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Home My WebLink About012 - Appendix K - Traffic Impact Study MEADOW BRIDGE NEIGHBORHOOD TRAFFIC IMPACT STUDY Prepared For Meadow Bridge, LLC FEBRUARY 2025 Bozeman, Gallatin County, Montana Traffic Impact Study MEADOW BRIDGE NEIGHBORHOOD Bozeman, Gallatin County, Montana Prepared For Meadow Bridge, LLC February 2025 Project No. 24-0109 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com PTOE Certification – 2020 Table of Contents | i Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Table of Contents Executive Summary 1 Purpose of Report & Study Objectives .............. 1 Study Area ..................................................... 1 Location & Land Use ....................................... 1 Study Area Intersections & Traffic Volumes ...... 1 Proposed Development ................................... 2 Projected Traffic Volumes ............................... 2 Through Traffic Projections .............................. 2 Total Traffic Projections ................................... 3 Transportation Analyses.................................. 3 Existing Conditions ......................................... 3 Operations ............................................ 3 Safety .................................................... 3 Projected Traffic .............................................. 3 Operations ............................................ 3 Conclusions & Recommendations.................... 3 Study Area Intersections.................................. 3 Site Circulation ............................................... 3 Alternative Modes of Transportation ................ 4 Pedestrians & Bicyclists ...................... 4 Transit Service ..................................... 4 Improvements & Traffic Control Guidance ........ 4 Proposed Study Area Development 5 Proposed Development Plan ............................ 5 Traffic Impact Analysis Horizon ........................ 5 Transportation Elements of the Proposed Development ................................... 5 Trip Generation ............................................... 5 Trip Distribution .............................................. 8 Traffic Assignment .......................................... 8 Pedestrians & Bicyclists .................................. 8 Transit Service ................................................ 8 Existing Conditions 8 Study Area Land Use ...................................... 8 Study Area Intersections............................... 13 Alternative Modes of Transportation .............. 15 Pedestrians & Bicyclists ................................ 15 Transit .......................................................... 15 Traffic Volumes ............................................ 15 Count Locations & Data ................................ 15 Safety ......................................................... 19 Projected Traffic 19 Through Traffic Projections ........................... 19 Background Development ............................. 19 Growth Rate Projections ................................ 20 Projected Through Traffic Volumes ................. 20 Total Traffic Projections ................................ 27 Transportation Analyses 27 Analysis Scenarios ....................................... 27 Analysis Methodologies ................................ 27 Operations .................................................... 27 Unsignalized Intersections ................ 31 Signalized Intersections .................... 31 ii | Table of Contents Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Assessment of Impacts 35 Traffic Operations ........................................ 35 Safety ......................................................... 35 Alternative Modes of Transportation .............. 35 Existing Conditions ....................................... 35 Proposed Development ................................. 35 Pedestrians & Bicyclists .................... 35 Transit Service ................................... 35 Compliance with Applicable Local Codes ........ 35 Conclusions & Recommendations 36 Study Area Intersections ............................... 36 Site Circulation ............................................ 36 Alternative Modes of Transportation .............. 36 Pedestrians & Bicyclists ................................ 36 Transit Service .............................................. 36 Improvements & Traffic Control Guidance ...... 36 References 37 Appendices Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix B Traffic Count Data Appendix C Trip Generation Analyses Appendix D Average Annual Growth Rate (AAGR) Analyses for Vehicular Traffic Appendix E Capacity & Level of Service Analyses E-1: Intersection Operations Summaries E-2: 2024 Existing Conditions E-3: 2030 Background Traffic E-4: 2030 Estimated Total Traffic List of Tables & Figures | iii Traffic Impact Study – Meadow Bridge Neighborhood February 2025 List of Tables Table 1: Estimated Project Trip Generation ......................................................................................................................... 5 Table 2: Study Area Intersections Existing Characteristics .............................................................................................. 13 Table 3: Missing Sidewalk Sections in Study Area ........................................................................................................... 15 Table 4: Estimated Average Annual Growth Rates ........................................................................................................... 20 Table A-1: Level of Service Criteria for Stop-Controlled Intersections ............................................................................. A-1 Table A-2: Level of Service Criteria for Signalized Intersections ...................................................................................... A-2 iv | List of Tables & Figures Traffic Impact Study – Meadow Bridge Neighborhood February 2025 List of Figures Figure 1: Development Location & Study Area .................................................................................................................... 6 Figure 2: Proposed Subdivision Layout ................................................................................................................................ 7 Figure 3: Estimated Primary Trip Distribution ...................................................................................................................... 9 Figure 4: Estimated Subdivision Traffic Assignment – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 10 Figure 5: Estimated Subdivision Traffic Assignment – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 11 Figure 6: Subdivision Traffic Assignment | Estimated Average Weekday Traffic (EAWT) Volumes ............................... 12 Figure 7: 2024 Existing Traffic Volumes – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 16 Figure 8: 2024 Existing Traffic Volumes – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 17 Figure 9: 2024 Existing Traffic Volumes | Estimated Average Weekday Traffic (EAWT) ............................................... 18 Figure 10: Estimated 2024 – 2030 Traffic Growth & Redistribution Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 21 Figure 11: Estimated 2024 – 2030 Traffic Growth & Redistribution Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 22 Figure 12: Estimated 2024 – 2030 Traffic Growth & Redistribution Volumes | Estimated Average Weekday Traffic (EAWT) ..................................................................................................................... 23 Figure 13: Estimated 2030 Background Traffic – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 24 Figure 14: Estimated 2030 Background Traffic – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 25 Figure 15: Estimated 2030 Background Traffic Volumes | Estimated Average Weekday Traffic (EAWT) .................... 26 Figure 16: Estimated 2030 Total Traffic – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 28 Figure 17: Estimated 2030 Background Traffic – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes ................................................................. 29 Figure 18: Estimated 2030 Total Traffic Volumes | Estimated Average Weekday Traffic (EAWT) ................................ 30 Figure 19: Traffic Operations Summary for 2024 Existing Conditions ............................................................................ 32 Figure 20: Traffic Operations Summary for Estimated 2030 Background Traffic .......................................................... 33 Figure 21: Traffic Operations Summary for Estimated 2030 Total Traffic ...................................................................... 34 Figure A-1: Control Delay and Flow Rate ........................................................................................................................... A-1 1 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 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 Meadow Bridge Neighborhood 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. ▪ Evaluate proposed site access operations and interaction with adjacent development accesses. ▪ Determine any street, access, bicycle, and pedestrian modifications and/or improvements that will be necessary to effectively accommodate and mitigate future conditions. Study Area Location & Land Use The proposed Meadow Bridge Neighborhood development is vacant land located on 25.22 acres of a portion of Certificate of Survey No. 2286 (COS 2286) less Meadow Creek Subdivision, Phase 1. The project is bounded by South 23rd Avenue to the east, Blackwood Road to the south, existing residential lots and Parkway Avenue to the west, and Enterprise Boulevard to the north. The area offers a mixture of moderate density residential uses and agricultural lands. Study Area Intersections & Traffic Volumes Current vehicle, pedestrian, and bicycle conditions within the study area, peak period traffic, pedestrian, and bicycle counts conducted by E5 Engineering, PLLC were utilized for the study area intersections based on averages taken for two weekdays at each location for September 10 and 11, 2024 (Tuesday and Wednesday). The 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 showed that the peak hours occurred between 7:45 and 8:45 a.m. and 5:00 and 6:00 p.m. The count data were not adjusted for seasonal or daily variations to account for variations that may occur throughout the year from when the counts were taken. Seasonal and daily adjustment factors available through MDT would result in reductions to observed counts; therefore, no adjustments were made to maintain a level of conservatism to the analyses herein. The intersections evaluated included the following: ▪ South 19th Avenue & Blackwood Road ▪ Blackwood Road & South 23rd Avenue ▪ Blackwood Road & Parkway Avenue ▪ Blackwood Road & South 27th Avenue ▪ South 27th Avenue & Kurk Drive ▪ West Graf Street & South 27th Avenue ▪ West Graf Street & Enterprise Boulevard ▪ South 19th Avenue & West Graf Street 2 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Alternative Modes of Transportation There are sidewalks available for pedestrians, as previously noted, within the study area on each side of roadways apart from some missing segments primarily adjacent to undeveloped areas along limited portions of South 19th Avenue, Blackwood Road, South 27th Avenue, West Graf Street, and South 23rd Avenue. As noted previously, designated bicycle lanes are currently included on South 27th Avenue and West Graf Street. They are also present on South 19th Avenue north of West Graf Street. Shoulders on South 19th Avenue south of West Graf Street to Blackwood Road may also function as usable bike lanes. Streamline does not currently have any routes in the vicinity of the proposed Meadow Bridge Neighborhood. This may change in the future with growth in the area, increased transit utilization, changes to routes based on population or activity centers, and maintaining system reliability. Proposed Development The proposed Meadow Bridge Neighborhood development has been evaluated based on the following: ▪ The proposed development includes 45 residential lots with 22 of those lots potentially accommodating accessory dwelling units (ADUs) for a total of 67 potential dwelling units. ▪ 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 based on the single-family detached housing land use (ITE Land Use Code 210) with a general urban/suburban setting or location and proposed number of dwelling units as the independent variable. ▪ The proposed project is estimated to generate a total of 698 average weekday vehicle trips and 52 vehicle trips during the weekday, AM peak hour plus 68 during the weekday, PM peak hour. ▪ Pedestrian and/or bicyclist-related trips are anticipated to comprise a portion of trips with the proposed development. ▪ Sidewalk connections are proposed within the proposed Meadow Bridge Neighborhood in accordance with City of Bozeman standards. Incorporated pedestrian facilities would link to existing available features within the surrounding Meadow Creek Subdivision development. ▪ Pedestrian and bicyclist connectivity to the sidewalks and trail network adjacent to the SPH West Side Clinic site is to be maintained with the proposed renovation project. No specific improvements are currently proposed with the project. ▪ Potential traffic impacts associated with the proposed Meadow Bridge Neighborhood have been evaluated through the year 2030 as a part of this study, anticipating full buildout, occupancy, and utilization of the development. Projected Traffic Volumes Through Traffic Projections Estimated through traffic (background traffic) projections for the 2030 analysis year utilized a combination of the build-up method, considering background traffic growth due to approved or anticipated to be approved developments in the study area, plus the trends or growth rate method. 3 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Total Traffic Projections Estimated 2030 total traffic volumes include the combination of background traffic volumes with those projected for the proposed Meadow Bridge Neighborhood. Transportation Analyses Existing Conditions Operations Capacity and level of service (LOS) analyses were performed for the study area intersections to evaluate existing traffic and non-motorized user conditions based on existing traffic control and intersection geometry. The analyses found that the intersections are currently operating within acceptable levels of service (LOS C or better). Safety A significant crash experience trend was not identified at any of the study area intersections. Projected Traffic Operations No substandard traffic operations or other transportation related impacts were identified through the year 2030 analyses for estimated background or total traffic conditions at any of the study area intersections. Each of the study area intersections is currently operating within acceptable levels of service and are projected to continue to do so with development generated traffic from the proposed Meadow Bridge Neighborhood project. Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed Meadow Bridge Neighborhood development will have minimal impact on the area traffic operations. As with any development, there will be an increase in traffic volumes with the buildout of the proposed project. Residents in Meadow Creek Subdivision are likely to note an increase in traffic volumes in the study area that can be managed with existing intersection traffic control in-place along the corridor. Based on the analyses included herein, the following are recommended as appropriate: Study Area Intersections No substandard traffic operations or other transportation related impacts were identified through the year 2030 analyses for estimated non-site or total traffic conditions at any of the study area intersections. Site Circulation ▪ Internal roadways and intersections should be designed for the appropriate vehicles, including emergency and solid waste vehicles as well as buses, as necessary. ▪ Adequate sight distance must be preserved at internal intersections and crosswalks for driver, pedestrian, and bicyclist safety in accordance with City of Bozeman and AASHTO standards. 4 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Alternative Modes of Transportation Pedestrians & Bicyclists The proposed sidewalk and pathway connections within the proposed Meadow Bridge Neighborhood development will allow for circulation within the development and provide ties to the existing network within Meadow Creek Subdivision. Transit Service No specific additional improvements for transit service features are proposed within the Meadow Bridge Neighborhood development. Improvements & Traffic Control Guidance Development improvements should be installed in accordance with City of Bozeman requirements, the most current editions of the Montana Public Works Standard Specifications, Gallatin County transportation standards, and the Manual on Uniform Traffic Control Devices. 5 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Proposed Study Area Development Proposed Development Plan The proposed Meadow Bridge Neighborhood to be developed includes 45 residential lots with 22 of those lots potentially accommodating accessory dwelling units (ADUs) for a total of 67 potential dwelling units. The proposed project is to be located on 25.22 acres of a portion of Certificate of Survey No. 2286 (COS 2286) less Meadow Creek Subdivision, Phase 1 in the west half of the southeast quarter of Section 23, Township 2 South, Range 5 East of the Principal Meridian of Montana (W ½, SE ¼, Sec. 23, T2S, R5E, P.M.M.). The project is bounded by South 23rd Avenue to the east, Blackwood Road to the south, existing residential lots and Parkway Avenue to the west, and Enterprise Boulevard to the north. The site location and study area are shown in Figure 1 on the following page. The proposed site plan is shown in Figure 2 on page 7. Traffic Impact Analysis Horizon Potential traffic impacts associated with the proposed Meadow Bridge Neighborhood have been evaluated through the year 2030 as a part of this study, anticipating full buildout, occupancy, and utilization of the development. 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 the single-family detached housing land use (ITE Land Use Code 210) with a general urban/suburban setting or location and 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 698 average weekday vehicle trips and 52 vehicle trips during the weekday, AM peak hour plus 68 during the weekday, PM peak hour. Pedestrian and/or bicyclist-related trips may comprise a limited number of trips with the proposed development due to its location in relation to activity centers near the study area. The estimated vehicular trip generation for the proposed development is presented in Table 1 below and is provided in Appendix C. Table 1: Estimated Project Trip Generation Average Weekday Trip Ends Weekday, AM Peak Hour Trip Ends Weekday, PM Peak Hour Trip Ends Land Use ITE Code Quantity Enter Exit Total Enter Exit Total Enter Exit Total Total Estimated Vehicle Trip Ends 210 67 DU 349 349 698 13 39 52 43 25 68 DU = Dwelling Units 6 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 1: Development Location & Study Area 7 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 2: Proposed Subdivision Layout 8 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 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 the following page shows the estimated primary trip distribution for the proposed Meadow Bridge Neighborhood, which also does account for the future completion of Kurk Drive to Fowler Lane to the west of the development. 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 the following figures and on the noted pages: ▪ Figure 4: Estimated Subdivision Traffic Assignment – Intersections 1 through 4 Weekday, AM & PM Peak Hour Traffic Volumes – Page 10 ▪ Figure 5: Estimated Subdivision Traffic Assignment – Intersections 5 through 8 Weekday, AM & PM Peak Hour Traffic Volumes – Page 11 ▪ Figure 6: Subdivision Traffic Assignment Estimated Average Weekday Traffic (EAWT) Volumes – Page 12 Pedestrians & Bicyclists Sidewalk connections are proposed within the proposed Meadow Bridge Neighborhood in accordance with City of Bozeman standards. Incorporated pedestrian facilities would link to existing available features within the surrounding Meadow Creek Subdivision development. Transit Service As transit is not currently available nor is service to the immediate area known to be proposed in the future within the development period of the Meadow Bridge Neighborhood no specific improvements are currently proposed with the project. Existing Conditions Study Area Land Use Currently, the site of the proposed Meadow Bridge Neighborhood is vacant land located on 25.22 acres of a portion of Certificate of Survey No. 2286 (COS 2286) less Meadow Creek Subdivision, Phase 1. The project is bounded by South 23rd Avenue to the east, Blackwood Road to the south, existing residential lots and Parkway Avenue to the west, and Enterprise Boulevard to the north. The area offers a mixture of moderate density residential uses and agricultural lands. 