.302 1110 285 194 0.680 45.5 *D 206 ft North 27th & Tschache Development TIS 07/28/22 2027 Estimated Total Traffic Mitigation 21:32:18 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.611 (Critical V/C 0.593) Control Delay 20.2 Level of Service C+ Sq 41 Phase 1 Phase 2 Phase 3 **/** North m Cmax=Gmax= 11.3"Gmax= 51.3"Gmax= 33.5" 115"Gavg= 10.0"Gavg= 34.7"Gavg= 29.5" Cavg=Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" 93" Gmax= 11.3"Gmax= 51.3"Gmax= 33.5" Gavg= 8.3"Gavg= 36.3"Gavg= 29.5" Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 23.6 C+ R 11/1 1255 467 37 0.079 11.6 B+18 ft 10.0"34.7"29.5" 8.3"36.3"29.5" T 24/2 0.446 0.373 3492 1300 1141 0.877 24.5 *C+276 ft L 13/1 0.098 0.089 1688 433 52 0.120 13.4 *B+27 ft NB Approach 13.1 B+ R 11/1 1498 584 47 0.080 10.4 B+18 ft T 24/2 0.446 0.391 3413 1331 657 0.493 12.9 B+133 ft L 13/1 0.098 0.107 1815 320 84 0.262 16.2 B 40 ft WB Approach 25.5 C+ R+ T 11/1 0.291 0.317 1540 487 39 0.080 22.4 C+28 ft L 12/1 0.291 0.317 1095 342 46 0.135 28.1 C 39 ft EB Approach 24.6 C+ R+ T 11/1 0.291 0.317 1593 504 158 0.313 24.4 *C+118 ft L 12/1 0.291 0.317 1237 447 88 0.197 24.8 C+70 ft North 27th & Tschache Development TIS 07/28/22 2027 Estimated Total Traffic Mitigation 21:33:20 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 6 - N 19th Ave & Tschache Ln V/C 0.737 (Critical V/C 0.781) Control Delay 25.3 Level of Service C+ Sq 41 Phase 1 Phase 2 Phase 3 **/** North m Cmax=Gmax= 11.3"Gmax= 46.8"Gmax= 32.9" 110"Gavg= 11.0"Gavg= 42.3"Gavg= 32.2" Cavg=Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" 104" Gmax= 11.3"Gmax= 46.8"Gmax= 32.9" Gavg= 10.3"Gavg= 43.0"Gavg= 32.2" Y+Rc= 4.9"Y+Rc= 6.2"Y+Rc= 7.9" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 18.8 B R 11/1 1473 596 65 0.109 10.7 B+27 ft 11.0"42.3"32.2" 10.3"43.0"32.2" T 24/2 0.426 0.407 3564 1443 1170 0.811 19.1 B 247 ft L 13/1 0.102 0.099 1867 281 85 0.303 19.7 *B 43 ft NB Approach 26.3 C+ R 11/1 1553 639 73 0.114 10.3 B+28 ft T 24/2 0.426 0.414 3543 1458 1368 0.938 28.0 *C 359 ft L 13/1 0.102 0.106 1843 342 130 0.380 16.5 B 67 ft WB Approach 31.6 C R+ T 11/1 0.299 0.309 1681 518 229 0.442 29.4 C 185 ft L 12/1 0.299 0.309 1243 362 147 0.406 35.1 D+139 ft EB Approach 38.8 D+ R+ T 11/1 0.299 0.309 1646 507 155 0.306 27.9 C 130 ft L 12/1 0.299 0.309 1106 289 201 0.696 47.3 *D 218 ft Appendix F SensitivityAnalyses HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 25th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Sensitivity Eval +400% 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 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)0 590 4 32 347 0 20 0 112 0 0 0 Percent Heavy Vehicles (%)0 3 3 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 7.13 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 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 37 153 0 Capacity, c (veh/h)1166 898 351 0 v/c Ratio 0.00 0.04 0.44 95% Queue Length, Qࢮࢪ (veh)0.0 0.1 2.1 Control Delay (s/veh)8.1 9.2 22.9 Level of Service (LOS)A A C Approach Delay (s/veh)0.0 0.8 22.9 Approach LOS A A C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:33:49 PM07_Baxter+25th_AM_2027-Total-Sensitivity.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Baxter Ln & N 25th Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Baxter Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Sensitivity Eval +400% 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 1 0 0 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume (veh/h)0 504 16 89 635 0 8 0 56 0 0 0 Percent Heavy Vehicles (%)0 3 3 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 7.13 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 3.53 4.00 3.33 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 97 70 0 Capacity, c (veh/h)914 1000 342 0 v/c Ratio 0.00 0.10 0.20 95% Queue Length, Qࢮࢪ (veh)0.0 0.3 0.7 Control Delay (s/veh)8.9 9.0 18.2 Level of Service (LOS)A A C Approach Delay (s/veh)0.0 1.1 18.2 Approach LOS A A C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:34:33 PM07_Baxter+25th_PM_2027-Total-Sensitivity.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Sensitivity Eval +400% Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)40 4 8 57 42 18 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)52 9 Capacity, c (veh/h)851 1524 v/c Ratio 0.06 0.01 95% Queue Length, Qࢮࢪ (veh)0.2 0.0 Control Delay (s/veh)9.5 7.4 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)9.5 0.9 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:32:31 PM08_25th+Trade-Wind_AM_2027-Total-Sensitivity.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Trade Wind Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Trade Wind Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Sensitivity Eval +400% Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)27 4 4 45 53 32 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)36 5 Capacity, c (veh/h)859 1486 v/c Ratio 0.04 0.00 95% Queue Length, Qࢮࢪ (veh)0.1 0.0 Control Delay (s/veh)9.4 7.4 0.0 Level of Service (LOS)A A A Approach Delay (s/veh)9.4 0.6 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:33:11 PM08_25th+Trade-Wind_PM_2027-Total-Sensitivity.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Sensitivity Eval +400% 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)40 3 34 4 6 3 13 21 4 2 53 12 Percent Heavy Vehicles (%)3 3 3 3 3 3 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)7.13 6.53 6.23 7.13 6.53 6.23 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)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)91 15 15 2 Capacity, c (veh/h)862 794 1500 1560 v/c Ratio 0.11 0.02 0.01 0.00 95% Queue Length, Qࢮࢪ (veh)0.4 0.1 0.0 0.0 Control Delay (s/veh)9.7 9.6 7.4 0.1 0.1 7.3 0.0 0.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)9.7 9.6 2.6 0.2 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:29:48 PM09_25th+Turbulence_AM_2027-Total-Sensitivity.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection N 25th & Turbulence Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 5/10/2022 East/West Street Turbulence Lane Analysis Year 2027 North/South Street North 25th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description N 27th & Tschache TIS | Sensitivity Eval +400% 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)22 6 18 4 3 2 26 41 4 3 29 33 Percent Heavy Vehicles (%)3 3 3 3 3 3 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)7.13 6.53 6.23 7.13 6.53 6.23 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)3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)54 11 31 4 Capacity, c (veh/h)816 759 1504 1530 v/c Ratio 0.07 0.01 0.02 0.00 95% Queue Length, Qࢮࢪ (veh)0.2 0.0 0.1 0.0 Control Delay (s/veh)9.7 9.8 7.4 0.2 0.2 7.4 0.0 0.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)9.7 9.8 2.8 0.4 Approach LOS A A A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 7/28/2022 10:31:52 PM09_25th+Turbulence_PM_2027-Total-Sensitivity.xtw 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com