9 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 3: Estimated Primary Trip Distribution 10 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 4: Estimated Subdivision Traffic Assignment – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes 11 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 5: Estimated Subdivision Traffic Assignment – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes 12 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 6: Subdivision Traffic Assignment | Estimated Average Weekday Traffic (EAWT) Volumes 13 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 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 below and on the following page. Table 2: Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 1 South 19th Avenue & Blackwood Road 2-Way (EB & WB) EB WB ✓ NB SB 2 Blackwood Road & South 23rd Avenue 1-Way (SB) EB WB SB 3 Blackwood Road & Parkway Avenue 1-Way (SB) EB WB NB 4 South 27th Avenue & Blackwood Road 1-Way (SB) EB WB SB EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound 14 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Table 2 (continued): Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 5 South 27th Avenue & Kurk Drive 2-Way (EB & WB) EB ✓ WB ✓ NB SB ✓ 6 West Graf Street & South 27th Avenue All-Way EB ✓ WB ✓ NB ✓ SB ✓ 7 West Graf Street & Enterprise Boulevard 1-Way (SB) EB WB NB SB 8 South 19th Avenue & West Graf Street EB ✓ WB ✓ NB ✓ SB ✓ EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound 15 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Alternative Modes of Transportation Pedestrians & Bicyclists There are sidewalks available within the study area on each side of roadways except as noted in Table 3 below. Table 3: Missing Sidewalk Sections in Study Area Roadway Segment Missing Sidewalk Section South 19th Avenue East side of roadway between Victoria Street and West Graf Street Blackwood Road South side of roadway North side of roadway between South 23rd Avenue and ±125 feet east of Parkway Avenue South 27th Avenue West side of roadway between Kurk Drive and West Graf Street West Graf Street North side of roadway between South 27th Avenue and ±315 feet west of Enterprise Boulevard North side of roadway between South 19th Avenue and ±315 feet to the west South side of roadway between South 19th Avenue and ±275 feet to the west South 23rd Avenue West Side of existing roadway between Blackwood Road and Kurk Drive Designated bicycle lanes are currently included on South 27th Avenue and West Graf Street. They are also present on South 19th Avenue north of West Graf Street. Shoulders on South 19th Avenue south of West Graf Street to Blackwood Road may also function as usable bike lanes. Transit Streamline currently provides transit service to Belgrade, Bozeman, Four Corners, Livingston, and Montana State University. Streamline does not currently have any routes in the vicinity of the proposed Meadow Bridge Neighborhood. This may change in the future with growth in the area, increased transit utilization, changes to routes based on population or activity centers, and maintaining system reliability. Traffic Volumes Count Locations & Data Current vehicle, pedestrian, and bicycle conditions within the study area, peak period traffic, pedestrian, and bicycle counts conducted by E5 Engineering, PLLC were utilized for the study area intersections based on averages taken for two weekdays at each location for September 10 and 11, 2024 (Tuesday and Wednesday). The 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 showed that the peak hours occurred between 7:45 and 8:45 a.m. and 5:00 and 6:00 p.m. The count data were not adjusted for seasonal or daily variations to account for variations that may occur throughout the year from when the counts were taken. Seasonal and daily adjustment factors available through MDT would result in reductions to observed counts; therefore, no adjustments were made to maintain a level of conservatism to the analyses herein. Summaries of the count data are shown in Figures 7 through 9 on the following pages and are provided in Appendix B. 16 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 7: 2024 Existing Traffic Volumes – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes 17 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 8: 2024 Existing Traffic Volumes – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes 18 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 9: 2024 Existing Traffic Volumes | Estimated Average Weekday Traffic (EAWT) 19 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Safety Traffic safety conditions were documented by reviewing the crash history of the study area intersections using data provided from the Montana Department of Transportation (MDT) crash database. Public crash information for the period 2019 through 2023, the most recent five years available, was reviewed. MDT reported one (1) crash within the study area over the five-year period at the intersection of West Graf Street and South 27th Avenue in 2021. 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 An estimate of non-site related traffic growth in the study area through the year 2030 is necessary to reflect potential impacts more accurately from the proposed Meadow Bridge Neighborhood. Three primary means are typically used to estimate growth of non-site generated traffic (background traffic growth), including the build-up method, the trends or growth rate method, and the use of transportation plans or models. This study utilized a combination of the build-up method and the trends or growth rate method. The build-up method considers background traffic growth due to approved or anticipated to be approved developments in the study area. The trends or growth rate method involves evaluating the historic traffic growth rates within a study area, assuming that those trends will remain approximately the same and continue in the future. Background Development Other known developments in the study area that are in various stages of development or review processes that may be completed within the evaluated 2030 analysis period of this study include the following: ▪ Nexus Point & Graf Apartments Data Source: Traffic Impact Study Report for Nexus Point & Graf Street Apartments prepared by Marvin & Associates (December 3, 2019). ▪ South Range Crossing (SRX) Data Source: South Range Crossing Subdivision Traffic Impact Study prepared by Sanderson Stewart (February 2023). ▪ Jarrett Subdivision Data Source: Jarrett Subdivision Traffic Impact Study prepared by Sanderson Stewart (March 2023). ▪ Blackwood Groves Data Source: Blackwood Groves Traffic Impact Study prepared by Abelin Traffic Services (January 2021) and the Blackwood Groves TIS Addendum (March 23, 2021) with intersection turning movement projections sourced from the Jarrett Subdivision Traffic Impact Study prepared by Sanderson Stewart. ▪ Buffalo Run Data Source: Traffic Impact Study Update – Buffalo Run prepared by E5 Engineering, PLLC (January 2022). Traffic growth within the study area due to known developments in the area is represented through available data from the above noted traffic impact studies. Traffic from other background developments is anticipated to be included in the traffic growth projections for future analysis years. 20 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Growth Rate Projections Average annual growth rates (AAGRs) for through traffic on South 19th Avenue were projected for the 2030 analysis year by reviewing historical trends from annual average daily traffic (AADT) volumes available through the Montana Department of Transportation (MDT). Five-year AAGR values were developed from the MDT data. Additionally, assumed AAGR values were utilized for portions of West Graf Street and South 27th Avenue in anticipation of continued development where data was not available through previously completed traffic impact studies or transportation plans. The AAGRs utilized as a part of this study are summarized Table 5 below. Table 4: Estimated Average Annual Growth Rates Roadway Segment Roadway Segment 5-Year AAGR South 19th Avenue Blackwood Road to West Graf Street 2.30% West Graf Street West of South 27th Avenue 5.00% Assumed Value for Analysis Purposes South 27th Avenue North of West Graf Street 5.00% Assumed Value for Analysis Purposes Projected Through Traffic Volumes With the completion of Blackwood Road between Parkway Avenue and South 23rd Avenue included with the proposed Meadow Bridge Neighborhood project; it is anticipated that there will be some limited redistribution of existing traffic on the local street network. This is reflected in the estimated 2030 through traffic volumes (background traffic). The estimated through traffic growth between 2024 and 2030 from the build-up and growth rate projections are shown in the following figures and on the noted pages: ▪ Figure 10: Estimated 2024 – 2030 Traffic Growth & Redistribution Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes – Page 21 ▪ Figure 11: Estimated 2024 – 2030 Traffic Growth & Redistribution Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes – Page 22 ▪ Figure 12: Estimated 2024 – 2030 Traffic Growth & Redistribution Volumes Estimated Average Weekday Traffic (EAWT) – Page 23 The estimated 2030 through traffic volumes (background volumes) from the build-up and growth rate projections are shown in the following figures and on the noted pages: ▪ Figure 13: Estimated 2030 Background Traffic – Intersections 1 through 4 Weekday, AM & PM Peak Hour Traffic Volumes – Page 24 ▪ Figure 14: Estimated 2030 Background Traffic – Intersections 5 through 8 Weekday, AM & PM Peak Hour Traffic Volumes – Page 25 ▪ Figure 15: Estimated 2030 Background Traffic | Estimated Average Weekday Traffic – Page 26 21 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 10: Estimated 2024 – 2030 Traffic Growth & Redistribution Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes 22 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 11: Estimated 2024 – 2030 Traffic Growth & Redistribution Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes 23 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 12: Estimated 2024 – 2030 Traffic Growth & Redistribution Volumes | Estimated Average Weekday Traffic (EAWT) 24 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 13: Estimated 2030 Background Traffic – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes 25 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 14: Estimated 2030 Background Traffic – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes 26 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 15: Estimated 2030 Background Traffic Volumes | Estimated Average Weekday Traffic (EAWT) 27 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Total Traffic Projections Estimated 2030 total traffic volumes include the combination of background traffic volumes with those projected for the proposed Meadow Bridge Neighborhood, which are shown in are shown in the following figures: ▪ Figure 16: Estimated 2030 Total Traffic – Intersections 1 through 4 Weekday, AM & PM Peak Hour Traffic Volumes – Page 28 ▪ Figure 17: Estimated 2030 Total Traffic – Intersections 5 through 8 Weekday, AM & PM Peak Hour Traffic Volumes – Page 29 ▪ Figure 18: Estimated 2030 Total Traffic | Estimated Average Weekday Traffic – Page 30 Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: ▪ Existing Conditions (2024) Consists of an operational analysis of September 2024 counts collected as part of this study. ▪ No Build Scenario – Estimated 2030 Background Traffic Volumes Consists of projected, non-site background traffic volumes resulting from build-up and applied AAGR values. ▪ Full Buildout Scenario – Estimated 2030 Total Traffic Volumes Consists of estimated 2030 background traffic volumes in combination with forecast traffic from the proposed Meadow Bridge Neighborhood. 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. 28 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 16: Estimated 2030 Total Traffic – Intersections 1 through 4 | Weekday, AM & PM Peak Hour Traffic Volumes 29 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 17: Estimated 2030 Background Traffic – Intersections 5 through 8 | Weekday, AM & PM Peak Hour Traffic Volumes 30 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 18: Estimated 2030 Total Traffic Volumes | Estimated Average Weekday Traffic (EAWT) 31 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Unsignalized Intersections The methodology used to determine the level of service for unsignalized intersections is based on Chapter 20 of the HCM for two-way stop controlled (TWSC) intersections and Chapter 21 for all-way stop controlled (AWSC) 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 8.4 developed and maintained by the McTrans Center at the University of Florida. The AWSC analyses were performed using HCS AWSC Version 8.4 also developed and maintained by the McTrans Center. The HCM methodology for evaluating TWSC intersections is based on gap acceptance and conflicting traffic for vehicles stopped on minor street approaches. The critical gap (or minimum acceptable gap) is defined as the minimum time interval in the major street traffic stream that allows entry for one minor street vehicle. Average control delay and LOS for the minor street approach(es) is/are reported. LOS is not defined by the HCM for the intersection because major street traffic volumes and operations may skew the results of the LOS analyses. The HCM methodology for evaluating AWSC intersections is based on the presence of traffic on each of the approaches or in the intersection, the presence of pedestrians and/or bicyclists, and the driver’s determination that it is their turn to proceed. Drivers may give the right-of-way to other drivers based on the arrival patterns at the stop line or to a driver on the right (right-of-way rule where it is recognized). In the case of AWSC intersections, LOS is defined by the HCM for the intersection as a whole. Signalized Intersections Signalized intersection operations were evaluated using both Synchro plus SimTraffic (Version 12.0, Build 1, Revision 0 – 12.0.1.0) developed and maintained by Cubic ITS, Inc. as well as 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 E. ▪ Figure 19: Traffic Operations Summary for 2024 Existing Conditions – Page 32 ▪ Figure 20: Traffic Operations Summary for Estimated 2030 Background Traffic – Page 33 ▪ Figure 21: Traffic Operations Summary for Estimated 2030 Total Traffic – Page 34 32 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 19: Traffic Operations Summary for 2024 Existing Conditions 33 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 20: Traffic Operations Summary for Estimated 2030 Background Traffic 34 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Figure 21: Traffic Operations Summary for Estimated 2030 Total Traffic 35 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 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 for estimated 2030 background and total traffic conditions. No additional mitigation measures at any of the included study area intersections are necessary to accommodate projected traffic contributions from the proposed Meadow Bridge Neighborhood development based on the analyses performed as a part of this traffic impact study. Safety A significant crash experience trend was not identified at any of the study area intersections. Alternative Modes of Transportation Existing Conditions There are sidewalks available for pedestrians, as previously noted, within the study area on each side of roadways apart from some missing segments primarily adjacent to undeveloped areas along limited portions of South 19th Avenue, Blackwood Road, South 27th Avenue, West Graf Street, and South 23rd Avenue. As noted previously, designated bicycle lanes are currently included on South 27th Avenue and West Graf Street. They are also present on South 19th Avenue north of West Graf Street. Shoulders on South 19th Avenue south of West Graf Street to Blackwood Road may also function as usable bike lanes. Streamline does not currently have any routes in the vicinity of the proposed Meadow Bridge Neighborhood. This may change in the future with growth in the area, increased transit utilization, changes to routes based on population or activity centers, and maintaining system reliability. Proposed Development Pedestrians & Bicyclists Sidewalk connections are proposed within the proposed Meadow Bridge Neighborhood in accordance with City of Bozeman standards. Incorporated pedestrian facilities would link to existing available features within the surrounding Meadow Creek Subdivision development. Transit Service As transit is not currently available nor is service to the immediate area known to be proposed in the future within the development period of the Meadow Bridge Neighborhood no specific improvements are currently proposed with the project. Compliance with Applicable Local Codes The proposed Meadow Bridge Neighborhood development improvements should be installed in accordance with City of Bozeman, Gallatin County, and MDT requirements, as applicable. 36 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Conclusions & Recommendations Analysis of trip generation estimates, traffic operations, and considerations for alternative modes of transportation reveal that the proposed Meadow Bridge Neighborhood development will have minimal impact on the area traffic operations. As with any development, there will be an increase in traffic volumes with the buildout of the proposed project. Residents in Meadow Creek Subdivision are likely to note an increase in traffic volumes in the study area that can be managed with existing intersection traffic control in-place along the corridor. Based on the analyses included herein, the following are recommended as appropriate: Study Area Intersections No substandard traffic operations or other transportation related impacts were identified through the year 2030 analyses for estimated non-site or total traffic conditions at any of the study area intersections. Site Circulation ▪ Internal roadways and intersections should be designed for the appropriate vehicles, including emergency and solid waste vehicles as well as buses, as necessary. ▪ Adequate sight distance must be preserved at internal intersections 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 and pathway connections within the proposed Meadow Bridge Neighborhood development will allow for circulation within the development and provide ties to the existing network within Meadow Creek Subdivision. Transit Service No specific additional improvements for transit service features are proposed within the Meadow Bridge Neighborhood development. Improvements & Traffic Control Guidance Development improvements should be installed in accordance with City of Bozeman requirements, the most current editions of the Montana Public Works Standard Specifications, Gallatin County transportation standards, and the Manual on Uniform Traffic Control Devices. 37 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 References 1. Abelin Traffic Services. (March 23, 2021). Blackwood Groves TIS Addendum. Bozeman, MT: City of Bozeman. 2. 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. 3. E5 Engineering, PLLC. (January 2022). Traffic Impact Study Update: Buffalo Run. Bozeman, MT. 4. Institute of Transportation Engineers. (September 2017). Trip Generation Handbook, 3rd Edition. Washington, DC. 5. Institute of Transportation Engineers. (2021). Trip Generation Manual, 11th Edition. Washington, DC. 6. Marvin & Associates. (December 3, 2019). Traffic Impact Study Report for Nexus Point & Graf Street Apartments. Bozeman, MT: City of Bozeman. 7. Marvin, Robert R. (June 15, 2022). Graf Street Apartments Letter. Bozeman, MT: City of Bozeman. 8. Montana Department of Transportation. (2024). Traffic Count Database System. https://mdt.public.ms2soft.com/tcds/tsearch.asp?loc=Mdt&mod=tcds&local_id=16-3A-023. 9. Sanderson Stewart. (February 2023). South Range Crossing Subdivision Traffic Impact Study. Bozeman, MT: City of Bozeman. 10. Sanderson Stewart. (March 2023). Jarrett Subdivision Traffic Impact Study. Bozeman, MT: City of Bozeman. 11. Transportation Research Board. (2022). Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis. Washington, DC: The National Academies of Sciences · Engineering · Medicine. 12. United States Department of Justice – Civil Rights Division. (September 15, 2010). 2010 ADA Standards for Accessible Design. Washington, DC. 13. United States Department of Transportation - Federal Highway Administration. (December 2023). Manual on Uniform Traffic Control Devices, 11th Edition. Washington, DC. Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance | A-1 Traffic Impact Study – Meadow Bridge Neighborhood February 2025 Unsignalized Intersection Level of Service The method presented in the Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (HCM) published by the Transportation Research Board (TRB) for evaluating unsignalized, stop-controlled intersections is based on the average total delay for each impeded movement. As used here, total delay is defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. This time includes the time required for the vehicle to travel from the last-in-queue to the first-in-queue position. The average total delay for any minor movement is a function of the service rate or capacity of the approach and the degree of saturation. The resulting delay is used to determine the level of service as shown in Table A-1 below. Table A-1: Level of Service Criteria for Stop-Controlled Intersections Average Control Delay Level of Service (LOS) Characteristics  10 seconds A Little or no delay 10.0 – 15.0 seconds B Short traffic delay 15.0 – 25.0 seconds C Average traffic delay 25.0 – 35.0 seconds D Long traffic delays 35.0 – 50.0 seconds E Very long traffic delays > 50.0 seconds F When the demand exceeds the capacity of the lane, extreme delays will be encountered, and queuing may cause severe congestion to the intersection. Source: Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2022) Figure A-1: Control Delay and Flow Rate Source: Highway Capacity Manual 2000, Page 17-24 (Transportation Research Board, 2000) A-2 | Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance Traffic Impact Study – Meadow Bridge Neighborhood February 2025 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  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, 7th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2022) Appendix B Traffic Count Data Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 2 0 1 0 0 030 0 2 0 0 020 32 0 0 0 0322 29 0 0 0 031687:15 AM 3 0 0 0 0 032 0 1 0 0 030 65 0 0 0 0651 32 1 0 0 0341057:30 AM 5 1 1 0 0 170 0 1 0 0 010 91 1 0 0 0921 34 0 0 0 0351357:45 AM 5 0 2 0 0 071 0 3 0 0 040 116 2 0 0 01181 55 1 0 0 057186 4948:00 AM 6 0 2 0 0 081 0 1 0 0 022 133 4 0 0 01391 54 0 0 1 055204 6308:15 AM 4 1 1 0 0 061 0 2 0 0 031 91 0 0 0 0921 64 4 0 0 069170 6958:30 AM 3 1 2 0 0 060 0 2 0 0 020 87 0 0 0 0871 43 2 0 0 046141 7018:45 AM 3 0 1 0 0 040 0 2 0 0 121 81 0 0 0 0821 53 1 0 1 055143 658TOTALS 31 3 10 0 0 1 44 5 0 14 0 0 1 19 4 696 7 0 0 0 707 9 364 9 0 2 0 382 1,152SEASONAL/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 AM 5 0 2 0 0 071 0 3 0 0 040 116 2 0 0 01181 55 1 0 0 0571868:00 AM 6 0 2 0 0 081 0 1 0 0 022 133 4 0 0 01391 54 0 0 1 0552048:15 AM 4 1 1 0 0 061 0 2 0 0 031 91 0 0 0 0921 64 4 0 0 0691708:30 AM 3 1 2 0 0 060 0 2 0 0 020 87 0 0 0 0871 43 2 0 0 046141TOTALS 18 2 7 0 0 0 27 3 0 8 0 0 0 11 3 427 6 0 0 0 436 4 216 7 0 1 0 227 701PEAK HOURFACTOR0.75 0.50 0.88 0.00 0.00 0.00 0.84 0.75 0.00 0.67 0.00 0.00 0.00 0.69 0.38 0.80 0.38 0.00 0.00 0.00 0.78 1.00 0.84 0.44 0.00 0.25 0.00 0.82 0.86% HEAVYVEHICLES0.00%33.33%0.00%0.00%2.27%0.00%0.00%28.57%0.00%21.05%0.00%2.73%0.00%0.00%2.69%0.00%7.14%11.11%0.00%7.07%4.43%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.57%0.00%0.00%0.57%0.00%0.82%0.00%0.00%0.79%0.61%7216410188200000733427600Intersection Turning Movement Count SummarySouth 19th Avenue & Blackwood RoadBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'31.49" N | Longitude: 111°03'46.66" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-05Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryWeekday, AM Peak PeriodBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 19TH AVENUE SOUTH 19TH AVENUESOUTH 19TH AVENUE SOUTH 19TH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)BLACKWOOD ROAD BLACKWOOD ROADTotal Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-01_S-19th-Ave+Blackwood-Rd_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 11/17/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Intersection Turning Movement Count SummarySouth 19th Avenue & Blackwood RoadBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'31.49" N | Longitude: 111°03'46.66" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-05Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Weekday, AM Peak PeriodSEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 3 0 1 0 0 040 1 2 0 0 032 67 1 0 0 0702 105 2 0 0 11091864:15 PM 3 0 0 0 0 031 0 3 0 0 041 64 1 0 0 0661 85 7 0 0 0931664:30 PM 6 0 1 1 0 080 0 2 0 1 021 63 0 0 0 0641 93 7 0 0 01011754:45 PM 4 0 0 0 0 041 0 1 0 0 021 61 0 0 0 0621 87 3 0 0 091159 6865:00 PM 5 0 1 0 0 060 0 2 0 1 021 69 0 0 0 0700 90 5 0 0 095173 6735:15 PM 3 0 0 0 0 030 0 2 0 0 022 73 1 0 0 0760 103 9 0 0 0112193 7005:30 PM 2 0 1 0 0 030 0 1 0 0 011 79 1 0 0 0811 117 2 0 0 0120205 7305:45 PM 4 0 2 0 0 060 0 1 0 0 012 65 1 0 0 0680 104 5 0 0 0109184 755TOTALS 30 0 6 1 0 0 37 2 1 14 0 2 0 17 11 541 5 0 0 0 557 6 784 40 0 0 1 830 1,441SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 5 0 1 0 0 060 0 2 0 1 021 69 0 0 0 0700 90 5 0 0 0951735:15 PM 3 0 0 0 0 030 0 2 0 0 022 73 1 0 0 0760 103 9 0 0 01121935:30 PM 2 0 1 0 0 030 0 1 0 0 011 79 1 0 0 0811 117 2 0 0 01202055:45 PM 4 0 2 0 0 060 0 1 0 0 012 65 1 0 0 0680 104 5 0 0 0109184TOTALS 14 0 4 0 0 0 18 0 0 6 0 1 0 6 6 286 3 0 0 0 295 1 414 21 0 0 0 436 755PEAK HOURFACTOR0.70 0.00 0.50 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.25 0.00 0.75 0.75 0.91 0.75 0.00 0.00 0.00 0.91 0.25 0.88 0.58 0.00 0.00 0.00 0.91 0.92% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%7.14%0.00%5.88%0.00%5.91%20.00%0.00%5.92%16.67%2.17%0.00%0.00%2.17%3.61%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%1.29%0.00%0.00%1.26%0.00%0.51%0.00%0.00%0.48%0.76%21414100146000100406286300BLACKWOOD ROAD SOUTH 19TH AVENUE SOUTH 19TH AVENUEWeekday, PM Peak PeriodBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 19TH AVENUE SOUTH 19TH AVENUETotal Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryBLACKWOOD ROADE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-01_S-19th-Ave+Blackwood-Rd_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 11/17/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 0 0 1 000 0 0 0 000 003 0 0 0 0337:15 AM 0 0 0 0 000 1 1 0 020 003 0 0 1 0357:30 AM 0 0 0 0 000 0 0 0 000 007 0 0 1 0777:45 AM 0 0 0 0 000 2 0 0 020 007 0 0 1 079 248:00 AM 0 0 0 0 000 2 0 0 020 007 0 1 1 0810 318:15 AM 0 0 0 0 000 4 0 0 040 006 0 1 3 0711 378:30 AM 0 0 0 2 000 2 0 0 020 005 0 0 0 057 378:45 AM 0 0 0 0 000 1 0 0 010 003 0 0 1 034 32TOTALS 0 0 0 3 0 0 0 12 1 0 0 13 0 0 0 41 0 2 8 0 43 56SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:30 AM 0 0 0 0 000 0 0 0 000 007 0 0 1 0777:45 AM 0 0 0 0 000 2 0 0 020 007 0 0 1 0798:00 AM 0 0 0 0 000 2 0 0 020 007 0 1 1 08108:15 AM 0 0 0 0 000 4 0 0 040 006 0 1 3 0711TOTALS 0 0 0 0 0 0 0 8 0 0 0 8 0 0 0 27 0 2 6 0 29 37PEAK HOURFACTOR0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.96 0.00 0.50 0.50 0.00 0.91 0.84% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%8.33%0.00%7.69%0.00%2.44%0.00%0.00%2.33%3.57%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%027600800000000Intersection Turning Movement Count SummaryBlackwood Road & South 23rd AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'31.20" N | Longitude: 111°04'03.40" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-01Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Eastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 23RD AVENUESOUTH 23RD AVENUEEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)BLACKWOOD ROAD BLACKWOOD ROADTotal Vehicles | Weekday, AM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingInt-02_Blackwood-Rd+S-23rd-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Intersection Turning Movement Count SummaryBlackwood Road & South 23rd AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'31.20" N | Longitude: 111°04'03.40" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-01Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.WEEKDAY, AM PEAK PERIODSEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 0 0 0 1 000 5 0 0 050 005 0 1 2 06114:15 PM 0 0 0 0 000 8 0 0 080 003 0 0 1 03114:30 PM 0 0 0 0 000 8 0 0 080 007 0 0 2 07154:45 PM 0 0 0 1 000 4 0 0 041 003 0 0 0 037 445:00 PM 0 0 0 2 000 5 1 0 060 005 0 0 1 0511 445:15 PM 0 0 0 0 000 10 0 0 0100 003 0 0 1 0313 465:30 PM 0 0 0 1 000 3 0 0 030 002 0 0 1 025 365:45 PM 0 0 0 2 000 8 0 0 080 007 0 0 1 0715 44TOTALS 0 0 0 7 0 0 0 51 1 0 0 52 1 0 0 35 0 1 9 0 36 88SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:30 PM 0 0 0 0 000 8 0 0 080 007 0 0 2 07154:45 PM 0 0 0 1 000 4 0 0 041 003 0 0 0 0375:00 PM 0 0 0 2 000 5 1 0 060 005 0 0 1 05115:15 PM 0 0 0 0 000 10 0 0 0100 003 0 0 1 0313TOTALS 0 0 0 3 0 0 0 27 1 0 0 28 1 0 0 18 0 0 4 0 18 46PEAK HOURFACTOR0.00 0.00 0.00 0.38 0.00 0.00 0.00 0.68 0.25 0.00 0.00 0.70 0.25 0.00 0.00 0.64 0.00 0.00 0.50 0.00 0.64 0.77% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%2.86%0.00%100.00%5.56%2.27%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0184002700300010BLACKWOOD ROAD SOUTH 23RD AVENUEWEEKDAY, PM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 23RD AVENUETotal Vehicles | Weekday, PM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)Eastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)WEEKDAY, PM PEAK PERIODBLACKWOOD ROADInt-02_Blackwood-Rd+S-23rd-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 0 0 0 000 0 0 0 001 000 1 0 0 0117:15 AM 0 0 0 0 000 0 0 1 000 000 1 0 0 0117:30 AM 0 0 0 0 000 0 0 0 000 000 0 0 1 0007:45 AM 1 0 0 0 010 0 0 1 000 000 2 1 2 034 68:00 AM 0 0 0 0 000 0 0 0 000 000 0 0 0 000 58:15 AM 1 0 0 0 010 0 0 1 001 000 1 0 3 012 68:30 AM 0 0 0 0 000 0 0 0 001 000 1 0 1 011 78:45 AM 0 0 0 0 000 0 0 0 001 000 1 0 1 011 4TOTALS 2 0 0 0 0 2 0 0 0 3 0 0 4 0 0 0 7 1 8 0 8 10SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 1 0 0 0 010 0 0 1 000 000 2 1 2 0348:00 AM 0 0 0 0 000 0 0 0 000 000 0 0 0 0008:15 AM 1 0 0 0 010 0 0 1 001 000 1 0 3 0128:30 AM 0 0 0 0 000 0 0 0 001 000 1 0 1 011TOTALS 2 0 0 0 0 2 0 0 0 2 0 0 2 0 0 0 4 1 6 0 5 7PEAK HOURFACTOR0.50 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.50 0.00 0.00 0.50 0.00 0.00 0.00 0.50 0.25 0.50 0.00 0.42 0.44% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%57.14%0.00%50.00%40.00%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%57.14%0.00%50.00%40.00%40602000020020Total Vehicles | Weekday, AM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingPARKWAY AVENUEEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)BLACKWOOD ROAD BLACKWOOD ROADWEEKDAY, AM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD PARKWAY AVENUEEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryBlackwood Road & Parkway AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'31.20" N | Longitude: 111°04'12.97" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-07Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Int-03_Blackwood-Rd+Parkway-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:WEEKDAY, AM PEAK PERIODIntersection Turning Movement Count SummaryBlackwood Road & Parkway AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'31.20" N | Longitude: 111°04'12.97" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-07Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 0 0 0 0 000 0 0 0 001 000 1 0 0 0114:15 PM 1 0 0 0 010 0 0 0 001 000 0 0 0 0014:30 PM 0 0 0 3 000 0 0 0 000 000 0 0 2 0004:45 PM 0 0 0 0 000 0 0 1 001 000 0 0 0 000 25:00 PM 1 0 0 0 010 0 0 1 000 000 1 0 1 012 35:15 PM 2 0 0 0 020 0 0 1 000 000 0 0 2 002 45:30 PM 1 0 0 0 010 0 0 0 001 000 1 0 0 012 65:45 PM 1 0 0 0 010 0 0 1 001 000 0 0 1 001 7TOTALS 6 0 0 3 0 6 0 0 0 4 0 0 5 0 0 0 3 0 6 0 3 9SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 1 0 0 0 010 0 0 1 000 000 1 0 1 0125:15 PM 2 0 0 0 020 0 0 1 000 000 0 0 2 0025:30 PM 1 0 0 0 010 0 0 0 001 000 1 0 0 0125:45 PM 1 0 0 0 010 0 0 1 001 000 0 0 1 001TOTALS 5 0 0 0 0 5 0 0 0 3 0 0 2 0 0 0 2 0 4 0 2 7PEAK HOURFACTOR0.63 0.00 0.00 0.00 0.00 0.63 0.00 0.00 0.00 0.75 0.00 0.00 0.50 0.00 0.00 0.00 0.50 0.00 0.50 0.00 0.50 0.88% HEAVYVEHICLES33.33%0.00%0.00%33.33%0.00%0.00%0.00%0.00%0.00%0.00%66.67%0.00%66.67%44.44%% BUSES& RVs16.67%0.00%0.00%16.67%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%11.11%20405000030020Total Vehicles | Weekday, PM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)Eastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)WEEKDAY, PM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD PARKWAY AVENUEWEEKDAY, PM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD PARKWAY AVENUEInt-03_Blackwood-Rd+Parkway-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 0 0 0 000 0 0 0 000 000 0 0 1 0007:15 AM 0 0 0 0 000 1 0 0 010 000 1 0 1 0127:30 AM 1 0 0 0 010 0 0 0 000 000 0 0 0 0017:45 AM 3 0 0 0 030 2 0 1 021 000 1 0 0 016 98:00 AM 0 0 0 0 000 0 0 0 000 001 0 0 2 011 108:15 AM 0 0 0 0 001 0 0 0 011 000 1 0 1 012 108:30 AM 1 0 0 0 010 0 0 0 001 000 0 0 0 001 108:45 AM 0 0 0 0 000 0 0 0 000 000 0 0 1 000 4TOTALS 5 0 0 0 0 5 1 3 0 1 0 4 3 0 0 1 3 0 6 0 4 13SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:15 AM 0 0 0 0 000 1 0 0 010 000 1 0 1 0127:30 AM 1 0 0 0 010 0 0 0 000 000 0 0 0 0017:45 AM 3 0 0 0 030 2 0 1 021 000 1 0 0 0168:00 AM 0 0 0 0 000 0 0 0 000 001 0 0 2 011TOTALS 4 0 0 0 0 4 0 3 0 1 0 3 1 0 0 1 2 0 3 0 3 10PEAK HOURFACTOR0.33 0.00 0.00 0.00 0.00 0.33 0.00 0.38 0.00 0.25 0.00 0.38 0.25 0.00 0.00 0.25 0.50 0.00 0.38 0.00 0.75 0.42% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%33.33%0.00%25.00%0.00%0.00%0.00%0.00%0.00%7.69%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%33.33%0.00%25.00%0.00%0.00%0.00%0.00%0.00%7.69%21304300010010Total Vehicles | Weekday, AM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingSOUTH 27TH AVENUEEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)BLACKWOOD ROAD BLACKWOOD ROADWEEKDAY, AM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 27TH AVENUEEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryBlackwood Road & South 27th AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'30.98" N | Longitude: 111°04'23.41" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-04Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Int-04_Blackwood-Rd+S-27th-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:WEEKDAY, AM PEAK PERIODIntersection Turning Movement Count SummaryBlackwood Road & South 27th AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'30.98" N | Longitude: 111°04'23.41" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-04Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 1 0 0 1 011 0 0 1 012 000 0 0 1 0024:15 PM 0 0 0 0 000 0 0 0 000 001 0 0 1 0114:30 PM 0 0 0 0 000 0 0 0 001 000 1 0 2 0114:45 PM 0 0 0 0 000 0 0 0 001 100 0 0 1 000 45:00 PM 0 0 0 0 000 1 0 0 010 001 1 0 1 023 55:15 PM 1 0 0 0 010 0 0 0 000 002 1 0 1 034 85:30 PM 1 0 0 0 010 1 0 0 011 101 1 0 1 024 115:45 PM 0 0 0 0 000 0 0 0 001 001 0 0 1 011 12TOTALS 3 0 0 1 0 3 1 2 0 1 0 3 6 2 0 6 4 0 9 0 10 16SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 0 0 0 0 000 1 0 0 010 001 1 0 1 0235:15 PM 1 0 0 0 010 0 0 0 000 002 1 0 1 0345:30 PM 1 0 0 0 010 1 0 0 011 101 1 0 1 0245:45 PM 0 0 0 0 000 0 0 0 001 001 0 0 1 011TOTALS 2 0 0 0 0 2 0 2 0 0 0 2 2 1 0 5 3 0 4 0 8 12PEAK HOURFACTOR0.50 0.00 0.00 0.00 0.00 0.50 0.00 0.50 0.00 0.00 0.00 0.50 0.50 0.25 0.00 0.63 0.75 0.00 1.00 0.00 0.67 0.75% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%100.00%0.00%66.67%0.00%33.33%0.00%0.00%20.00%25.00%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%16.67%0.00%0.00%10.00%6.25%35402200000021Total Vehicles | Weekday, PM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)Eastbound (From the West) Westbound (From the East) South Side of Blackwood Road Southbound (From the North)WEEKDAY, PM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 27TH AVENUEWEEKDAY, PM PEAK PERIODBLACKWOOD ROAD BLACKWOOD ROAD SOUTH 27TH AVENUEInt-04_Blackwood-Rd+S-27th-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 3 0 0 0 0 030 0 1 0 0 010 4 0 0 1 040 0 1 0 0 0197:15 AM 9 2 0 0 0 0110 0 1 1 1 021 3 0 0 2 041 1 1 0 0 03207:30 AM 8 0 0 0 0 080 0 2 0 1 020 5 0 0 1 050 0 1 0 0 01167:45 AM 9 0 0 0 0 090 0 2 0 1 120 10 0 0 2 1100 1 2 0 0 0324 698:00 AM 11 0 0 0 1 0111 0 1 0 1 020 3 0 0 1 031 2 5 0 1 0824 848:15 AM 8 0 0 0 0 080 0 1 0 1 010 2 0 0 3 023 3 6 0 0 01223 878:30 AM 5 1 0 0 0 060 0 2 0 1 020 2 0 0 1 021 2 4 0 0 0717 888:45 AM 5 0 0 0 1 050 0 0 0 1 000 2 0 0 1 020 1 4 0 1 0512 76TOTALS 58 3 0 0 2 0 61 1 0 10 1 7 1 12 1 31 0 0 12 1 32 6 10 24 0 2 0 40 145SEASONAL/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 AM 9 0 0 0 0 090 0 2 0 1 120 10 0 0 2 1100 1 2 0 0 03248:00 AM 11 0 0 0 1 0111 0 1 0 1 020 3 0 0 1 031 2 5 0 1 08248:15 AM 8 0 0 0 0 080 0 1 0 1 010 2 0 0 3 023 3 6 0 0 012238:30 AM 5 1 0 0 0 060 0 2 0 1 020 2 0 0 1 021 2 4 0 0 0717TOTALS 33 1 0 0 1 0 34 1 0 6 0 4 1 7 0 17 0 0 7 1 17 5 8 17 0 1 0 30 88PEAK HOURFACTOR0.75 0.25 0.00 0.00 0.25 0.00 0.77 0.25 0.00 0.75 0.00 1.00 0.25 0.88 0.00 0.43 0.00 0.00 0.58 0.25 0.43 0.42 0.67 0.71 0.00 0.25 0.00 0.63 0.92% HEAVYVEHICLES1.72%0.00%0.00%0.00%1.64%0.00%0.00%0.00%0.00%0.00%0.00%3.23%0.00%0.00%3.13%16.67%0.00%4.17%0.00%5.00%2.76%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3.23%0.00%0.00%3.13%16.67%0.00%0.00%0.00%2.50%1.38%17851033610140101017071Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingSOUTH 27TH AVENUE SOUTH 27TH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)KURK DRIVE KURK DRIVEWeekday, AM Peak PeriodKURK DRIVE KURK DRIVE SOUTH 27TH AVENUE SOUTH 27TH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummarySouth 27th Avenue & Kurk DriveBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'42.94" N | Longitude: 111°04'22.15" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-06Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.E:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-05_S-27th-Ave+Kurk-Dr_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 10/17/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummarySouth 27th Avenue & Kurk DriveBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'42.94" N | Longitude: 111°04'22.15" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-06Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 4 0 1 0 0 050 1 1 0 0 020 4 0 0 0 041 2 5 0 0 08194:15 PM 3 0 0 0 1 031 0 0 0 0 010 2 0 0 1 021 3 6 0 1 010164:30 PM 6 0 0 0 1 060 1 2 0 1 030 2 0 0 2 021 3 4 0 0 08194:45 PM 4 1 0 0 0 050 0 1 0 1 010 2 0 0 3 122 2 8 0 0 01220 745:00 PM 6 0 0 0 0 062 0 0 0 1 220 3 0 0 1 132 4 6 0 0 01223 785:15 PM 4 1 1 0 1 061 1 1 0 0 030 4 0 0 0 042 5 11 0 1 01831 935:30 PM 4 0 0 0 0 040 0 0 0 0 000 2 0 0 1 022 4 11 0 0 11723 975:45 PM 4 2 0 0 0 160 0 2 0 2 020 3 1 0 3 043 4 9 0 0 01628 105TOTALS 35 4 2 0 3 1 41 4 3 7 0 5 2 14 0 22 1 0 11 2 23 14 27 60 0 2 1 101 179SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 6 0 0 0 0 062 0 0 0 1 220 3 0 0 1 132 4 6 0 0 012235:15 PM 4 1 1 0 1 061 1 1 0 0 030 4 0 0 0 042 5 11 0 1 018315:30 PM 4 0 0 0 0 040 0 0 0 0 000 2 0 0 1 022 4 11 0 0 117235:45 PM 4 2 0 0 0 160 0 2 0 2 020 3 1 0 3 043 4 9 0 0 01628TOTALS 18 3 1 0 1 1 22 3 1 3 0 3 2 7 0 12 1 0 5 1 13 9 17 37 0 1 1 63 105PEAK HOURFACTOR0.75 0.38 0.25 0.00 0.25 0.25 0.92 0.38 0.25 0.38 0.00 0.38 0.25 0.58 0.00 0.75 0.25 0.00 0.42 0.25 0.81 0.75 0.85 0.84 0.00 0.25 0.25 0.88 0.85% HEAVYVEHICLES0.00%50.00%50.00%0.00%7.32%50.00%0.00%14.29%0.00%21.43%0.00%0.00%0.00%0.00%0.00%0.00%3.70%0.00%0.00%0.99%3.91%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3.70%0.00%0.00%0.99%0.56%371791118331131213012151Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryKURK DRIVE KURK DRIVE SOUTH 27TH AVENUE SOUTH 27TH AVENUEWeekday, PM Peak PeriodKURK DRIVE KURK DRIVE SOUTH 27TH AVENUE SOUTH 27TH AVENUEE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-05_S-27th-Ave+Kurk-Dr_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 10/17/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 1 1 0 0 0 021 1 1 0 1 030 4 3 0 0 070 1 1 0 1 02147:15 AM 0 1 0 0 0 012 1 0 0 2 031 8 6 0 0 0152 1 0 0 2 03227:30 AM 1 2 0 0 2 031 1 2 0 1 041 8 8 0 2 0171 1 1 0 1 03277:45 AM 1 8 0 0 1 092 1 4 0 0 070 11 13 0 2 0245 1 2 0 0 0848 1118:00 AM 0 8 0 0 1 084 2 5 0 0 0110 3 12 0 0 0154 4 0 0 0 0842 1398:15 AM 0 4 0 0 1 149 1 3 0 2 0130 2 9 0 1 1112 2 2 0 1 0634 1518:30 AM 0 3 0 0 1 034 2 3 0 0 090 2 8 0 2 0101 3 0 0 0 0426 1508:45 AM 0 4 0 0 2 044 3 3 0 2 0100 2 5 0 1 071 2 1 0 2 0425 127TOTALS 3 31 0 0 8 1 34 27 12 21 0 8 0 60 2 40 64 0 8 1 106 16 15 7 0 7 0 38 238SEASONAL/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 AM 1 2 0 0 2 031 1 2 0 1 041 8 8 0 2 0171 1 1 0 1 03277:45 AM 1 8 0 0 1 092 1 4 0 0 070 11 13 0 2 0245 1 2 0 0 08488:00 AM 0 8 0 0 1 084 2 5 0 0 0110 3 12 0 0 0154 4 0 0 0 08428:15 AM 0 4 0 0 1 149 1 3 0 2 0130 2 9 0 1 1112 2 2 0 1 0634TOTALS 2 22 0 0 5 1 24 16 5 14 0 3 0 35 1 24 42 0 5 1 67 12 8 5 0 2 0 25 151PEAK HOURFACTOR0.50 0.69 0.00 0.00 0.63 0.25 0.67 0.44 0.63 0.70 0.00 0.38 0.00 0.67 0.25 0.55 0.81 0.00 0.63 0.25 0.70 0.60 0.50 0.63 0.00 0.50 0.00 0.78 0.79% HEAVYVEHICLES0.00%3.23%0.00%0.00%2.94%3.70%8.33%4.76%0.00%5.00%0.00%0.00%3.13%0.00%1.89%6.25%6.67%14.29%0.00%7.89%3.78%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%3.70%0.00%0.00%0.00%1.67%0.00%0.00%1.56%0.00%0.94%0.00%0.00%0.00%0.00%0.00%0.84%58122021422553100161244251Intersection Turning Movement Count SummaryWest Graf Street & South 27th AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'55.39" N | Longitude: 111°04'23.02" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-08Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryWeekday, AM Peak PeriodWEST GRAF STREET WEST GRAF STREET SOUTH 27TH AVENUE SOUTH 27TH AVENUESOUTH 27TH AVENUE SOUTH 27TH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)WEST GRAF STREET WEST GRAF STREETTotal Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-06_W-Graf-St+S-27th-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 11/7/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Intersection Turning Movement Count SummaryWest Graf Street & South 27th AvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'55.39" N | Longitude: 111°04'23.02" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-08Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.Weekday, AM Peak PeriodSEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 0 3 0 0 0 035 3 3 0 0 0111 3 6 0 0 0104 3 0 0 0 07314:15 PM 0 3 1 0 1 048 5 5 0 0 0181 2 3 0 0 062 4 2 0 0 08364:30 PM 1 3 1 0 0 054 3 5 0 1 0120 3 7 0 0 0100 4 1 0 1 15324:45 PM 1 4 0 0 4 058 2 3 0 1 0130 2 6 0 1 183 6 1 0 4 11036 1355:00 PM 0 2 1 0 0 038 4 3 0 2 1150 6 6 0 0 1121 6 0 0 2 0737 1415:15 PM 0 1 0 0 0 1111 4 2 1 1 0180 6 3 0 1 093 8 1 0 1 01240 1455:30 PM 1 0 1 0 1 0211 2 2 0 1 0150 4 4 0 1 181 5 2 0 1 0833 1465:45 PM 0 2 0 0 1 0211 3 5 0 1 0191 2 6 0 1 192 7 1 0 1 11040 150TOTALS 3 18 4 0 7 1 25 66 26 28 1 7 1 121 3 28 41 0 4 4 72 16 43 8 0 10 3 67 285SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 0 2 1 0 0 038 4 3 0 2 1150 6 6 0 0 1121 6 0 0 2 07375:15 PM 0 1 0 0 0 1111 4 2 1 1 0180 6 3 0 1 093 8 1 0 1 012405:30 PM 1 0 1 0 1 0211 2 2 0 1 0150 4 4 0 1 181 5 2 0 1 08335:45 PM 0 2 0 0 1 0211 3 5 0 1 0191 2 6 0 1 192 7 1 0 1 11040TOTALS 1 5 2 0 2 1 8 41 13 12 1 5 1 67 1 18 19 0 3 3 38 7 26 4 0 5 1 37 150PEAK HOURFACTOR0.25 0.63 0.50 0.00 0.50 0.25 0.67 0.93 0.81 0.60 0.25 0.63 0.25 0.88 0.25 0.75 0.79 0.00 0.75 0.75 0.79 0.58 0.81 0.50 0.00 0.63 0.25 0.77 0.94% HEAVYVEHICLES0.00%5.56%0.00%0.00%4.00%3.03%3.85%7.14%0.00%4.13%66.67%0.00%4.88%0.00%5.56%6.25%2.33%0.00%0.00%2.99%4.21%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%1.52%0.00%0.00%0.00%0.83%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.35%42675111251325112411181933WEST GRAF STREET SOUTH 27TH AVENUE SOUTH 27TH AVENUEWeekday, PM Peak PeriodWEST GRAF STREET WEST GRAF STREET SOUTH 27TH AVENUE SOUTH 27TH AVENUETotal Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryWEST GRAF STREETE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-06_W-Graf-St+S-27th-Ave_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 11/7/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 1 6 0 0 2 071 2 2 0 2 050 1 0 0 0 016 2 0 0 1 08217:15 AM 2 8 1 0 1 0111 2 5 1 3 090 1 5 0 2 063 1 2 0 1 06327:30 AM 1 15 0 0 2 0161 4 2 0 0 071 2 4 0 1 074 1 0 0 0 05357:45 AM 3 34 0 0 2 0372 3 6 0 1 0112 5 7 0 0 1143 2 1 1 1 0769 1578:00 AM 1 27 1 0 2 0292 10 7 0 0 0191 3 13 0 1 1177 3 3 0 1 01378 2148:15 AM 2 14 1 0 0 0173 12 10 0 1 0251 2 4 0 1 174 3 2 0 1 1958 2408:30 AM 4 12 1 0 2 0175 5 7 0 1 0172 3 6 0 0 01110 2 4 0 1 01661 2668:45 AM 1 11 0 0 2 0121 8 6 0 0 0151 3 2 0 1 063 2 2 0 1 0740 237TOTALS 15 127 4 0 13 0 146 16 46 45 1 8 0 108 8 20 41 0 6 3 69 40 16 14 1 7 1 71 394SEASONAL/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 AM 3 34 0 0 2 0372 3 6 0 1 0112 5 7 0 0 1143 2 1 1 1 07698:00 AM 1 27 1 0 2 0292 10 7 0 0 0191 3 13 0 1 1177 3 3 0 1 013788:15 AM 2 14 1 0 0 0173 12 10 0 1 0251 2 4 0 1 174 3 2 0 1 19588:30 AM 4 12 1 0 2 0175 5 7 0 1 0172 3 6 0 0 01110 2 4 0 1 01661TOTALS 10 87 3 0 6 0 100 12 30 30 0 3 0 72 6 13 30 0 2 3 49 24 10 10 1 4 1 45 266PEAK HOURFACTOR0.63 0.64 0.75 0.00 0.75 0.00 0.68 0.60 0.63 0.75 0.00 0.75 0.00 0.72 0.75 0.65 0.58 0.00 0.50 0.75 0.72 0.60 0.83 0.63 0.25 1.00 0.25 0.70 0.85% HEAVYVEHICLES6.67%0.79%0.00%0.00%1.37%0.00%2.17%11.11%0.00%5.56%0.00%0.00%0.00%0.00%0.00%2.50%12.50%14.29%0.00%7.04%3.30%% BUSES& RVs6.67%0.00%0.00%0.00%0.68%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%7.14%0.00%1.41%0.51%101024411030873063003126133023Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingENTERPRISE BOULEVARD ENTERPRISE BOULEVARDEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)WEST GRAF STREET WEST GRAF STREETWeekday, AM Peak PeriodWEST GRAF STREET WEST GRAF STREET ENTERPRISE BOULEVARD ENTERPRISE BOULEVARDEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummaryWest Graf Street & Enterprise BoulevardBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'57.55" N | Longitude: 111°04'10.52" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-09Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.E:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-07_W-Graf-St+Enterprise-Blvd_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 11/16/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummaryWest Graf Street & Enterprise BoulevardBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'57.55" N | Longitude: 111°04'10.52" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-09Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 1 14 0 0 2 0153 13 4 0 0 0200 3 1 0 2 048 3 2 0 0 013524:15 PM 0 10 0 0 2 0102 14 7 0 0 0231 4 7 0 0 0124 3 4 0 1 011564:30 PM 0 12 0 0 2 0122 11 5 0 1 0181 1 3 0 1 056 3 3 0 2 112474:45 PM 1 11 0 0 2 1125 14 6 0 1 0252 2 8 0 1 0125 5 1 0 1 11160 2155:00 PM 1 11 0 0 2 0125 18 3 0 0 1260 3 3 0 0 1610 6 2 0 0 11862 2255:15 PM 2 6 0 0 1 084 22 8 0 2 1341 3 3 0 1 076 2 2 0 1 01059 2285:30 PM 1 7 0 0 2 085 19 4 0 1 0280 3 5 0 1 1810 4 3 0 0 11761 2425:45 PM 1 11 1 0 2 0136 20 5 0 2 0311 1 1 0 2 132 7 5 0 1 01461 243TOTALS 7 82 1 0 15 1 90 32 131 42 0 7 2 205 6 20 31 0 8 3 57 51 33 22 0 6 4 106458SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 1 11 0 0 2 0125 18 3 0 0 1260 3 3 0 0 1610 6 2 0 0 118625:15 PM 2 6 0 0 1 084 22 8 0 2 1341 3 3 0 1 076 2 2 0 1 010595:30 PM 1 7 0 0 2 085 19 4 0 1 0280 3 5 0 1 1810 4 3 0 0 117615:45 PM 1 11 1 0 2 0136 20 5 0 2 0311 1 1 0 2 132 7 5 0 1 01461TOTALS 5 35 1 0 7 0 41 20 79 20 0 5 2 119 2 10 12 0 4 3 24 28 19 12 0 2 2 59 243PEAK HOURFACTOR0.63 0.80 0.25 0.00 0.88 0.00 0.79 0.83 0.90 0.63 0.00 0.63 0.50 0.88 0.50 0.83 0.60 0.00 0.50 0.75 0.75 0.70 0.68 0.60 0.00 0.50 0.50 0.82 0.98% HEAVYVEHICLES14.29%2.44%0.00%0.00%3.33%0.00%1.53%0.00%0.00%0.98%16.67%5.00%3.23%0.00%5.26%0.00%3.03%13.64%0.00%3.77%2.62%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3.23%0.00%1.75%0.00%0.00%4.55%0.00%0.94%0.44%12192822520357975021202101243Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryWEST GRAF STREET WEST GRAF STREET ENTERPRISE BOULEVARD ENTERPRISE BOULEVARDWeekday, PM Peak PeriodWEST GRAF STREET WEST GRAF STREET ENTERPRISE BOULEVARD ENTERPRISE BOULEVARDE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-07_W-Graf-St+Enterprise-Blvd_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 11/16/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 9 3 2 0 0 1141 5 11 0 0 0170 35 4 0 1 0397 30 8 0 1 0451157:15 AM 10 7 2 0 0 0192 4 17 0 0 0232 72 9 0 1 08310 32 8 0 0 0501757:30 AM 12 23 2 0 0 2375 4 30 0 0 1390 88 15 0 0 210325 30 6 0 1 1612407:45 AM 26 22 3 0 1 1516 6 52 0 0 1643 112 25 0 1 414056 50 10 0 1 0116371 9018:00 AM 18 31 4 0 1 05311 12 83 0 0 01065 116 28 0 1 114983 48 8 0 0 0139447 1,2338:15 AM 14 13 3 0 0 13013 16 74 0 0 01034 94 19 0 1 111725 53 14 0 1 192342 1,4008:30 AM 26 17 4 0 0 1474 12 26 0 0 0421 91 9 0 1 210121 44 9 0 0 174264 1,4248:45 AM 14 14 2 0 0 2305 8 31 0 1 0444 86 9 0 1 19917 52 8 0 0 177250 1,303TOTALS 129 130 22 0 2 8 281 47 67 324 0 1 2 438 19 694 118 0 7 11 831 244339 71 0 4 4 654 2,204SEASONAL/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 AM 26 22 3 0 1 1516 6 52 0 0 1643 112 25 0 1 414056 50 10 0 1 01163718:00 AM 18 31 4 0 1 05311 12 83 0 0 01065 116 28 0 1 114983 48 8 0 0 01394478:15 AM 14 13 3 0 0 13013 16 74 0 0 01034 94 19 0 1 111725 53 14 0 1 1923428:30 AM 26 17 4 0 0 1474 12 26 0 0 0421 91 9 0 1 210121 44 9 0 0 174264TOTALS 84 83 14 0 2 3 181 34 46 235 0 0 1 315 13 413 81 0 4 8 507 185 195 41 0 2 2 421 1,424PEAK HOURFACTOR0.81 0.67 0.88 0.00 0.50 0.75 0.85 0.65 0.72 0.71 0.00 0.00 0.25 0.74 0.65 0.89 0.72 0.00 1.00 0.50 0.85 0.56 0.92 0.73 0.00 0.50 0.50 0.76 0.80% HEAVYVEHICLES2.33%0.00%9.09%0.00%1.78%8.51%0.00%2.16%0.00%2.51%10.53%2.88%0.85%0.00%2.77%2.46%6.49%8.45%0.00%5.20%3.31%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%1.54%0.00%1.14%0.00%0.58%0.00%0.00%0.48%0.82%0.59%0.00%0.00%0.61%0.59%411951852284235834620311434134138148Total Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingSOUTH 19TH AVENUE SOUTH 19TH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)WEST GRAF STREET WEST GRAF STREETWeekday, AM Peak PeriodWEST GRAF STREET WEST GRAF STREET SOUTH 19TH AVENUE SOUTH 19TH AVENUEEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryIntersection Turning Movement Count SummarySouth 19th Avenue & West Graf StreetBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'57.98" N | Longitude: 111°03'43.42" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-10Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.E:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-08_S-19th-Ave+W-Graf-St_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 11/20/2024 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:Weekday, AM Peak PeriodIntersection Turning Movement Count SummarySouth 19th Avenue & West Graf StreetBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45°38'57.98" N | Longitude: 111°03'43.42" WAverage of September 10 & 11, 2024Video Traffic Recorder | Unit E5-10Tuesday & Wednesday 7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 17 10 6 0 0 03310 12 32 0 0 0542 69 4 0 0 17537 108 10 0 0 11553174:15 PM 14 9 3 0 0 02614 14 24 0 0 1523 69 8 0 0 18033 83 14 0 1 11302884:30 PM 16 9 5 0 0 03015 13 34 0 0 0622 70 6 0 1 07833 93 11 0 0 01373074:45 PM 18 10 3 0 0 03114 17 24 0 0 0553 67 8 0 0 07825 80 9 0 0 1114278 1,1905:00 PM 16 13 4 0 0 2338 21 24 0 0 0531 80 6 0 1 28737 102 17 0 0 0156329 1,2025:15 PM 14 13 2 0 1 12911 25 24 0 1 0607 76 8 0 1 19135 114 15 0 0 2164344 1,2585:30 PM 17 10 4 0 0 03114 19 26 0 0 0595 74 5 0 0 18434 115 17 0 1 0166340 1,2915:45 PM 17 8 2 0 1 02715 16 28 0 0 0593 73 8 0 1 28429 108 18 0 0 1155325 1,338TOTALS 129 82 29 0 2 3 240 101 137 216 0 1 1 454 26 578 53 0 4 8 657 263 803 111 0 2 6 1,177 2,528SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 16 13 4 0 0 2338 21 24 0 0 0531 80 6 0 1 28737 102 17 0 0 01563295:15 PM 14 13 2 0 1 12911 25 24 0 1 0607 76 8 0 1 19135 114 15 0 0 21643445:30 PM 17 10 4 0 0 03114 19 26 0 0 0595 74 5 0 0 18434 115 17 0 1 01663405:45 PM 17 8 2 0 1 02715 16 28 0 0 0593 73 8 0 1 28429 108 18 0 0 1155325TOTALS 64 44 12 0 2 3 120 48 81 102 0 1 0 231 16 303 27 0 3 6 346 135 439 67 0 1 3 641 1,338PEAK HOURFACTOR0.94 0.85 0.75 0.00 0.50 0.38 0.91 0.80 0.81 0.91 0.00 0.25 0.00 0.96 0.57 0.95 0.84 0.00 0.75 0.75 0.95 0.91 0.95 0.93 0.00 0.25 0.38 0.97 0.97% HEAVYVEHICLES2.33%0.00%6.90%0.00%2.08%2.97%0.00%1.85%0.00%1.54%0.00%5.71%1.89%0.00%5.18%1.52%2.24%2.70%0.00%2.12%2.81%% BUSES& RVs0.00%0.00%3.45%0.00%0.42%0.00%0.00%0.46%0.00%0.22%0.00%1.04%0.00%0.00%0.91%0.76%0.37%0.00%0.00%0.42%0.51%674391351364102448121301248163032736Total Vehicles | Weekday, PM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, PM Peak Period SummaryWEST GRAF STREET WEST GRAF STREET SOUTH 19TH AVENUE SOUTH 19TH AVENUEWeekday, PM Peak PeriodWEST GRAF STREET WEST GRAF STREET SOUTH 19TH AVENUE SOUTH 19TH AVENUEE:\E5 Engineering PLLC\Projects\24-0109 Meadow Bridge TIS\Traffic Count Data\Int-08_S-19th-Ave+W-Graf-St_202409_10+11 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 11/20/2024 Appendix C Trip Generation Analyses ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Yellow Zone - Single Family Detached Housing 210 12 DU Total Estimated Vehicle Trip Ends 63 63 126 2 7 9 8 4 12 Yellow Zone - Accessory Dwelling Units (ADUs)210 12 DU Total Estimated Vehicle Trip Ends 63 63 126 2 7 9 8 4 12 Pink Zone - Single Family Detached Housing 210 10 DU Total Estimated Vehicle Trip Ends 52 52 104 2 6 8 6 4 10 Pink Zone - Accessory Dwelling Units (ADUs)210 10 DU Total Estimated Vehicle Trip Ends 52 52 104 2 6 8 6 4 10 Red Zone - Single Family Detached Housing 210 23 DU Total Estimated Vehicle Trip Ends 119 119 238 5 13 18 15 9 24 Total Dwelling Units = 67 DU Total Estimated Vehicle Trip Ends = 349 349 698 13 39 52 43 25 68 1Units: DU = Dwelling Units ITE 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. 25% Entering 75% 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 Source: Institute of Transportation Engineers - Trip Generation Manual, 11th Edition (2021). Ln(T) = 0.91 Ln(X) + 0.12 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.90 Ln(T) = 0.94 Ln(X) + 0.27 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.92 Ln(T) = 0.92 Ln(X) + 2.68 T = Estimated Vehicle Trip Ends X = Dwelling Units R2 = 0.95 Estimated Trip Generation Summary Meadow Bridge Neighborhood Estimated Trip Ends Analysis Equation Directional Distribution R 2 Value Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Meadow-Bridge_Estimated-Trip-Generation Page 1 of 1 Appendix D Average Annual Growth Rate (AAGR) Analyses for Vehicular Traffic Traffic Growth Rate Analyses Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 2014 4,430 - - - - 2015 6,340 43.12% - - - 2016 6,125 -3.39% - - - 2017 6,076 -0.80%- - - 2018 7,395 21.71% 5.26% - - 2019 7,439 0.59% 6.69% 10.92% - 2020 6,918 -7.00%4.42% 1.76% - 2021 6,680 -3.44% -3.33%1.75% - 2022 6,727 0.70%-3.30%2.06% - 2023 6,767 0.59%-0.73% -1.76%- 2024 6,864 1.43% 0.91%-1.60%4.48% 6,524 5.35%1.42%2.19%4.48% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) MDT Count Location 16-3A-023 (South 19th Avenue, State Secondary Highway 345 - North of Goldenstein Lane) AVERAGES = Study Area South 19th Avenue(State Secondary Highway 345)Traffic Growth ProjectionsMeadow-Bridge_Traffic-Growth-Projections Page 1 of 2 Traffic Growth Rate Analyses Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 2013 9,940 - - - - 2014 11,310 13.78% - - - 2015 13,740 21.49% - - - 2016 13,458 -2.05%- - - 2017 13,229 -1.70% 5.36% - - 2018 13,242 0.10%-1.22%5.90% - 2019 13,321 0.60%-0.34%3.33% - 2020 10,172 -23.64% -8.39% -5.84%- 2021 10,986 8.00%-6.04% -3.98%- 2022 11,063 0.70%-6.00% -3.51%- 2023 14,923 34.89% 13.63% 2.42% 4.15% 12,308 5.22%-0.43%-0.28%4.15% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) Study Area South 19th AvenueTraffic Growth ProjectionsMDT Count Location 16-3B-023 (South 19th Avenue - North of Stucky Road) AVERAGES = Meadow-Bridge_Traffic-Growth-Projections Page 2 of 2 Appendix E Capacity & Level-of-Service (LOS) Analyses Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Intersection Operations Summaries Appendix E E-1 Traffic Operations Summary Intersection:South 19th Avenue & Meadow Bridge Neighborhood Traffic Impact Study Blackwood Road Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 18 2 7 0 3 0 8 0 3 427 6 0 4 216 7 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 21 2 8 0 3 0 9 0 3 497 7 0 5 251 8 Ped + Bike Volume, PBV (ped+bike/hr)0 1 Lane Group T R Lane Group Volume, VLG (veh/hr)251 8 44 816 Capacity, c (veh/hr)1,800 1,500 805 6,493 Volume-to-Capacity Ratio, VA/c 0.14 0.01 0.05 0.13 HCM 95% Queue Length, Q95 (veh)0.0 0.0 HCM 95% Queue Length, Q95 (ft)0 0 Available Queue Storage, SQ (ft)560 365 Average Control Delay (sec/veh) 0.0 0.0 Level of Service, LOS A A Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 21 2 7 0 10 0 34 0 3 489 15 0 27 248 10 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 24 2 8 0 12 0 40 0 3 569 17 0 31 289 12 Ped + Bike Volume, PBV (ped+bike/hr)0 2 Lane Group T R Lane Group Volume, VLG (veh/hr)289 12 86 1,008 Capacity, c (veh/hr)1,800 1,500 650 6,207 Volume-to-Capacity Ratio, VA/c 0.16 0.01 0.13 0.16 HCM 95% Queue Length, Q95 (veh)0.0 0.0 HCM 95% Queue Length, Q95 (ft)0 0 Available Queue Storage, SQ (ft)560 365 Average Control Delay (sec/veh) 0.0 0.0 Level of Service, LOS A A Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 27 3 11 0 10 0 34 0 4 489 15 0 27 248 12 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 31 3 13 0 12 0 40 0 5 570 17 0 31 289 14 Ped + Bike Volume, PBV (ped+bike/hr)0 2 Lane Group T R Lane Group Volume, VLG (veh/hr)289 14 99 1,025 Capacity, c (veh/hr)1,800 1,500 653 6,201 Volume-to-Capacity Ratio, VA/c 0.16 0.01 0.15 0.17 HCM 95% Queue Length, Q95 (veh)0.0 0.0 HCM 95% Queue Length, Q95 (ft)0 0 Available Queue Storage, SQ (ft)560 365 Average Control Delay (sec/veh) 0.0 0.0 Level of Service, LOS A A Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right; L = Left; T = Through; and R = Right C A 21.7 15.6 0.1 8.8 18.5 2.1C C A A 15 11 0 3 1,200 365 550 175 48 51 592 31 0.47 0.03 0.6 0.4 0.0 0.1 17.8 1.9C C A A LTR L 0 0 0 0 2 0.86 0.86 256 394 1,273 984 LTR LTR LTR L 0.14 0.13 0.46 0.03 0.5 0.4 0.0 0.1 13 35 51 590 31 11 0 3 1,200 365 550 175 21.2 15.5 0.1 8.8 A 0.9 C A 15.7 C 13.5 B 0.1 A 8.4 A 15.1 0.3 8 1,200 0.1 3 365 0.0 0 550 LTR LTR LTR L 0 0 0 1 Minor Minor Major Major 367 438 1,317 1,071 0.0 0 175 0.09 0.03 0.39 0.00 0.86 0.86 0.86 0.86 C C A A 0.1 0.8 C Estimated 2030 Total Traffic Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 21.7 15.6 0.1 0.8 0 0 2 263 390 1,264 984 0.18 0.13 LTR LTR 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 0.86 0.86 15.7 13.5 0.1 0.1 Traffic Control 0.86 0.86 C C Minor Minor Major Major C B A A 0.86 0.86 21.2 15.5 31 13 508 5 A A Minor Minor Major Major SOUTH 19TH AVENUE From the North (Southbound) Stop Controlled Stop Controlled Uncontrolled Uncontrolled From the West (Eastbound) BLACKWOOD ROAD BLACKWOOD ROAD From the East (Westbound) SOUTH 19TH AVENUE From the South (Northbound) Int-01_S-19th-Ave+Blackwood-Rd_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:South 19th Avenue & Meadow Bridge Neighborhood Traffic Impact Study Blackwood Road Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 14 0 4 0 0 0 6 0 6 286 3 0 1 414 21 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 15 0 4 0 0 0 7 0 7 311 3 0 1 450 23 Ped + Bike Volume, PBV (ped+bike/hr)1 1 Lane Group T R Lane Group Volume, VLG (veh/hr)450 23 26 820 Capacity, c (veh/hr)1,800 1,500 1,063 6,627 Volume-to-Capacity Ratio, VA/c 0.25 0.02 0.02 0.12 HCM 95% Queue Length, Q95 (veh)0.0 0.0 HCM 95% Queue Length, Q95 (ft)0 0 Available Queue Storage, SQ (ft)560 365 Average Control Delay (sec/veh) 0.0 0.0 Level of Service, LOS A A Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 18 0 4 0 9 0 45 0 6 328 13 0 36 475 24 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 20 0 4 0 10 0 49 0 7 356 14 0 39 516 26 Ped + Bike Volume, PBV (ped+bike/hr)2 2 Lane Group T R Lane Group Volume, VLG (veh/hr)516 26 83 1,040 Capacity, c (veh/hr)1,800 1,500 723 6,238 Volume-to-Capacity Ratio, VA/c 0.29 0.02 0.11 0.17 HCM 95% Queue Length, Q95 (veh)0.0 0.0 HCM 95% Queue Length, Q95 (ft)0 0 Available Queue Storage, SQ (ft)560 365 Average Control Delay (sec/veh) 0.0 0.0 Level of Service, LOS A A Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 22 1 6 0 9 1 45 0 11 328 13 0 36 475 30 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 24 1 7 0 10 1 49 0 12 357 14 0 39 517 33 Ped + Bike Volume, PBV (ped+bike/hr)2 2 Lane Group T R Lane Group Volume, VLG (veh/hr)517 33 91 1,064 Capacity, c (veh/hr)1,800 1,500 704 6,208 Volume-to-Capacity Ratio, VA/c 0.29 0.02 0.13 0.17 HCM 95% Queue Length, Q95 (veh)0.0 0.0 HCM 95% Queue Length, Q95 (ft)0 0 Available Queue Storage, SQ (ft)560 365 Average Control Delay (sec/veh) 0.0 0.0 Level of Service, LOS A A Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LTR = Left-Through-Right; L = Left; T = Through; and R = Right C A 23.5 13.6 0.4 8.2 17.0 1.9C B A A C B A A 23.5 13.6 0.4 0.5 0.14 0.13 0.37 0.03 0.5 0.4 0.0 0.1 13 10 0 3 1,200 365 550 175 226 478 1,026 1,178 LTR LTR LTR L 24 59 377 39 227 496 1,037 1,178 0.11 0.12 0.36 0.03 8 32 60 383 39 0 0.0 0 175 0.06 0.01 0.29 0.00 0.2 5 1,200 0.0 0 365 LTR LTR LTR L 20 7 320 1 348 715 1,100 1,164 1 0 0 0.0 0 550 0.516.0 C 10.1 B 0.2 A 0.0 A 14.5 C B A A 16.0 10.1 0.2 0.0 B A Estimated 2030 Total Traffic Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 0 2 0 0 Minor Minor Major Major 0.92 0.92 0.92 0.92 0 2 0 0 C B A A 22.7 13.2 0.2 0.6 10 0 3 1,200 365 550 175 22.7 LTR LTR LTR LEstimated 2030 Background Traffic Traffic Control Minor Minor Major Major 16.0 1.6C B A A C A 0.92 0.92 0.3 0.4 0.0 Stop Controlled Uncontrolled Uncontrolled 0.92 13.2 0.2 8.2 0.1 0.92 0.92 0.92 0.92 0.92 Minor Minor Major Major Stop Controlled From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2024 Existing Conditions Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled WEEKDAY, PM PEAK HOUR BLACKWOOD ROAD BLACKWOOD ROAD SOUTH 19TH AVENUE SOUTH 19TH AVENUE Int-01_S-19th-Ave+Blackwood-Rd_Ops-Summary Page 2 of 2 Traffic Operations Summary Intersection:Blackwood Road & Meadow Bridge Neighborhood Traffic Impact Study South 23rd Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 0 0 0 0 10 2 27 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 0 0 0 11 2 30 0 Ped + Bike Volume, PBV (ped+bike/hr)5 7 Lane Group Lane Group Volume, VLG (veh/hr)33 44 Capacity, c (veh/hr)1,071 4,178 Volume-to-Capacity Ratio, VA/c 0.03 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 0 3 0 0 0 3 10 2 27 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 3 0 0 0 3 11 2 30 0 Ped + Bike Volume, PBV (ped+bike/hr)5 7 Lane Group Lane Group Volume, VLG (veh/hr)33 51 Capacity, c (veh/hr)996 7,467 Volume-to-Capacity Ratio, VA/c 0.03 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 0 10 0 0 0 5 11 2 31 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 12 0 0 0 6 13 2 36 0 Ped + Bike Volume, PBV (ped+bike/hr)5 7 Lane Group Lane Group Volume, VLG (veh/hr)38 68 Capacity, c (veh/hr)979 7,470 Volume-to-Capacity Ratio, VA/c 0.04 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LT = Left-Through; TR = Through-Right; and LR = Left-Right A A 0.0 0.0 8.8 4.9A A 12 18 0.0 0.0 0 0 645 1,180 LR 0.0 0.0 8.7 5.6A A 8.7 A 996 0.03 0.1 0 0 645 1,180 3 125 1,602 1,569 0.00 0.01 0.0 0.0 LT TR 3 15 2 0 0 5 0.89 33 8.78.7 A 6.5 A A 3 0.0 0 0.0 0 1,180 2 0 0 5 1,607 1,500 Major Major Minor 0.87 0.87 0.87 A A A 0.04 0.1 3 125 8.8 A 2 A AA A 0.0 A 8.7 Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.0 0.0 8.8 0 0 5 1,597 1,594 0.01 0.01 38 979 LT TR 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.89 0.0 0.0 8.7 Traffic Control 0.89 0.89 0 11 125645 Major Major Minor A A A 0.89 0.89 LT TR 0.00 0.01 0.0 A 0.0 A 0.0 33 1,071 0.03 0.1 LR LR Major Major Minor SOUTH 23RD AVENUE From the North (Southbound) Uncontrolled Uncontrolled Stop Controlled From the West (Eastbound) BLACKWOOD ROAD BLACKWOOD ROAD From the East (Westbound) South Side of Blackwood Road Int-02_Blackwood-Rd+S-23rd-Ave_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:Blackwood Road & Meadow Bridge Neighborhood Traffic Impact Study South 23rd Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 0 0 1 0 26 0 17 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 0 1 0 36 0 23 0 Ped + Bike Volume, PBV (ped+bike/hr)4 9 Lane Group Lane Group Volume, VLG (veh/hr)23 60 Capacity, c (veh/hr)996 4,084 Volume-to-Capacity Ratio, VA/c 0.02 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 0 4 1 3 26 0 18 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 5 1 4 36 0 25 0 Ped + Bike Volume, PBV (ped+bike/hr)4 9 Lane Group Lane Group Volume, VLG (veh/hr)25 71 Capacity, c (veh/hr)984 4,096 Volume-to-Capacity Ratio, VA/c 0.03 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 0 8 1 10 31 0 21 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 11 1 13 41 0 28 0 Ped + Bike Volume, PBV (ped+bike/hr)4 9 Lane Group Lane Group Volume, VLG (veh/hr)28 95 Capacity, c (veh/hr)960 4,091 Volume-to-Capacity Ratio, VA/c 0.03 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LT = Left-Through; TR = Through-Right; and LR = Left-Right 8.9 0 0 645 1,180 A A 0.0 0.0 8.9 2.6A A A A A 0.0 0.0 1,552 1,579 0.01 0.04 0.0 0.0 LT TR 11 56 0.75 0.75 5 41 1,572 1,540 0.00 0.03 0.0 0.0 0 0 645 8.7 3.4 A A A LT TR 0 37 5 0.00 0 0 4 LR 23 0.02 1,577 1,511 996 0.02 0.1 3 125 8.70.0 0.0 0 645 0.0 0 1,180 A 0.0 A A A A 0.0 0.0 8.7 Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 5 0 A 0 4 Estimated 2030 Background Traffic Traffic Control Major Major Minor 0.75 5 0 0 4 A A A 0.0 0.0 8.8 Major Major Minor 1,180 LT TR 0.0 0.0 8.8 3.0A A A A Uncontrolled Uncontrolled Stop Controlled 0.73 0.73 0.73 0.73 0.73 0.73 Major Major Minor From the West (Eastbound) From the East (Westbound) South Side of Blackwood Road From the North (Southbound) 2024 Existing Conditions Traffic Control Uncontrolled Uncontrolled Stop Controlled WEEKDAY, PM PEAK HOUR BLACKWOOD ROAD BLACKWOOD ROAD SOUTH 23RD AVENUE LR 25 984 0.03 0.1 3 125 8.8 A LR 28 960 0.03 0.1 3 125 8.9 Int-02_Blackwood-Rd+S-23rd-Ave_Ops-Summary Page 2 of 2 Traffic Operations Summary Intersection:Blackwood Road & Meadow Bridge Neighborhood Traffic Impact Study Parkway Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 2 0 0 0 0 1 0 4 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 5 0 0 0 0 2 0 9 Ped + Bike Volume, PBV (ped+bike/hr)6 10 Lane Group Lane Group Volume, VLG (veh/hr)11 16 Capacity, c (veh/hr)931 2,550 Volume-to-Capacity Ratio, VA/c 0.01 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 3 0 0 0 3 0 1 0 2 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 2 7 0 0 0 7 0 2 0 5 Ped + Bike Volume, PBV (ped+bike/hr)6 10 Lane Group Lane Group Volume, VLG (veh/hr)7 23 Capacity, c (veh/hr)923 7,633 Volume-to-Capacity Ratio, VA/c 0.01 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 3 0 0 0 3 2 1 7 2 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 2 5 0 0 0 5 3 2 11 3 Ped + Bike Volume, PBV (ped+bike/hr)6 10 Lane Group Lane Group Volume, VLG (veh/hr)16 31 Capacity, c (veh/hr)969 7,557 Volume-to-Capacity Ratio, VA/c 0.02 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LT = Left-Through; TR = Through-Right; and LR = Left-Right Major Major Minor PARKWAY AVENUE From the North (Southbound) Uncontrolled Uncontrolled Stop Controlled From the West (Eastbound) BLACKWOOD ROAD BLACKWOOD ROAD From the East (Westbound) South Side of Blackwood Road 0.0 11 931 0.01 0.0 LR LR Major Major Minor A A A 0.44 0.44 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.44 7.2 0.0 8.9 Traffic Control 0.44 0.44 5 0 210560 Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 1.8 0.0 8.8 2 2 6 1,608 1,680 0.00 0.00 16 969 LR TR A 8.9 0 A AA A 1.8 0.61 0.61 0.61 A A A 0.02 0.0 0 210 8.8 A 1,619 0 Major Major Minor LR TR 0 2 2 6 0.00 0.00 0 0.0 0 0.0 0 645 7.2 A 0.0 A 8.98.9 A 8.4 A A LR TR 9 7 0 2 2 6 0.44 7 923 0.01 0.0 0 0 560 645 0 210 1,610 1,800 0.01 0.00 0.0 0.0 1.8 0.0 8.9 3.4A A 8.9 A 7 8 0.0 0.0 0 0 560 645 LR A A 1.8 0.0 8.8 5.0A A Int-03_Blackwood-Rd+Parkway-Ave_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:Blackwood Road & Meadow Bridge Neighborhood Traffic Impact Study Parkway Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 5 0 0 0 0 0 0 2 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 6 0 0 0 0 0 0 2 Ped + Bike Volume, PBV (ped+bike/hr)4 9 Lane Group Lane Group Volume, VLG (veh/hr)0 6 Capacity, c (veh/hr)914 2,345 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 2 4 0 3 0 0 0 1 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 2 5 0 3 0 0 0 1 Ped + Bike Volume, PBV (ped+bike/hr)4 9 Lane Group Lane Group Volume, VLG (veh/hr)0 10 Capacity, c (veh/hr)910 4,092 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 2 4 0 3 7 0 4 1 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 2 5 0 4 8 0 5 1 Ped + Bike Volume, PBV (ped+bike/hr)4 9 Lane Group Lane Group Volume, VLG (veh/hr)5 24 Capacity, c (veh/hr)964 3,925 Volume-to-Capacity Ratio, VA/c 0.00 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LT = Left-Through; TR = Through-Right; and LR = Left-Right LR 0 910 0.00 0.0 0 210 9.0 A LR 5 964 0.00 0.0 0 210 8.8 WEEKDAY, PM PEAK HOUR BLACKWOOD ROAD BLACKWOOD ROAD PARKWAY AVENUE From the West (Eastbound) From the East (Westbound) South Side of Blackwood Road From the North (Southbound) 2024 Existing Conditions Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.88 0.88 0.88 Major Major Minor Uncontrolled Uncontrolled Stop Controlled 0.88 0.88 0.88 LR TR 2.5 0.0 0.0 1.7A A A A Estimated 2030 Background Traffic Traffic Control Major Major Minor 0.84 0 3 2 4 A A A 2.5 0.0 0.0 Major Major Minor 645 Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 0 3 A 2 4 A A A 7.5 0.0 0.0 1,431 0 914 0.00 0.0 0 210 8.97.5 3 2 4 LR 0 0.00 LR TR 6 0 0 0.00 0.0 0 560 0.0 0 645 A 0.0 A 0.0 7.5 A A A 7 3 1,382 1,800 0.00 0.00 0.0 0.0 0 0 560 LR TR 7 12 0.84 0.84 1,371 1,590 0.01 0.01 0.0 0.0 8.8 0 0 560 645 A A 2.6 0.0 8.8 2.5A A A A A 2.6 0.0 Int-03_Blackwood-Rd+Parkway-Ave_Ops-Summary Page 2 of 2 Traffic Operations Summary Intersection:Blackwood Road & Meadow Bridge Neighborhood Traffic Impact Study South 27th Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 4 0 0 1 3 0 2 2 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 8 0 0 2 6 0 4 4 Ped + Bike Volume, PBV (ped+bike/hr)3 7 Lane Group Lane Group Volume, VLG (veh/hr)4 20 Capacity, c (veh/hr)2,064 5,256 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 2 2 0 2 3 0 2 1 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 4 4 0 4 6 0 4 2 Ped + Bike Volume, PBV (ped+bike/hr)3 7 Lane Group Lane Group Volume, VLG (veh/hr)4 22 Capacity, c (veh/hr)2,066 5,300 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 2 2 0 2 3 0 2 1 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 4 4 0 4 6 0 4 2 Ped + Bike Volume, PBV (ped+bike/hr)3 7 Lane Group Lane Group Volume, VLG (veh/hr)4 22 Capacity, c (veh/hr)2,066 5,300 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LT = Left-Through; TR = Through-Right; L = Left; and R = Right A A 3.6 0.0 8.6 8.6 2.9A A A 8 10 4 0.00 0.0 0.0 0.0 0 0 0 545 565 115 3.6 0.0 8.6 8.6 2.9A A A 0.01 0.00 0.0 0.0 0.0 0 0 0 545 565 115 0 1 3 3 0.50 1,614 1,620 992 LT TR L 8 10 4 0 0.00 A A 4.6 A A 7.2 A 0.0 A 8.7 A 8.7 0.0 0 545 0.0 0 565 0.00 0.01 0.00 LT TR L 0 1 3 3 1,617 1,575 987 Major Major Minor 0.0 0 115 0.50 0.50 0.50 A A A Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 3.6 0.0 8.6 1 3 3 1,614 1,620 992 0.00 0.01 LT TR L 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.50 7.2 0.0 8.7 Traffic Control 0.50 0.50 A 8.6 A A Major Major Minor A A A 0.50 0.50 3.6 0.0 8 8 4 Major Major Minor SOUTH 27TH AVENUE From the North (Southbound) Uncontrolled Uncontrolled Stop Controlled From the West (Eastbound) BLACKWOOD ROAD BLACKWOOD ROAD From the East (Westbound) South Side of Blackwood Road R 0 1,077 0.00 0.0 0 315 8.4 A R 0 1,074 0.00 0.0 0 315 8.4 A R 0 1,074 0.00 0.0 0 315 8.4 A Int-04_Blackwood-Rd+S-27th-Ave_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:Blackwood Road & Meadow Bridge Neighborhood Traffic Impact Study South 27th Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 2 0 0 0 2 0 5 3 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 3 0 0 0 3 0 7 4 Ped + Bike Volume, PBV (ped+bike/hr)4 12 Lane Group Lane Group Volume, VLG (veh/hr)7 12 Capacity, c (veh/hr)1,998 5,119 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 1 0 2 2 0 5 1 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 1 0 3 3 0 7 1 Ped + Bike Volume, PBV (ped+bike/hr)4 12 Lane Group Lane Group Volume, VLG (veh/hr)7 15 Capacity, c (veh/hr)2,030 5,297 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 1 0 2 2 0 5 1 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 1 0 3 3 0 7 1 Ped + Bike Volume, PBV (ped+bike/hr)4 12 Lane Group Lane Group Volume, VLG (veh/hr)7 15 Capacity, c (veh/hr)2,030 5,297 Volume-to-Capacity Ratio, VA/c 0.00 0.00 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: LT = Left-Through; TR = Through-Right; L = Left; and R = Right A A 3.6 0.0 8.8 8.8 4.7A A A A A A 3.6 0.0 8.8 0.00 0.00 0.01 0.0 0.0 0.0 0 0 0 545 565 115 1,617 1,650 966 LT TR L 5 0.0 0 115 0.00 0.00 0.01 0.0 0 545 0.0 0 565 LT TR L 3 3 7 1,621 1,500 930 0 3 4 6.5 0.00 0.0 0 315 0.0 A 8.9 A 8.98.4 A A A A 7.2 0.0 8.9 A A Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled 5 0 3 4 Major Major Minor 3 5 7 0.75 0.75 0.75 5 0 3 4 A A A 3.6 0.0 8.8 0 0 545 565 115 3.6 Estimated 2030 Background Traffic Traffic Control Major Major Minor 8.8 4.7A A A A A 0.75 0.0 0.0 0.0 0 3 5 7 0.0 8.8 LT TR L 1,617 1,650 Uncontrolled Uncontrolled Stop Controlled 0.75 966 0.00 0.00 0.01 0.75 0.75 0.75 0.75 Major Major Minor R 0 1,068 From the West (Eastbound) From the East (Westbound) South Side of Blackwood Road From the North (Southbound) 2024 Existing Conditions Traffic Control Uncontrolled Uncontrolled Stop Controlled 7.2 A WEEKDAY, PM PEAK HOUR BLACKWOOD ROAD BLACKWOOD ROAD SOUTH 27TH AVENUE R 0 1,064 0.00 0.0 0 315 8.4 A R 0 1,064 0.00 0.0 0 315 8.4 A Int-04_Blackwood-Rd+S-27th-Ave_Ops-Summary Page 2 of 2 Traffic Operations Summary Intersection:South 27th Avenue & Meadow Bridge Neighborhood Traffic Impact Study Kurk Drive Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 33 1 0 0 1 0 6 0 0 17 0 0 5 8 17 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 36 1 0 0 1 0 7 0 0 19 0 0 5 9 19 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)45 96 Capacity, c (veh/hr)1,967 8,452 Volume-to-Capacity Ratio, VA/c 0.02 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 44 2 0 0 1 0 6 0 0 15 0 0 5 7 20 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 47 2 0 0 1 0 6 0 0 16 0 0 5 8 22 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)57 108 Capacity, c (veh/hr)1,971 8,438 Volume-to-Capacity Ratio, VA/c 0.03 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 44 2 0 0 1 1 7 0 0 15 0 0 5 7 20 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 47 2 0 0 1 1 8 0 0 16 0 0 5 8 22 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)59 110 Capacity, c (veh/hr)1,937 8,404 Volume-to-Capacity Ratio, VA/c 0.03 0.01 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; TR = Through-Right; and LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. 0.01 0.0 0.0 90 0.00 0.02 A AA A A A 7.3 0.0 A A 8.6 A 9.0 5.2 9.0 5.2 A A 7.3 0.0 A A 8.9 A 4.6 A 1,800 0.01 0.0 0.0 400 2 5 6 2 2 A A A A Major LTR 37 934 5 6 2 330 7.4 0.93 0.93 0.93 0.93 2 5 6 2 Minor Minor Major Major Estimated 2030 Total Traffic Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 9.1 8.6 0.0 1.2 LTR 50 931 0.05 0.2 5.1 140 9.1 A L TR 0 16 1,594 0.05 0.2 5.1 140 9.1 A 0.00 0.0 0.0 100 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 9.0 8.5 0.0 1.2 Traffic Control Minor Minor Major 9.1 8.5 0.93 0.93 0.93 0.93 Minor Minor Major Major A A A A 0.92 0.92 0.92 0.92 SOUTH 27TH AVENUE From the North (Southbound) Stop Controlled Stop Controlled Uncontrolled Uncontrolled From the West (Eastbound) KURK DRIVE KURK DRIVE From the East (Westbound) SOUTH 27TH AVENUE From the South (Northbound) 0.04 0.1 2.5 140 9.0 A LTR 49 935 0.0 0.0 100 400 L TR 0 19 1,597 1,800 0.00 0.01 0.0 0.0 0.0 0.0 100 400 7.3 0.0 A A L 1,800 0.00 0.01 0.0 0.0 TR 0 16 1,594 0.0 1.2 0.0 A A LTR 8 1,033 L TR 5 27 1,492 1,596 0.01 0.00 0.02 0.0 0.0 90 8.5 A 0.0 0.0 0.0 0.0 85 LTR 8 1,036 0.01 0.0 0.0 90 8.5 A L TR 5 29 1,495 1,578 0.00 0.02 0.0 0.0 0.0 0.0 85 330 7.4 0.0 A A LTR 10 1,006 L TR 5 29 1,495 1,578 0.0 0.0 0.0 0.0 85 330 7.4 0.0 A A Traffic Operations Summary Intersection:South 27th Avenue & Meadow Bridge Neighborhood Traffic Impact Study Kurk Drive Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 18 3 1 0 3 1 3 0 0 12 1 0 9 17 37 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 21 4 1 0 4 1 4 0 0 14 1 0 11 20 44 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)34 124 Capacity, c (veh/hr)1,731 8,249 Volume-to-Capacity Ratio, VA/c 0.02 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 24 3 1 0 3 2 3 0 0 11 1 0 9 15 46 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 26 3 1 0 3 2 3 0 0 12 1 0 10 16 49 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)39 127 Capacity, c (veh/hr)1,719 8,208 Volume-to-Capacity Ratio, VA/c 0.02 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 24 4 1 0 3 3 4 0 0 11 1 0 10 15 46 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 26 4 1 0 3 3 4 0 0 12 1 0 11 16 50 Ped + Bike Volume, PBV (ped+bike/hr)7 15 Lane Group Lane Group Volume, VLG (veh/hr)42 132 Capacity, c (veh/hr)1,714 8,196 Volume-to-Capacity Ratio, VA/c 0.02 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; TR = Through-Right; and LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. A A A A 9.3 3.2 7.3 3.4 A A 9.4 3.6 9.3 3.4 L TR 0 13 5 Minor Minor 0.0 0.0 100 400 7.3 0.0 A A 2 0.1 2.7 140 9.3 A L TR 0 13 1,537 1,775 0.00 0.01 0.0 0.0 2 5 6 2 2 A A A A Minor Minor Major Major 0.93 0.93 0.93 0.93 6 2 9.4 9.3 0.0 1.0 0.93 0.93 0.93 0.93 LTR 31 859 0.04 0.1 2.7 140 9.4 2 5 6 Estimated 2030 Total Traffic Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled A A A A Estimated 2030 Background Traffic Traffic Control Stop Controlled Stop Controlled 9.3 9.3 0.0 0.9 LTR 30 868 0.03 Major Major Uncontrolled Uncontrolled A 0.85 0.85 0.85 0.85 Minor Minor Major Major 85 330 A A 0.03 0.1 2.7 140 9.3 A 0.0 100 400 7.3 0.4 A A 0.0 From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) WEEKDAY, PM PEAK HOUR KURK DRIVE KURK DRIVE SOUTH 27TH AVENUE SOUTH 27TH AVENUE LTR 26 866 2024 Existing Conditions Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled A A 9.3 9.2 0.4 4.0 A A L TR 0 15 1,546 1,777 0.00 0.01 0.0 0.0 0.0 1,537 1,775 0.00 0.01 0.0 0.0 0.0 0.0 100 400 7.3 0.0 A A LTR 8 865 L TR 11 64 1,601 1,594 0.01 0.01 0.04 0.0 0.0 90 9.2 A 0.0 0.0 0.0 LTR 9 851 0.01 0.0 0.0 90 9.3 A L TR 10 66 1,603 1,574 0.01 0.04 0.0 0.0 0.0 0.0 85 330 7.3 0.0 A A LTR 11 855 0.01 0.0 0.0 90 9.3 A 0.0 0.0 85 330 7.3 0.0 A A L TR 11 66 1,596 1,574 0.01 0.04 0.0 0.0 Traffic Operations Summary Intersection:West Graf Street & Meadow Bridge Neighborhood Traffic Impact Study South 27th Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 1 23 0 0 19 6 15 0 0 18 42 0 12 10 4 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 29 0 0 24 8 19 0 0 23 54 0 15 13 5 Ped + Bike Volume, PBV (ped+bike/hr)7 14 Lane Group Lane Group Volume, VLG (veh/hr)105 192 Capacity, c (veh/hr)669 5,220 Volume-to-Capacity Ratio, VA/c 0.16 0.04 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 31 0 0 20 8 20 0 0 21 48 0 16 11 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 39 0 0 25 10 25 0 0 27 61 0 20 14 6 Ped + Bike Volume, PBV (ped+bike/hr)13 26 Lane Group Lane Group Volume, VLG (veh/hr)122 229 Capacity, c (veh/hr)1,223 5,724 Volume-to-Capacity Ratio, VA/c 0.10 0.04 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 32 0 0 20 8 22 0 0 22 48 0 17 11 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 40 0 0 25 10 28 0 0 28 61 0 22 14 6 Ped + Bike Volume, PBV (ped+bike/hr)13 26 Lane Group Lane Group Volume, VLG (veh/hr)124 235 Capacity, c (veh/hr)1,221 5,709 Volume-to-Capacity Ratio, VA/c 0.10 0.04 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. 20 662 0.03 0.1 2.7 2.7 150 8.2 A 150 8.3 A L TR 0 89 L 22 320 L TR L L 15 669 0.02 0.1 SOUTH 27TH AVENUE From the North (Southbound) 0.02 0.1 2.8 425 7.6 A Stop Controlled Stop Controlled Stop Controlled Stop Controlled From the West (Eastbound) WEST GRAF STREET WEST GRAF STREET From the East (Westbound) SOUTH 27TH AVENUE From the South (Northbound) 0.79 0.79 0.79 0.79 Major Major Minor Minor A A A A 0.78 0.78 0.78 0.78 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Stop Controlled Stop Controlled Stop Controlled Stop Controlled 7.7 7.6 7.4 7.9 L TR Traffic Control Major Major Minor 7.8 7.7 7.5 8.0 0 87 561 834 0.00 0.10 0.0 0.3 0.0 7.6 0.00 0.05 0.04 0.04 Estimated 2030 Total Traffic Traffic Control Stop Controlled Stop Controlled Stop Controlled Stop Controlled 7.9 7.7 7.6 8.0 560 830 0.00 0.11 0.0 0.4 0.0 10.2 100 320 8.0 7.6 A A Major Major Minor Minor 0.79 0.79 0.79 0.79 9 4 11 2 L TR L 5 2 6 1 9 A A A A Minor L TR 0 4 11 2 77 0 844 0.00 0.09 0.0 0.3 0.0 7.6 100 320 7.9 7.4 A A 0.1 7.5 680 751 682 841 1 29 24 27 TR 18 753 L TR 0.00 0.04 0.04 0.03 672 739 672 829 1 40 25 38 L TR L TR 0.0 0.1 0.1 673 743 673 831 TR 1 39 25 35 2.5 2.5 2.5 8.0 A 7.7 A 8.2 7.1 A A 150 570 315 315 0.0 5.0 2.5 2.5 100 0.0 0.2 0.1 0.1 150 570 315 315 0.0 A 7.6 A 8.1 7.8 8.3 7.2 A A A A A 8.1 7.9 8.3 A A A 7.7 7.8 A 7.7 7.7 A A 315 2.5 0.1 8.0 7.5 A A 7.3 7.7 A 150 661 0.03 0.1 2.7 A A A 8.3 AA A 0.00 0.05 0.04 0.05 150 570 315 0.0 5.0 2.5 0.0 0.2 0.1 0.03 0.1 2.8 425 TR 20 747 0.03 0.1 2.8 425 7.7 A TR 20 746 Int-06_W-Graf-St+S-27th-Ave_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:West Graf Street & Meadow Bridge Neighborhood Traffic Impact Study South 27th Avenue Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 1 5 2 1 41 13 12 0 1 18 19 0 7 26 4 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 5 2 1 44 14 13 0 1 19 20 0 7 28 4 Ped + Bike Volume, PBV (ped+bike/hr)12 21 Lane Group Lane Group Volume, VLG (veh/hr)76 160 Capacity, c (veh/hr)1,242 5,796 Volume-to-Capacity Ratio, VA/c 0.06 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 7 2 1 45 17 16 0 1 21 21 0 9 29 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 7 2 1 48 18 17 0 1 22 22 0 10 31 5 Ped + Bike Volume, PBV (ped+bike/hr)21 38 Lane Group Lane Group Volume, VLG (veh/hr)86 186 Capacity, c (veh/hr)1,233 5,745 Volume-to-Capacity Ratio, VA/c 0.07 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 1 7 2 1 45 17 17 0 1 22 21 0 11 30 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 1 7 2 1 48 18 18 0 1 24 22 0 12 32 5 Ped + Bike Volume, PBV (ped+bike/hr)21 38 Lane Group Lane Group Volume, VLG (veh/hr)91 192 Capacity, c (veh/hr)1,233 5,738 Volume-to-Capacity Ratio, VA/c 0.07 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. 2.6 150 8.2 A L 12 671 0.02 0.1 0.01 0.0 0.0 150 8.1 0.2 0.0 5.1 100 320 9.1 7.4 A A WEEKDAY, PM PEAK HOUR WEST GRAF STREET WEST GRAF STREET SOUTH 27TH AVENUE SOUTH 27TH AVENUE L TR 1 39 L 72024 Existing Conditions Traffic Control Stop Controlled Stop Controlled Stop Controlled Stop Controlled 100 320 9.1 7.3 From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 0.0 5.1 T 32 772 0.04 0 3 687 566 815 0.00 0.05 0.0 0.2 6 6 6 L TR L TR 7.5 7.9 7.3 7.7 A A 0.94 0.94 0.94 0.94 Major Major Minor Minor 676 3 A A Estimated 2030 Total Traffic Traffic Control Stop Controlled Stop Controlled Stop Controlled Stop Controlled A A A A Estimated 2030 Background Traffic Traffic Control Stop Controlled Stop Controlled 7.5 8.0 7.4 7.7 L TR 1 45 A A A 7.6 8.0 7.4 7.7 0.94 0.94 0.94 0.94 L TR 1 46 562 804 0.00 0.06 6 A A A A Major Major Minor Minor 7.4 A A L 10 671 681 766 682 806 1 0.94 0.94 0.94 0.94 10 11 6 11 10 11 L TR L 562 806 0.00 0.06 0.0 0.2 0.0 5.1 100 320 9.1 A A A A 0.00 0.01 0.07 0.05 782 687 811 1 7 45 27 TR 1 10 49 35 0.00 0.01 0.07 0.03 Major Major 150 570 315 315 0.0 0.0 10 49 36 L TR L TR 0.0 0.0 5.1 2.6 0.0 0.0 0.2 0.1 5.1 2.6 0.0 0.0 0.2 0.1 150 570 315 315 682 768 683 806 11 0.00 7.9 7.4 8.3 7.3 A 8.0 7.5 8.4 7.4 150 570 315 315 0.0 0.0 5.1 2.6 0.0 0.0 0.2 0.1 A 0.01 0.07 A 0.05 0 5 425 8 A A A 0.04 0.01 0.0 0.0 150 8.1 Minor Minor Stop Controlled Stop Controlled A A 0.0 A A A A 8.0 7.4 8.4 7.4 A A A A 7.5 7.7 7.6 7.8 7.6 7.8 425 8 A T 36 767 0.05 0 3 425 8 A T 37 766 Traffic Operations Summary Intersection:West Graf Street & Meadow Bridge Neighborhood Enterprise Boulevard Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 10 87 3 0 12 30 30 0 6 13 30 1 24 10 10 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 12 102 4 0 14 35 35 0 7 15 35 1 28 12 12 Ped + Bike Volume, PBV (ped+bike/hr)10 19 Lane Group Lane Group Volume, VLG (veh/hr)110 312 Capacity, c (veh/hr)1,510 7,920 Volume-to-Capacity Ratio, VA/c 0.07 0.04 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 10 105 3 0 12 40 30 0 6 13 30 1 24 10 10 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 12 123 4 0 14 47 35 0 7 15 35 1 28 12 12 Ped + Bike Volume, PBV (ped+bike/hr)10 19 Lane Group Lane Group Volume, VLG (veh/hr)110 345 Capacity, c (veh/hr)1,451 7,843 Volume-to-Capacity Ratio, VA/c 0.08 0.04 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 10 105 5 0 19 40 30 0 8 16 51 1 24 11 10 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 12 124 6 0 22 47 35 0 9 19 60 1 28 13 12 Ped + Bike Volume, PBV (ped+bike/hr)10 19 Lane Group Lane Group Volume, VLG (veh/hr)143 390 Capacity, c (veh/hr)1,419 7,796 Volume-to-Capacity Ratio, VA/c 0.10 0.05 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; TR = Through-Right; and LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. ENTERPRISE BOULEVARD From the North (Southbound) Uncontrolled Uncontrolled Stop Controlled Stop Controlled From the West (Eastbound) WEST GRAF STREET WEST GRAF STREET From the East (Westbound) ENTERPRISE BOULEVARD From the South (Northbound) 0.85 0.85 0.85 0.85 Major Major Minor Minor A A A B 0.85 0.85 0.85 0.85 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled 0.7 1.2 9.8 10.6 L TR Traffic Control Major Major Minor 0.6 1.1 10.0 10.8 Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled 0.6 1.6 10.1 11.2 Major Major Minor Minor 0.85 0.85 0.85 0.85 6 3 5 5 L TR L 6 3 5 5 6 A A A B Minor L TR LTR LTR 3 5 5 1,485 1,790 1,485 1,650 809 701 12 106 14 70 57 53 0.01 0.06 0.01 0.04 0.07 0.08 1,471 1,786 1,449 1,671 788 631 12 130 22 83 89 54 L TR L TR LTR LTR 0.0 0.0 0.0 0.0 0.2 0.01 0.07 0.01 0.05 0.07 1,471 1,792 1,458 1,671 780 TR LTR 12 127 14 82 57 0.0 0.0 0.0 0.0 150 440 175 315 5.00.0 0.0 0.0 0.0 150 440 175 315 5.00.0 0.0 0.0 0.0 150 0.2 5.3 610 0.2 0.3 A 10.6 B 0.08 671 LTR 53 7.4 A 0.0 A 7.4 0.0 A A 9.8 10.2 B 4.2 A 7.5 0.0 7.5 0.0 10.0 10.8 A A A 610 0.4 0.3 10.1 8.0 0.09 10.5 4.5 A A B 10.4 3.9 B A 8.0 150 610 315 150 0.0 0.0 B A 7.5 0.0 7.5 0.0 10.1 11.2 A A A A B B A A B B 0.01 0.07 0.02 0.05 0.11 150 440 175 0.0 0.0 0.0 0.0 0.0 0.0 Int-07_W-Graf-St+Enterprise-Blvd_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:West Graf Street & Meadow Bridge Neighborhood Enterprise Boulevard Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 5 35 1 0 20 79 20 0 2 10 12 0 28 19 12 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 5 36 1 0 20 81 20 0 2 10 12 0 29 19 12 Ped + Bike Volume, PBV (ped+bike/hr)11 25 Lane Group Lane Group Volume, VLG (veh/hr)85 248 Capacity, c (veh/hr)1,549 8,056 Volume-to-Capacity Ratio, VA/c 0.05 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 5 41 1 0 20 92 20 0 2 10 12 0 28 19 12 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 5 42 1 0 20 94 20 0 2 10 12 0 29 19 12 Ped + Bike Volume, PBV (ped+bike/hr)11 25 Lane Group Lane Group Volume, VLG (veh/hr)85 267 Capacity, c (veh/hr)1,516 8,007 Volume-to-Capacity Ratio, VA/c 0.06 0.03 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 5 41 3 0 44 92 20 0 3 12 25 0 28 22 12 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 5 43 3 0 46 96 21 0 3 13 26 0 29 23 13 Ped + Bike Volume, PBV (ped+bike/hr)11 25 Lane Group Lane Group Volume, VLG (veh/hr)107 322 Capacity, c (veh/hr)1,447 7,904 Volume-to-Capacity Ratio, VA/c 0.07 0.04 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; TR = Through-Right; and LTR = Left-Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. WEEKDAY, PM PEAK HOUR WEST GRAF STREET WEST GRAF STREET ENTERPRISE BOULEVARD ENTERPRISE BOULEVARD From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2024 Existing Conditions Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled A B 0.9 1.2 9.6 10.3 B A 0.98 0.98 0.98 0.98 Major Major Minor Minor Minor Minor Stop Controlled Stop Controlled Estimated 2030 Total Traffic Traffic Control Uncontrolled Uncontrolled Stop Controlled Stop Controlled A A A B Estimated 2030 Background Traffic Traffic Control Uncontrolled Uncontrolled 0.8 1.1 9.7 10.4 A A A 0.8 2.1 9.8 11.1 0.95 0.95 0.95 0.95 7 7 7 4 7 A A A B Major Major Minor Minor 0.98 0.98 0.98 0.98 7 4 7 7 7 4 L TR L L TR L TR LTR LTR 1,409 1,792 1,567 1,739 805 744 5 37 20 101 24 60 791 725 TR LTR LTR 5 43 20 114 24 60 0.00 0.02 0.01 0.06 0.03 0.08 1,389 1,780 1,542 1,746 794 653 5 46 46 117 42 65 L TR L TR LTR LTR 0.00 0.03 0.03 0.07 0.05 0.10 0.00 0.02 0.01 0.07 0.03 0.08 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 150 440 175 315 1,393 1,793 1,559 1,746 7 Major Major A A 150 610 0.1 0.3 150 440 175 315 150 0.0 0.0 2.5 0.0 0.0 0.0 0.1 0.0 150 440 175 315 2.60.0 0.0 A A A A A B 7.6 0.0 7.3 0.0 9.6 10.3 7.6 0.0 7.4 0.0 9.8 11.1 10.6 4.7 10.2 3.9A A A A A B 7.6 0.0 7.3 0.0 9.7 10.4 610 0.2 A A B B A B A 10.1 4.2 7.7 150 610 0.3 5.2 7.7 0.3 2.6 7.7 Int-07_W-Graf-St+Enterprise-Blvd_Ops-Summary Page 2 of 2 Traffic Operations Summary Intersection:South 19th Avenue & Meadow Bridge Neighborhood Traffic Impact Study West Graf Street Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 84 83 14 0 34 46 235 0 13 413 81 0 185 195 41 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 105 104 18 0 43 58 295 0 16 519 102 0 232 245 51 Ped + Bike Volume, PBV (ped+bike/hr)6 22 Lane Group Lane Group Volume, VLG (veh/hr)623 1,788 Capacity, c (veh/hr)3,505 9,988 Volume-to-Capacity Ratio, VA/c 0.18 0.18 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 103 112 20 0 47 67 250 0 20 476 92 0 204 226 49 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 129 141 25 0 59 84 314 0 25 598 116 0 256 284 62 Ped + Bike Volume, PBV (ped+bike/hr)8 30 Lane Group Lane Group Volume, VLG (veh/hr)752 2,092 Capacity, c (veh/hr)1,936 5,348 Volume-to-Capacity Ratio, VA/c 0.39 0.39 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 118 118 20 0 48 69 250 0 20 480 94 0 204 227 54 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 148 148 25 0 60 87 314 0 25 603 118 0 256 285 68 Ped + Bike Volume, PBV (ped+bike/hr)8 30 Lane Group Lane Group Volume, VLG (veh/hr)782 2,137 Capacity, c (veh/hr)2,011 5,313 Volume-to-Capacity Ratio, VA/c 0.39 0.40 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. B 625 32.0 C L TR 256 365 0.70 6.6 170 721 L 256 400 L TR L L 232 647 0.36 5.329.0 10 237 400 400 14.0 17.0 B B 130 625 19.0 SOUTH 19TH AVENUE From the North (Southbound) 0.12 48.6 119 1,200 15.0 B Signalized Signalized Signalized Signalized From the West (Eastbound) WEST GRAF STREET WEST GRAF STREET From the East (Westbound) SOUTH 19TH AVENUE From the South (Northbound) 620 1,083 2,338 0.02 0.27 0.0 0.80 0.80 0.80 0.80 Minor Minor Major Major C C B B 0.80 0.80 0.80 0.80 2024 Existing Conditions WEEKDAY, AM PEAK HOUR Estimated 2030 Background Traffic Traffic Control Signalized Signalized Signalized Signalized 24.6 23.6 16.9 16.8 L TR Traffic Control Minor Minor Major 0.26 0.19 0.62 25 713 444 1,326 0.06 0.54 Estimated 2030 Total Traffic Traffic Control Signalized Signalized Signalized Signalized 24.9 23.4 23.8 27.7 427 1,286 0.06 0.56 0.0 42.5 17 332 400 400 19.0 24.0 B C Minor Minor Major Major 7 1 16 6 1 16 6 0.80 0.80 0.80 0.80 24.6 24.2 22.8 25.1 0.0 37.5 11 296 0.38 C 19.0 B L TR L 5 1 12 4 7 C C C C Major L TR 16 L TR 104.0 24.0 558 1,044 839 1,064 105 122 43 353 0.19 0.12 0.05 0.33 5.2 6.4 0.2 44 38 TR 296 2,415 358 666 313 674 148 173 60 401 L TR L TR 200 550 275 400 136 37 43 165 400 5.2 5.2 0.3 89.8 200 550 275 400 123 29.0 23.0 C C 342 638 310 646 TR 129 166 59 398 153 31.0 C 19.3 B 33.0 18.0 32.0 23.0 C B C C C 33.0 18.0 33.0 C B C 24.0 25.0 C 24.3 24.0 C C 400 206 112.3 18.0 23.0 B C 22.0 21.0 C 625 349 0.73 7.5 200 25 C C C 37.0 DC C 0.41 0.26 0.19 0.59 200 550 275 187 66 60 7.9 9.4 0.5 0.28 1.4 174 1,200 TR 345 1,277 0.27 62.6 150 1,200 20.0 B TR 353 1,240 Int-08_S-19th-Ave+W-Graf-St_Ops-Summary Page 1 of 2 Traffic Operations Summary Intersection:South 19th Avenue & Meadow Bridge Neighborhood Traffic Impact Study West Graf Street Minor Analysis Analysis Approach Intersection Scenario Data U L T R U L T R U L T R U L T R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 64 44 12 0 48 81 102 0 16 303 27 0 135 439 67 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 66 45 12 0 49 83 105 0 16 312 28 0 139 451 69 Ped + Bike Volume, PBV (ped+bike/hr)6 19 Lane Group Lane Group Volume, VLG (veh/hr)361 1,376 Capacity, c (veh/hr)1,581 5,727 Volume-to-Capacity Ratio, VA/c 0.23 0.24 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 74 71 19 0 64 110 119 0 24 351 31 0 172 493 82 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 76 73 20 0 66 113 122 0 25 361 32 0 177 507 84 Ped + Bike Volume, PBV (ped+bike/hr)8 25 Lane Group Lane Group Volume, VLG (veh/hr)470 1,656 Capacity, c (veh/hr)1,533 5,647 Volume-to-Capacity Ratio, VA/c 0.31 0.29 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 83 75 19 0 66 117 119 0 24 354 32 0 172 497 99 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 86 78 20 0 68 121 123 0 25 366 33 0 178 514 102 Ped + Bike Volume, PBV (ped+bike/hr)8 25 Lane Group Lane Group Volume, VLG (veh/hr)495 1,713 Capacity, c (veh/hr)1,552 5,604 Volume-to-Capacity Ratio, VA/c 0.32 0.31 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 7th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. 97 625 15.0 B L 178 525 0.34 1.2 0.26 1.0 88 625 14.0 11.9 13 154 400 400 12.0 12.0 B B WEEKDAY, PM PEAK HOUR WEST GRAF STREET WEST GRAF STREET SOUTH 19TH AVENUE SOUTH 19TH AVENUE L TR 16 339 L 1392024 Existing Conditions Traffic Control Signalized Signalized Signalized Signalized 400 400 11.0 12.0 From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 11 138 T 520 1,534 0.34 238 240 332 448 1,626 0.04 0.21 0.0 11.4 1 9 4 L TR L TR 5 22.7 23.2 12.0 14.8 C B 0.97 0.97 0.97 0.97 Minor Minor Major Major 538 B B Estimated 2030 Total Traffic Traffic Control Signalized Signalized Signalized Signalized C B C 23.8 24.5 12.0 15.8 0.97 0.97 0.97 0.97 C C B B Estimated 2030 Background Traffic Traffic Control Signalized Signalized 23.2 24.3 11.9 14.8 L TR 25 393 7 L 177 532 13 146 400 L TR 25 399 422 1,596 0.06 0.25 Major Major 12.0 B B C C B B 311 463 282 496 86 0.97 0.97 0.97 0.97 12 5 7 1 12 5 L TR L 436 1,615 0.06 0.24 0.0 11.2 400 11.0 C C C B 0.28 0.21 0.24 0.49 457 306 486 66 58 49 188 TR 76 93 66 236 0.20 0.13 0.16 0.39 Minor Minor 200 550 275 400 100 38 97 68 244 L TR L TR C B C C 27.0 20.0 29.0 23.0 Minor Minor 96 27 57 130 4.4 1.3 0.6 50.4 63 148 3.3 2.1 0.7 47.3 200 550 275 400 310 452 288 483 1 0.25 26.0 19.0 28.0 22.0 B 28.0 20.0 30.0 23.0 200 550 275 400 111 39 66 154 4.0 2.2 0.8 50.4 B 0.20 0.23 C 0.41 4 264 1,200 16 B C C 0.49 0.33 1.2 94 625 14.0 Major Major Signalized Signalized B B 0.0 C B C B 23.1 16.2 24.2 17.3 23.9 16.6 1,200 15.0 B T 591 1,531 0.39 246 249 1,200 15.0 B T 616 1,509 Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2024 Existing Conditions Appendix E E-2 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 1 1 1 Configuration LTR LTR LTR L T R Volume (veh/h)18 2 7 3 0 8 3 427 6 4 216 7 Percent Heavy Vehicles (%)0 33 0 0 0 29 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No 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 6.83 6.20 7.10 6.50 6.49 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 4.30 3.30 3.50 4.00 3.56 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)31 13 3 5 Capacity, c (veh/h)367 438 1317 1071 v/c Ratio 0.09 0.03 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.1 0.0 0.0 95% Queue Length, Q₉₅ (ft)7.6 2.9 0.0 0.0 Control Delay (s/veh)15.7 13.5 7.7 0.0 0.0 8.4 Level of Service (LOS)C B A A A A Approach Delay (s/veh)15.7 13.5 0.1 0.1 Approach LOS C B A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:21:57 PMInt-01_S-19th-Ave+Blackwood-Rd_AM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street South 19th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 1 1 1 Configuration LTR LTR LTR L T R Volume (veh/h)14 0 4 0 0 6 6 286 3 1 414 21 Percent Heavy Vehicles (%)0 0 0 0 0 7 0 17 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.27 4.10 4.27 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.36 2.20 2.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)20 7 7 1 Capacity, c (veh/h)348 715 1100 1164 v/c Ratio 0.06 0.01 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)5.0 0.0 0.0 0.0 Control Delay (s/veh)16.0 10.1 8.3 0.1 0.1 8.1 Level of Service (LOS)C B A A A A Approach Delay (s/veh)16.0 10.1 0.2 0.0 Approach LOS C B A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:24:11 PMInt-01_S-19th-Ave+Blackwood-Rd_PM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & S 23rd Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street South 23rd Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 0 0 10 29 0 Percent Heavy Vehicles (%)0 2 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 6.42 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 33 Capacity, c (veh/h)1607 1005 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 Control Delay (s/veh)7.2 0.0 8.7 Level of Service (LOS)A A A Approach Delay (s/veh)8.7 Approach LOS A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:41:56 PMInt-02_Blackwood-Rd+S-23rd-Ave_AM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & S 23rd Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street South 23rd Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.73 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 0 0 26 17 0 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)0 23 Capacity, c (veh/h)1577 996 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 Control Delay (s/veh)7.3 0.0 8.7 Level of Service (LOS)A A A Approach Delay (s/veh)8.7 Approach LOS A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:44:28 PMInt-02_Blackwood-Rd+S-23rd-Ave_PM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & Parkway Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street Parkway Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.44 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)2 0 0 0 0 4 Percent Heavy Vehicles (%)0 0 57 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 6.77 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.81 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 9 Capacity, c (veh/h)1619 931 v/c Ratio 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)7.2 0.0 8.9 Level of Service (LOS)A A A Approach Delay (s/veh)7.2 8.9 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:00:14 PMInt-03_Blackwood-Rd+Parkway-Ave_AM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & Parkway Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street Parkway Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)5 0 0 0 0 2 Percent Heavy Vehicles (%)33 0 67 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)4.43 6.40 6.87 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.50 3.50 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 2 Capacity, c (veh/h)1431 914 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)7.5 0.0 8.9 Level of Service (LOS)A A A Approach Delay (s/veh)7.5 8.9 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:02:04 PMInt-03_Blackwood-Rd+Parkway-Ave_PM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street South 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.50 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 0 0 1 0 1 Configuration LT TR L R Volume (veh/h)4 0 1 3 2 2 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No 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)8 4 4 Capacity, c (veh/h)1617 987 1077 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 8.7 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)7.2 8.5 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:32:10 PMInt-04_S-27th-Ave+Blackwood-Rd_AM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2024 North/South Street South 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 0 0 1 0 1 Configuration LT TR L R Volume (veh/h)2 0 0 2 5 3 Percent Heavy Vehicles (%)0 33 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.73 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.80 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 7 4 Capacity, c (veh/h)1621 930 1068 v/c Ratio 0.00 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 8.9 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)7.2 8.7 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:32:57 PMInt-04_S-27th-Ave+Blackwood-Rd_PM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Kurk Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Kurk Drive Analysis Year 2024 North/South Street South 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)33 1 0 1 0 6 0 17 0 5 8 17 Percent Heavy Vehicles (%)2 0 0 0 0 0 0 17 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)7.12 6.50 6.20 7.10 6.50 6.20 4.10 4.27 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)3.52 4.00 3.30 3.50 4.00 3.30 2.20 2.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 8 0 5 Capacity, c (veh/h)934 1033 1597 1492 v/c Ratio 0.04 0.01 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.5 0.0 0.0 0.0 Control Delay (s/veh)9.0 8.5 7.3 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.0 8.5 0.0 1.2 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:43:37 PMInt-05_S-27th-Ave+Kurk-Dr_AM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Kurk Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Kurk Drive Analysis Year 2024 North/South Street South 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)18 3 1 3 1 3 0 12 1 9 17 37 Percent Heavy Vehicles (%)0 50 50 50 0 14 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 7.00 6.70 7.60 6.50 6.34 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 4.45 3.75 3.95 4.00 3.43 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)26 8 0 11 Capacity, c (veh/h)866 865 1546 1601 v/c Ratio 0.03 0.01 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.7 0.0 0.0 0.0 Control Delay (s/veh)9.3 9.2 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.3 9.2 0.0 1.0 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:46:20 PMInt-05_S-27th-Ave+Kurk-Dr_PM_2024-Ex.xtw HCS All-Way Stop Control Report General and Site Information Lanes Analyst T. Eastwood Agency/Co.E5 Engineering, PLLC Date Performed 12/18/2024 Analysis Year 2024 Analysis Time Period (hrs)0.25 Time Analyzed Weekday, AM Peak Hour Project Description Meadow Bridge TIS | Existing Conditio… Intersection W Graf St & S 27th Ave Jurisdiction City of Bozeman East/West Street West Graf Street North/South Street South 27th Avenue Peak Hour Factor 0.78 Turning Movement Demand Volumes Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume (veh/h)1 23 0 19 6 15 0 18 42 12 10 4 % Thrus in Shared Lane Lane Flow Rate and Adjustments Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 29 24 27 0 77 15 18 Percent Heavy Vehicles 0 0 0 0 0 2 8 14 Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.001 0.026 0.022 0.024 0.000 0.068 0.014 0.016 Final Departure Headway, hd (s)5.30 4.80 5.28 4.28 5.22 4.26 5.38 4.78 Final Degree of Utilization, x 0.002 0.039 0.036 0.032 0.000 0.091 0.023 0.024 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)3.00 2.50 2.98 1.98 2.92 1.96 3.08 2.48 Capacity, Delay and Level of Service Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 29 24 27 0 77 15 18 Capacity (veh/h)680 751 682 841 0 844 669 753 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.1 0.0 0.3 0.1 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 2.5 2.5 0.0 7.6 2.7 2.8 Control Delay (s/veh)8.0 7.7 8.2 7.1 7.9 7.4 8.2 7.6 Level of Service, LOS A A A A A A A Approach Delay (s/veh) | LOS 7.7 A 7.6 A 7.4 A 7.9 A Intersection Delay (s/veh) | LOS 7.6 A Copyright © 2025 University of Florida. All Rights Reserved.HCS™AWSC Version 2025 Generated: 1/9/2025 6:04:16 PMInt-06_W-Graf-St+S-27th-Ave_AM_2024-Ex.xaw HCS All-Way Stop Control Report General and Site Information Lanes Analyst T. Eastwood Agency/Co.E5 Engineering, PLLC Date Performed 12/18/2024 Analysis Year 2024 Analysis Time Period (hrs)0.25 Time Analyzed Weekday, PM Peak Hour Project Description Meadow Bridge TIS | Existing Conditio… Intersection W Graf St & S 27th Ave Jurisdiction City of Bozeman East/West Street West Graf Street North/South Street South 27th Avenue Peak Hour Factor 0.94 Turning Movement Demand Volumes Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume (veh/h)1 5 2 42 13 12 1 18 19 7 26 4 % Thrus in Shared Lane Lane Flow Rate and Adjustments Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 7 45 27 1 39 7 32 Percent Heavy Vehicles 0 4 3 5 67 3 6 2 Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.001 0.007 0.040 0.024 0.001 0.035 0.007 0.028 Final Departure Headway, hd (s)5.24 4.61 5.24 4.44 6.36 4.42 5.32 4.66 Final Degree of Utilization, x 0.002 0.010 0.065 0.033 0.002 0.048 0.011 0.041 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)2.94 2.31 2.94 2.14 4.06 2.12 3.02 2.36 Capacity, Delay and Level of Service Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 7 45 27 1 39 7 32 Capacity (veh/h)687 782 687 811 566 815 676 772 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.1 0.0 0.2 0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 0.0 5.1 2.6 0.0 5.1 0.0 2.5 Control Delay (s/veh)7.9 7.4 8.3 7.3 9.1 7.3 8.1 7.6 Level of Service, LOS A A A A A A A A Approach Delay (s/veh) | LOS 7.4 A 7.9 A 7.4 A 7.7 A Intersection Delay (s/veh) | LOS 7.7 A Copyright © 2025 University of Florida. All Rights Reserved.HCS™AWSC Version 2025 Generated: 1/9/2025 6:08:15 PMInt-06_W-Graf-St+S-27th-Ave_PM_2024-Ex.xaw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Graf St & Enterprise Blvd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street West Graf Street Analysis Year 2024 North/South Street Enterprise Boulevard Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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)10 87 3 12 30 30 6 13 30 25 10 10 Percent Heavy Vehicles (%)7 0 0 0 0 3 13 14 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)4.17 4.10 7.10 6.50 6.20 7.13 6.63 6.34 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)2.26 2.20 3.50 4.00 3.30 3.53 4.12 3.43 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 14 58 53 Capacity, c (veh/h)1485 1485 809 701 v/c Ratio 0.01 0.01 0.07 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.2 95% Queue Length, Q₉₅ (ft)0.0 0.0 5.0 5.3 Control Delay (s/veh)7.4 7.4 9.8 10.6 Level of Service (LOS)A A A B Approach Delay (s/veh)0.7 1.2 9.8 10.6 Approach LOS A A A B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 6:28:32 PMInt-07_W-Graf-St+Enterprise-Blvd_AM_2024-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Graf St & Enterprise Blvd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street West Graf Street Analysis Year 2024 North/South Street Enterprise Boulevard Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.98 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge 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)5 35 1 20 79 20 2 10 12 28 19 12 Percent Heavy Vehicles (%)14 0 17 5 3 0 3 14 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 4.10 7.27 6.55 6.23 7.10 6.53 6.34 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 2.20 3.65 4.05 3.33 3.50 4.03 3.43 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 20 24 60 Capacity, c (veh/h)1409 1567 805 744 v/c Ratio 0.00 0.01 0.03 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.3 95% Queue Length, Q₉₅ (ft)0.0 0.0 2.6 7.7 Control Delay (s/veh)7.6 7.3 9.6 10.3 Level of Service (LOS)A A A B Approach Delay (s/veh)0.9 1.2 9.6 10.3 Approach LOS A A A B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 6:30:43 PMInt-07_W-Graf-St+Enterprise-Blvd_PM_2024-Ex.xtw HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: South 19th Avenue & West Graf Street 2024 Existing Conditions Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 83 14 34 46 235 13 413 81 185 195 41 Future Volume (veh/h) 84 83 14 34 46 235 13 413 81 185 195 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.04 1.00 1.00 1.00 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1900 1767 1767 1976 1945 1737 1856 1885 1870 1811 1781 Adj Flow Rate, veh/h 105 104 18 42 58 294 16 516 101 231 244 51 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 2 0 9 9 0 2 11 3 1 2 6 8 Cap, veh/h 240 494 86 414 88 445 462 975 190 454 1216 249 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.02 0.33 0.33 0.12 0.43 0.43 Sat Flow, veh/h 1069 1572 272 1196 279 1414 1654 2929 570 1781 2830 580 Grp Volume(v), veh/h 105 0 122 42 0 352 16 310 307 231 146 149 Grp Sat Flow(s),veh/h/ln 1069 0 1844 1196 0 1692 1654 1763 1736 1781 1721 1689 Q Serve(g_s), s 7.1 0.0 3.6 2.0 0.0 13.5 0.5 10.7 10.8 5.9 4.0 4.1 Cycle Q Clear(g_c), s 20.6 0.0 3.6 5.7 0.0 13.5 0.5 10.7 10.8 5.9 4.0 4.1 Prop In Lane 1.00 0.15 1.00 0.84 1.00 0.33 1.00 0.34 Lane Grp Cap(c), veh/h 240 0 580 414 0 532 462 587 578 454 739 726 V/C Ratio(X) 0.44 0.00 0.21 0.10 0.00 0.66 0.03 0.53 0.53 0.51 0.20 0.20 Avail Cap(c_a), veh/h 402 0 860 595 0 789 552 1096 1080 830 1505 1478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.2 0.0 18.9 21.0 0.0 22.3 15.9 20.3 20.3 13.4 13.4 13.4 Incr Delay (d2), s/veh 1.3 0.0 0.2 0.1 0.0 1.4 0.0 0.7 0.8 0.9 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 1.5 0.6 0.0 5.4 0.2 4.0 4.0 2.1 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.4 0.0 19.1 21.1 0.0 23.7 16.0 21.0 21.1 14.3 13.5 13.5 LnGrp LOS C B C C B C C B B B Approach Vol, veh/h 227 394 633 526 Approach Delay, s/veh 25.3 23.4 20.9 13.9 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.2 31.2 30.7 5.9 38.5 30.7 Change Period (Y+Rc), s 4.5 6.2 7.1 4.5 6.2 7.1 Max Green Setting (Gmax), s 24.5 46.7 35.0 5.5 65.7 35.0 Max Q Clear Time (g_c+I1), s 7.9 12.8 22.6 2.5 6.1 15.5 Green Ext Time (p_c), s 0.9 2.4 1.0 0.0 1.1 2.3 Intersection Summary HCM 7th Control Delay, s/veh 19.9 HCM 7th LOS B Queues Weekday, AM Peak Hour 3: South 19th Avenue & West Graf Street 2024 Existing Conditions Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 105 122 43 352 16 617 231 295 v/c Ratio 0.59 0.26 0.14 0.56 0.03 0.52 0.45 0.17 Control Delay (s/veh) 38.9 22.1 22.4 13.4 9.9 22.4 11.8 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 38.9 22.1 22.4 13.4 9.9 22.4 11.8 10.0 Queue Length 50th (ft) 41 41 15 53 3 105 42 26 Queue Length 95th (ft) 86 78 37 105 12 186 98 69 Internal Link Dist (ft) 547 535 1975 1214 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 321 842 557 974 479 2172 728 2932 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.14 0.08 0.36 0.03 0.28 0.32 0.10 Intersection Summary HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: South 19th Avenue & West Graf Street 2024 Existing Conditions Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 44 12 48 81 102 16 303 27 135 439 67 Future Volume (veh/h) 64 44 12 48 81 102 16 303 27 135 439 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.04 1.00 1.00 1.00 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1900 1796 1856 1976 1945 1900 1811 1870 1870 1870 1856 Adj Flow Rate, veh/h 66 45 12 49 84 105 16 312 28 139 453 69 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 0 7 3 0 2 0 6 2 2 2 3 Cap, veh/h 303 348 93 405 191 239 471 1278 114 593 1398 212 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.02 0.40 0.40 0.07 0.45 0.45 Sat Flow, veh/h 1239 1438 383 1331 790 987 1810 3195 285 1781 3083 467 Grp Volume(v), veh/h 66 0 57 49 0 189 16 167 173 139 260 262 Grp Sat Flow(s),veh/h/ln 1239 0 1821 1331 0 1777 1810 1721 1759 1781 1777 1772 Q Serve(g_s), s 3.0 0.0 1.5 1.9 0.0 5.6 0.3 4.0 4.1 2.7 5.8 5.9 Cycle Q Clear(g_c), s 8.6 0.0 1.5 3.4 0.0 5.6 0.3 4.0 4.1 2.7 5.8 5.9 Prop In Lane 1.00 0.21 1.00 0.56 1.00 0.16 1.00 0.26 Lane Grp Cap(c), veh/h 303 0 441 405 0 430 471 688 704 593 806 804 V/C Ratio(X) 0.22 0.00 0.13 0.12 0.00 0.44 0.03 0.24 0.25 0.23 0.32 0.33 Avail Cap(c_a), veh/h 517 0 755 635 0 736 653 958 980 791 1103 1101 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 0.0 18.5 19.9 0.0 20.1 10.7 12.5 12.5 9.2 10.9 10.9 Incr Delay (d2), s/veh 0.4 0.0 0.1 0.1 0.0 0.7 0.0 0.2 0.2 0.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.6 0.6 0.0 2.3 0.1 1.3 1.3 0.8 1.9 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 24.1 0.0 18.7 20.0 0.0 20.8 10.7 12.6 12.6 9.4 11.2 11.2 LnGrp LOS C B B C B B B A B B Approach Vol, veh/h 123 238 356 661 Approach Delay, s/veh 21.6 20.6 12.6 10.8 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.1 31.2 22.2 5.7 34.5 22.2 Change Period (Y+Rc), s 4.5 6.2 7.1 4.5 6.2 7.1 Max Green Setting (Gmax), s 11.5 34.8 25.9 7.5 38.8 25.9 Max Q Clear Time (g_c+I1), s 4.7 6.1 10.6 2.3 7.9 7.6 Green Ext Time (p_c), s 0.3 1.2 0.5 0.0 2.0 1.2 Intersection Summary HCM 7th Control Delay, s/veh 13.9 HCM 7th LOS B Queues Weekday, PM Peak Hour 3: South 19th Avenue & West Graf Street 2024 Existing Conditions Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 66 57 49 189 16 340 139 522 v/c Ratio 0.23 0.14 0.16 0.37 0.03 0.27 0.22 0.28 Control Delay (s/veh) 23.3 18.0 22.0 16.0 6.5 14.8 7.2 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 23.3 18.0 22.0 16.0 6.5 14.8 7.2 9.5 Queue Length 50th (ft) 22 14 16 39 2 45 22 47 Queue Length 95th (ft) 53 41 42 91 10 83 47 113 Internal Link Dist (ft) 547 535 1975 1214 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 481 690 517 800 555 1777 673 2033 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.08 0.09 0.24 0.03 0.19 0.21 0.26 Intersection Summary Meadow Bridge Neighborhood TIS 01/09/25 2024 Existing Conditions 21:37:15 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - S 19th Ave & W Graf St V/C 0.412 (Critical V/C 0.662) Control Delay 19.7 Level of Service B Sq 31 Phase 1 Phase 2 Phase 3 **/** North m m Cmax=Gmax= 11.3"Gmax= 33.8"Gmax= 61.2" 124"Gavg= 3.5"Gavg= 33.8"Gavg= 30.0" Cavg=Y+Rc= 4.5"Y+Rc= 6.2"Y+Rc= 7.1" 85" Gmax= 49.5" Gmax= 61.2" Gavg= 41.8" Gavg= 30.0" Y+Rc= 6.2" Y+Rc= 7.1" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 20.1 C+ R+ T 23/2 0.272 0.397 3365 1333 289 0.217 17.1 *B 168 ft 3.5"33.8"30.0" 41.8"30.0" L 13/1 0.272 0.397 840 407 231 0.568 23.9 C+161 ft NB Approach 13.6 B+ R+ T 23/2 0.399 0.492 3511 1723 605 0.351 13.6 B+288 ft L 13/1 0.091 0.042 1703 508 16 0.032 12.8 *B+8 ft WB Approach 24.5 C+ R+ T 16/1 0.494 0.353 1594 563 314 0.558 22.8 C+200 ft L 12/1 0.494 0.353 1263 194 42 0.216 37.2 D+38 ft EB Approach 28.0 C R 13/1 0.028 0.353 1508 533 15 0.028 18.0 B 9 ft T+ L 11/1 0.494 0.353 875 373 209 0.561 28.7 *C 160 ft Meadow Bridge Neighborhood TIS 01/09/25 2024 Existing Conditions 21:45:33 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - S 19th Ave & W Graf St V/C 0.334 (Critical V/C 0.416) Control Delay 15.9 Level of Service B Sq 31 Phase 1 Phase 2 Phase 3 **/** North m m Cmax=Gmax= 11.3"Gmax= 33.8"Gmax= 27.2" 90"Gavg= 3.9"Gavg= 33.7"Gavg= 21.2" Cavg=Y+Rc= 4.5"Y+Rc= 6.2"Y+Rc= 7.1" 77" Gmax= 49.5" Gmax= 27.2" Gavg= 42.2" Gavg= 21.2" Y+Rc= 6.2" Y+Rc= 7.1" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 14.8 B+ R+ T 23/2 0.375 0.438 3540 1559 623 0.400 14.8 *B+290 ft 3.9"33.8"21.2" 42.2"21.2" L 13/1 0.375 0.438 1016 541 169 0.312 14.6 B+83 ft NB Approach 9.0 A R+ T 23/2 0.550 0.547 3473 1910 409 0.214 8.9 A 142 ft L 13/1 0.125 0.051 1882 461 20 0.043 9.9 *A 7 ft WB Approach 25.1 C+ R+ T 16/1 0.302 0.275 1775 491 212 0.432 23.2 C+132 ft L 12/1 0.302 0.275 1313 247 60 0.243 31.7 C 46 ft EB Approach 25.6 C+ R 13/1 0.039 0.275 1540 426 12 0.028 20.2 C+7 ft T+ L 11/1 0.302 0.275 1014 355 135 0.380 26.0 *C+96 ft 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 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 =53 88Width of Crossing - Curb to Curb, WC = Calculated Pedestrian Clearance Interval, PC =15.14 Calculated Pedestrian Clearance Interval, PC =25.14 Selected Minimum Green Interval Durations for Intersection Based on Driver Expectancy Selected Pedestrian Walk Interval 25South 19th Avenue:7 VP =3.5 South 19th Avenue Pedestrian Crossing of West Graf Street West Graf Street:15 7 Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC =WC = Pedestrian Crossing of South 19th Avenue West Graf Street Distance to center of road divided by 3.0 feet per second Through Movements Analysis Case:Base Scenario 45 mph 25 mph South 19th Avenue West Graf Street 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  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 =29.33 Calculated Maximum Green Interval Duration, G MAX =32.73 South 19th Avenue Critical Movement West Graf Street Critical Movement 568 124 2 317 124 1 Rounded to Nearest Tenth of a Second =29.3 Rounded to Nearest Tenth of a Second =32.7 S-19th-Ave+W-Graf-St_Signal-Timing-Eval Page 1 of 2 Major Roadway:Design or Posted Speed Limit: Minor Roadway:Design or Posted Speed Limit: Analysis Case:Base Scenario 45 mph 25 mph South 19th Avenue West Graf Street 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 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 sec sec Total Vehicular Clearance Interval 25 South 19th Avenue Approaches West Graf Street Approaches 45 100 25 130 YAR =1.0 10.0 Rounded to Nearest Tenth of a Second =0.9 Rounded to Nearest Tenth of a Second =2.5 66.00 36.67 AR = South 19th Avenue Approaches West Graf Street Approaches All-Red Clearance Interval, AR =0.89 All-Red Clearance Interval, AR =2.50 Rounded to Nearest Tenth of a Second =6.2 Rounded to Nearest Tenth of a Second =7.1 All-Red Clearance Interval 6.19Yellow + All-Red Clearance Interval, YAR =Yellow + All-Red Clearance Interval, YAR =7.06 Rounded to Nearest Tenth of a Second =5.3 Rounded to Nearest Tenth of a Second =4.6 Yellow Phase Change Interval South 19th Avenue Approaches West Graf Street Approaches Yellow Phase Change Interval, Y =5.30 Yellow Phase Change Interval, Y =4.56 S-19th-Ave+W-Graf-St_Signal-Timing-Eval Page 2 of 2 Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2030 Background Traffic Appendix E E-3 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 1 1 1 Configuration LTR LTR LTR L T R Volume (veh/h)21 2 7 10 0 34 3 489 15 27 248 10 Percent Heavy Vehicles (%)0 33 0 2 0 9 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No 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 6.83 6.20 7.12 6.50 6.29 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 4.30 3.30 3.52 4.00 3.38 2.20 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)35 51 3 31 Capacity, c (veh/h)256 394 1273 984 v/c Ratio 0.14 0.13 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.5 0.4 0.0 0.1 95% Queue Length, Q₉₅ (ft)12.7 10.6 0.0 2.6 Control Delay (s/veh)21.2 15.5 7.8 0.0 0.0 8.8 Level of Service (LOS)C C A A A A Approach Delay (s/veh)21.2 15.5 0.1 0.8 Approach LOS C C A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:31:28 PMInt-01_S-19th-Ave+Blackwood-Rd_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 19th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 1 1 1 Configuration LTR LTR LTR L T R Volume (veh/h)18 0 4 9 0 45 6 328 13 36 475 24 Percent Heavy Vehicles (%)0 0 0 3 0 4 0 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.13 6.50 6.24 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 3.30 3.53 4.00 3.34 2.20 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 59 7 39 Capacity, c (veh/h)227 496 1037 1178 v/c Ratio 0.11 0.12 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.3 0.4 0.0 0.1 95% Queue Length, Q₉₅ (ft)7.5 10.3 0.0 2.6 Control Delay (s/veh)22.7 13.2 8.5 0.1 0.1 8.2 Level of Service (LOS)C B A A A A Approach Delay (s/veh)22.7 13.2 0.2 0.5 Approach LOS C B A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:30:05 PMInt-01_S-19th-Ave+Blackwood-Rd_PM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & S 23rd Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 23rd Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 3 3 10 29 0 Percent Heavy Vehicles (%)0 2 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 6.42 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 33 Capacity, c (veh/h)1602 996 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 Control Delay (s/veh)7.2 0.0 8.7 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 8.7 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:47:43 PMInt-02_Blackwood-Rd+S-23rd-Ave_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & S 23rd Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 23rd Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.73 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 4 3 26 18 0 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)0 25 Capacity, c (veh/h)1572 984 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 Control Delay (s/veh)7.3 0.0 8.8 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 8.8 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:49:56 PMInt-02_Blackwood-Rd+S-23rd-Ave_PM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & Parkway Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street Parkway Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.44 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)1 3 3 0 0 2 Percent Heavy Vehicles (%)0 0 57 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 6.77 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.81 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 5 Capacity, c (veh/h)1610 923 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)7.2 0.0 8.9 Level of Service (LOS)A A A Approach Delay (s/veh)1.8 8.9 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:04:31 PMInt-03_Blackwood-Rd+Parkway-Ave_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & Parkway Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street Parkway Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)2 4 3 0 0 1 Percent Heavy Vehicles (%)42 0 67 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)4.52 6.40 6.87 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.58 3.50 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 1 Capacity, c (veh/h)1382 910 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)7.6 0.0 9.0 Level of Service (LOS)A A A Approach Delay (s/veh)2.5 9.0 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:06:44 PMInt-03_Blackwood-Rd+Parkway-Ave_PM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.50 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | Background Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 1 0 1 Configuration LT TR L R Volume (veh/h)2 2 2 3 2 1 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No 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)4 4 2 Capacity, c (veh/h)1614 992 1074 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 8.6 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)3.6 8.5 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:33:57 PMInt-04_S-27th-Ave+Blackwood-Rd_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | Background Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 1 0 1 Configuration LT TR L R Volume (veh/h)1 1 2 2 5 1 Percent Heavy Vehicles (%)0 17 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.57 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.65 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 7 1 Capacity, c (veh/h)1617 966 1064 v/c Ratio 0.00 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 8.8 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)3.6 8.7 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:35:16 PMInt-04_S-27th-Ave+Blackwood-Rd_PM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Kurk Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Kurk Drive Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)44 2 0 1 0 6 0 15 0 5 7 20 Percent Heavy Vehicles (%)2 2 0 0 0 0 0 17 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)7.12 6.52 6.20 7.10 6.50 6.20 4.10 4.27 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)3.52 4.02 3.30 3.50 4.00 3.30 2.20 2.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)49 8 0 5 Capacity, c (veh/h)935 1036 1594 1495 v/c Ratio 0.05 0.01 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)5.1 0.0 0.0 0.0 Control Delay (s/veh)9.1 8.5 7.3 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.1 8.5 0.0 1.2 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:49:04 PMInt-05_S-27th-Ave+Kurk-Dr_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Kurk Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Kurk Drive Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)24 3 1 3 2 3 0 11 1 9 15 46 Percent Heavy Vehicles (%)1 50 50 50 2 14 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)7.11 7.00 6.70 7.60 6.52 6.34 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)3.51 4.45 3.75 3.95 4.02 3.43 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 9 0 10 Capacity, c (veh/h)868 851 1537 1603 v/c Ratio 0.04 0.01 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.7 0.0 0.0 0.0 Control Delay (s/veh)9.3 9.3 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.3 9.3 0.0 0.9 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:51:58 PMInt-05_S-27th-Ave+Kurk-Dr_PM_2030-Bkgnd.xtw HCS All-Way Stop Control Report General and Site Information Lanes Analyst T. Eastwood Agency/Co.E5 Engineering, PLLC Date Performed 12/18/2024 Analysis Year 2030 Analysis Time Period (hrs)0.25 Time Analyzed Weekday, AM Peak Hour Project Description Meadow Bridge TIS | Background Traffic Intersection W Graf St & S 27th Ave Jurisdiction City of Bozeman East/West Street West Graf Street North/South Street South 27th Avenue Peak Hour Factor 0.79 Turning Movement Demand Volumes Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume (veh/h)1 31 0 20 8 20 0 21 48 16 11 5 % Thrus in Shared Lane Lane Flow Rate and Adjustments Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 39 25 35 0 87 20 20 Percent Heavy Vehicles 0 0 1 0 0 2 8 14 Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.001 0.035 0.023 0.032 0.000 0.078 0.018 0.018 Final Departure Headway, hd (s)5.35 4.85 5.35 4.33 5.27 4.32 5.44 4.82 Final Degree of Utilization, x 0.002 0.053 0.038 0.043 0.000 0.105 0.031 0.027 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)3.05 2.55 3.05 2.03 2.97 2.02 3.14 2.52 Capacity, Delay and Level of Service Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 39 25 35 0 87 20 20 Capacity (veh/h)673 743 673 831 561 834 662 747 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.1 0.1 0.0 0.3 0.1 0.1 95% Queue Length, Q₉₅ (ft)0.0 5.0 2.5 2.5 0.0 7.6 2.7 2.8 Control Delay (s/veh)8.1 7.8 8.3 7.2 8.0 7.5 8.3 7.7 Level of Service, LOS A A A A A A A A Approach Delay (s/veh) | LOS 7.8 A 7.7 A 7.5 A 8.0 A Intersection Delay (s/veh) | LOS 7.7 A Copyright © 2025 University of Florida. All Rights Reserved.HCS™AWSC Version 2025 Generated: 1/9/2025 6:12:34 PMInt-06_W-Graf-St+S-27th-Ave_AM_2030-Bkgnd.xaw HCS All-Way Stop Control Report General and Site Information Lanes Analyst T. Eastwood Agency/Co.E5 Engineering, PLLC Date Performed 12/18/2024 Analysis Year 2030 Analysis Time Period (hrs)0.25 Time Analyzed Weekday, PM Peak Hour Project Description Meadow Bridge TIS | Background Traffic Intersection W Graf St & S 27th Ave Jurisdiction City of Bozeman East/West Street West Graf Street North/South Street South 27th Avenue Peak Hour Factor 0.94 Turning Movement Demand Volumes Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume (veh/h)1 7 2 46 17 16 1 21 21 9 29 5 % Thrus in Shared Lane Lane Flow Rate and Adjustments Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 10 49 35 1 45 10 36 Percent Heavy Vehicles 0 4 3 5 67 3 6 2 Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.001 0.009 0.043 0.031 0.001 0.040 0.009 0.032 Final Departure Headway, hd (s)5.28 4.69 5.27 4.46 6.40 4.47 5.36 4.69 Final Degree of Utilization, x 0.002 0.012 0.072 0.044 0.002 0.055 0.014 0.047 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)2.98 2.39 2.97 2.16 4.10 2.17 3.06 2.39 Capacity, Delay and Level of Service Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 10 49 35 1 45 10 36 Capacity (veh/h)682 768 683 806 562 806 671 767 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.1 0.0 0.2 0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 0.0 5.1 2.6 0.0 5.1 0.0 2.5 Control Delay (s/veh)8.0 7.4 8.4 7.4 9.1 7.4 8.1 7.6 Level of Service, LOS A A A A A A A A Approach Delay (s/veh) | LOS 7.5 A 8.0 A 7.5 A 7.7 A Intersection Delay (s/veh) | LOS 7.8 A Copyright © 2025 University of Florida. All Rights Reserved.HCS™AWSC Version 2025 Generated: 1/9/2025 6:16:12 PMInt-06_W-Graf-St+S-27th-Ave_PM_2030-Bkgnd.xaw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Graf St & Enterprise Blvd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street West Graf Street Analysis Year 2030 North/South Street Enterprise Boulevard Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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)10 105 3 12 40 30 6 13 30 25 10 10 Percent Heavy Vehicles (%)7 0 0 0 0 3 13 14 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)4.17 4.10 7.10 6.50 6.20 7.13 6.63 6.34 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)2.26 2.20 3.50 4.00 3.30 3.53 4.12 3.43 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 14 58 53 Capacity, c (veh/h)1471 1458 780 671 v/c Ratio 0.01 0.01 0.07 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.3 95% Queue Length, Q₉₅ (ft)0.0 0.0 5.0 8.0 Control Delay (s/veh)7.5 7.5 10.0 10.8 Level of Service (LOS)A A A B Approach Delay (s/veh)0.6 1.1 10.0 10.8 Approach LOS A A A B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 6:34:19 PMInt-07_W-Graf-St+Enterprise-Blvd_AM_2030-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Graf St & Enterprise Blvd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street West Graf Street Analysis Year 2030 North/South Street Enterprise Boulevard Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.98 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 41 1 20 92 20 2 10 12 28 19 12 Percent Heavy Vehicles (%)14 0 17 5 3 0 3 14 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 4.10 7.27 6.55 6.23 7.10 6.53 6.34 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 2.20 3.65 4.05 3.33 3.50 4.03 3.43 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 20 24 60 Capacity, c (veh/h)1393 1559 791 725 v/c Ratio 0.00 0.01 0.03 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.3 95% Queue Length, Q₉₅ (ft)0.0 0.0 2.6 7.7 Control Delay (s/veh)7.6 7.3 9.7 10.4 Level of Service (LOS)A A A B Approach Delay (s/veh)0.8 1.1 9.7 10.4 Approach LOS A A A B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 6:37:14 PMInt-07_W-Graf-St+Enterprise-Blvd_PM_2030-Bkgnd.xtw HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Background Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 112 20 47 67 250 20 476 92 204 226 49 Future Volume (veh/h) 103 112 20 47 67 250 20 476 92 204 226 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.04 1.00 1.00 1.00 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1885 1796 1781 1961 1945 1781 1856 1885 1856 1811 1781 Adj Flow Rate, veh/h 129 140 25 59 84 312 25 595 115 255 282 61 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 2 1 7 8 1 2 8 3 1 3 6 8 Cap, veh/h 248 549 98 424 127 472 430 888 171 404 1134 241 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.03 0.30 0.30 0.13 0.40 0.40 Sat Flow, veh/h 1028 1551 277 1160 359 1333 1697 2933 565 1767 2808 596 Grp Volume(v), veh/h 129 0 165 59 0 396 25 357 353 255 171 172 Grp Sat Flow(s),veh/h/ln 1028 0 1828 1160 0 1692 1697 1763 1736 1767 1721 1684 Q Serve(g_s), s 10.0 0.0 5.3 3.1 0.0 16.3 0.8 14.6 14.7 7.6 5.4 5.6 Cycle Q Clear(g_c), s 26.3 0.0 5.3 8.4 0.0 16.3 0.8 14.6 14.7 7.6 5.4 5.6 Prop In Lane 1.00 0.15 1.00 0.79 1.00 0.33 1.00 0.35 Lane Grp Cap(c), veh/h 248 0 647 424 0 599 430 534 526 404 695 680 V/C Ratio(X) 0.52 0.00 0.25 0.14 0.00 0.66 0.06 0.67 0.67 0.63 0.25 0.25 Avail Cap(c_a), veh/h 320 0 775 505 0 717 499 997 982 703 1370 1340 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.6 0.0 18.9 21.9 0.0 22.5 18.8 25.1 25.2 16.9 16.3 16.3 Incr Delay (d2), s/veh 1.7 0.0 0.2 0.1 0.0 1.7 0.1 1.5 1.5 1.6 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.2 0.9 0.0 6.6 0.3 5.8 5.7 2.8 2.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.2 0.0 19.1 22.1 0.0 24.2 18.9 26.6 26.7 18.6 16.5 16.5 LnGrp LOS D B C C B C C B B B Approach Vol, veh/h 294 455 735 598 Approach Delay, s/veh 26.2 23.9 26.4 17.4 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 31.2 36.3 6.7 39.5 36.3 Change Period (Y+Rc), s 4.5 6.2 7.1 4.5 6.2 7.1 Max Green Setting (Gmax), s 24.5 46.7 35.0 5.5 65.7 35.0 Max Q Clear Time (g_c+I1), s 9.6 16.7 28.3 2.8 7.6 18.3 Green Ext Time (p_c), s 0.9 2.9 1.0 0.0 1.3 2.6 Intersection Summary HCM 7th Control Delay, s/veh 23.2 HCM 7th LOS C Queues Weekday, AM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Background Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 129 165 59 397 25 710 255 344 v/c Ratio 0.52 0.26 0.15 0.53 0.06 0.69 0.63 0.23 Control Delay (s/veh) 33.0 21.8 22.1 17.1 13.0 32.1 20.5 15.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 33.0 21.8 22.1 17.1 13.0 32.1 20.5 15.4 Queue Length 50th (ft) 55 61 22 102 7 191 84 53 Queue Length 95th (ft) 113 110 50 177 17 229 114 84 Internal Link Dist (ft) 547 535 1975 1214 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 274 691 446 811 404 1799 576 2424 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.24 0.13 0.49 0.06 0.39 0.44 0.14 Intersection Summary HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Background Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 71 19 64 110 119 24 351 31 172 493 82 Future Volume (veh/h) 74 71 19 64 110 119 24 351 31 172 493 82 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.04 1.00 1.00 1.00 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1885 1811 1856 1961 1945 1885 1811 1870 1870 1870 1856 Adj Flow Rate, veh/h 76 73 20 66 113 123 25 362 32 177 508 85 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 1 6 3 1 2 1 6 2 2 2 3 Cap, veh/h 258 339 93 368 203 221 447 1258 111 581 1374 229 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.03 0.39 0.39 0.09 0.45 0.45 Sat Flow, veh/h 1187 1416 388 1288 848 923 1795 3199 281 1781 3035 505 Grp Volume(v), veh/h 76 0 93 66 0 236 25 194 200 177 296 297 Grp Sat Flow(s),veh/h/ln 1187 0 1804 1288 0 1771 1795 1721 1759 1781 1777 1763 Q Serve(g_s), s 3.8 0.0 2.6 2.8 0.0 7.4 0.5 4.9 5.0 3.5 7.0 7.0 Cycle Q Clear(g_c), s 11.3 0.0 2.6 5.4 0.0 7.4 0.5 4.9 5.0 3.5 7.0 7.0 Prop In Lane 1.00 0.22 1.00 0.52 1.00 0.16 1.00 0.29 Lane Grp Cap(c), veh/h 258 0 431 368 0 424 447 677 692 581 805 798 V/C Ratio(X) 0.29 0.00 0.22 0.18 0.00 0.56 0.06 0.29 0.29 0.30 0.37 0.37 Avail Cap(c_a), veh/h 458 0 735 585 0 722 609 942 963 747 1084 1076 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.2 0.0 19.4 21.6 0.0 21.2 10.9 13.2 13.2 9.2 11.4 11.4 Incr Delay (d2), s/veh 0.6 0.0 0.2 0.2 0.0 1.1 0.1 0.2 0.2 0.3 0.3 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.1 0.8 0.0 3.1 0.2 1.6 1.7 1.1 2.2 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.8 0.0 19.6 21.8 0.0 22.4 10.9 13.4 13.4 9.5 11.7 11.7 LnGrp LOS C B C C B B B A B B Approach Vol, veh/h 169 302 419 770 Approach Delay, s/veh 22.9 22.2 13.3 11.2 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 31.2 22.3 6.3 35.0 22.3 Change Period (Y+Rc), s 4.5 6.2 7.1 4.5 6.2 7.1 Max Green Setting (Gmax), s 11.5 34.8 25.9 7.5 38.8 25.9 Max Q Clear Time (g_c+I1), s 5.5 7.0 13.3 2.5 9.0 9.4 Green Ext Time (p_c), s 0.3 1.4 0.7 0.0 2.3 1.5 Intersection Summary HCM 7th Control Delay, s/veh 14.9 HCM 7th LOS B Queues Weekday, PM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Background Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 76 93 66 236 25 394 177 593 v/c Ratio 0.30 0.22 0.22 0.47 0.05 0.31 0.29 0.34 Control Delay (s/veh) 25.4 20.0 23.5 20.1 6.6 15.7 7.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 25.4 20.0 23.5 20.1 6.6 15.7 7.6 11.3 Queue Length 50th (ft) 26 26 22 60 4 55 28 55 Queue Length 95th (ft) 62 63 54 127 13 98 59 131 Internal Link Dist (ft) 547 535 1975 1214 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 424 680 495 787 520 1758 655 2006 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.14 0.13 0.30 0.05 0.22 0.27 0.30 Intersection Summary Meadow Bridge Neighborhood TIS 01/09/25 Estimated 2030 Background Traffic 22:10:46 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - S 19th Ave & W Graf St V/C 0.478 (Critical V/C 0.772) Control Delay 25.4 Level of Service C+ Sq 31 Phase 1 Phase 2 Phase 3 **/** North m m Cmax=Gmax= 11.3"Gmax= 33.8"Gmax= 61.2" 124"Gavg= 5.5"Gavg= 33.8"Gavg= 39.6" Cavg=Y+Rc= 4.5"Y+Rc= 6.2"Y+Rc= 7.1" 97" Gmax= 49.5" Gmax= 61.2" Gavg= 43.8" Gavg= 39.6" Y+Rc= 6.2" Y+Rc= 7.1" 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+ T 23/2 0.272 0.348 3380 1179 328 0.278 22.9 *C+246 ft 5.5"33.8"39.6" 43.8"39.6" L 13/1 0.272 0.348 783 325 255 0.785 44.7 D+256 ft NB Approach 18.4 B R+ T 23/2 0.399 0.451 3524 1593 681 0.427 18.4 B 400 ft L 13/1 0.091 0.057 1738 458 25 0.055 16.6 *B 15 ft WB Approach 24.6 C+ R+ T 16/1 0.494 0.409 1687 693 358 0.517 21.8 C+227 ft L 12/1 0.494 0.409 1155 195 59 0.303 41.6 D+63 ft EB Approach 29.2 C R 13/1 0.028 0.409 1532 629 21 0.033 17.1 B 13 ft T+ L 11/1 0.494 0.409 927 435 269 0.618 30.1 *C 216 ft Meadow Bridge Neighborhood TIS 01/09/25 Estimated 2030 Background Traffic 22:18:10 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - S 19th Ave & W Graf St V/C 0.409 (Critical V/C 0.545) Control Delay 18.7 Level of Service B Sq 31 Phase 1 Phase 2 Phase 3 **/** North m m Cmax=Gmax= 11.3"Gmax= 33.8"Gmax= 27.2" 90"Gavg= 5.6"Gavg= 33.7"Gavg= 24.9" Cavg=Y+Rc= 4.5"Y+Rc= 6.2"Y+Rc= 7.1" 82" Gmax= 49.5" Gmax= 27.2" Gavg= 43.8" Gavg= 24.9" Y+Rc= 6.2" Y+Rc= 7.1" 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+ T 23/2 0.375 0.412 3545 1458 692 0.474 18.0 *B 366 ft 5.6"33.8"24.9" 43.8"24.9" L 13/1 0.375 0.412 959 482 215 0.446 18.8 B 129 ft NB Approach 10.5 B+ R+ T 23/2 0.550 0.534 3482 1860 468 0.252 10.5 B+193 ft L 13/1 0.125 0.068 1865 425 30 0.071 11.5 *B+12 ft WB Approach 26.9 C+ R+ T 16/1 0.302 0.304 1781 541 267 0.494 23.9 C+168 ft L 12/1 0.302 0.304 1263 207 80 0.386 36.8 D+71 ft EB Approach 27.3 C+ R 13/1 0.039 0.304 1555 472 21 0.044 20.2 C+13 ft T+ L 11/1 0.302 0.304 971 361 181 0.501 28.1 *C 138 ft Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2030 Total Traffic Appendix E E-4 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 1 1 1 Configuration LTR LTR LTR L T R Volume (veh/h)27 3 11 10 0 34 4 489 15 27 248 12 Percent Heavy Vehicles (%)1 23 1 2 0 9 1 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No 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)7.11 6.73 6.21 7.12 6.50 6.29 4.11 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)3.51 4.21 3.31 3.52 4.00 3.38 2.21 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)48 51 5 31 Capacity, c (veh/h)263 390 1264 984 v/c Ratio 0.18 0.13 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.6 0.4 0.0 0.1 95% Queue Length, Q₉₅ (ft)15.3 10.6 0.0 2.6 Control Delay (s/veh)21.7 15.6 7.9 0.0 0.0 8.8 Level of Service (LOS)C C A A A A Approach Delay (s/veh)21.7 15.6 0.1 0.8 Approach LOS C C A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:33:47 PMInt-01_S-19th-Ave+Blackwood-Rd_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 19th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 1 1 1 Configuration LTR LTR LTR L T R Volume (veh/h)22 1 6 9 1 45 11 328 13 36 475 30 Percent Heavy Vehicles (%)1 3 1 3 3 4 1 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No 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)7.11 6.53 6.21 7.13 6.53 6.24 4.11 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)3.51 4.03 3.31 3.53 4.03 3.34 2.21 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)32 60 12 39 Capacity, c (veh/h)226 478 1026 1178 v/c Ratio 0.14 0.12 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.5 0.4 0.0 0.1 95% Queue Length, Q₉₅ (ft)12.6 10.3 0.0 2.6 Control Delay (s/veh)23.5 13.6 8.6 0.1 0.1 8.2 Level of Service (LOS)C B A A A A Approach Delay (s/veh)23.5 13.6 0.4 0.5 Approach LOS C B A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:36:10 PMInt-01_S-19th-Ave+Blackwood-Rd_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & S 23rd Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 23rd Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 10 5 11 33 0 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)0 38 Capacity, c (veh/h)1597 979 v/c Ratio 0.00 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.6 Control Delay (s/veh)7.3 0.0 8.8 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 8.8 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:52:55 PMInt-02_Blackwood-Rd+S-23rd-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & S 23rd Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 23rd Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 8 10 31 21 0 Percent Heavy Vehicles (%)0 1 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 6.41 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.51 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 28 Capacity, c (veh/h)1552 960 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 95% Queue Length, Q₉₅ (ft)0.0 2.5 Control Delay (s/veh)7.3 0.0 8.9 Level of Service (LOS)A A A Approach Delay (s/veh)0.0 8.9 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 4:54:59 PMInt-02_Blackwood-Rd+S-23rd-Ave_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & Parkway Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street Parkway Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.61 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)1 3 3 2 7 2 Percent Heavy Vehicles (%)0 3 57 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 6.77 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.53 3.81 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 15 Capacity, c (veh/h)1608 969 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)7.2 0.0 8.8 Level of Service (LOS)A A A Approach Delay (s/veh)1.8 8.8 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:09:31 PMInt-03_Blackwood-Rd+Parkway-Ave_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Blackwood Rd & Parkway Ave Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street Parkway Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.84 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)2 4 3 7 4 1 Percent Heavy Vehicles (%)42 3 67 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)4.52 6.43 6.87 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.58 3.53 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 6 Capacity, c (veh/h)1371 964 v/c Ratio 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 Control Delay (s/veh)7.6 0.0 8.8 Level of Service (LOS)A A A Approach Delay (s/veh)2.6 8.8 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:11:37 PMInt-03_Blackwood-Rd+Parkway-Ave_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.50 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | Total Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 1 0 1 Configuration LT TR L R Volume (veh/h)2 2 2 3 2 1 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No 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)4 4 2 Capacity, c (veh/h)1614 992 1074 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 8.6 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)3.6 8.5 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:35:59 PMInt-04_S-27th-Ave+Blackwood-Rd_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Blackwood Rd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Blackwood Road Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | Total Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 1 0 1 Configuration LT TR L R Volume (veh/h)1 1 2 2 5 1 Percent Heavy Vehicles (%)0 17 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.57 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.65 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 7 1 Capacity, c (veh/h)1617 966 1064 v/c Ratio 0.00 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)0.0 0.0 0.0 Control Delay (s/veh)7.2 0.0 8.8 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)3.6 8.7 Approach LOS A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:36:48 PMInt-04_S-27th-Ave+Blackwood-Rd_PM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Kurk Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Kurk Drive Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)44 2 0 1 1 7 0 15 0 5 7 20 Percent Heavy Vehicles (%)2 2 0 0 3 1 0 17 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)7.12 6.52 6.20 7.10 6.53 6.21 4.10 4.27 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)3.52 4.02 3.30 3.50 4.03 3.31 2.20 2.35 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)49 10 0 5 Capacity, c (veh/h)931 1006 1594 1495 v/c Ratio 0.05 0.01 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)5.1 0.0 0.0 0.0 Control Delay (s/veh)9.1 8.6 7.3 7.4 Level of Service (LOS)A A A A Approach Delay (s/veh)9.1 8.6 0.0 1.2 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:54:22 PMInt-05_S-27th-Ave+Kurk-Dr_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 27th Ave & Kurk Dr Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street Kurk Drive Analysis Year 2030 North/South Street South 27th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)24 4 1 3 3 4 0 11 1 10 15 46 Percent Heavy Vehicles (%)1 38 50 50 2 11 0 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.11 6.88 6.70 7.60 6.52 6.31 4.10 4.11 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)3.51 4.34 3.75 3.95 4.02 3.40 2.20 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)34 12 0 12 Capacity, c (veh/h)859 855 1537 1596 v/c Ratio 0.04 0.01 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 0.0 95% Queue Length, Q₉₅ (ft)2.7 0.0 0.0 0.0 Control Delay (s/veh)9.4 9.3 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.4 9.3 0.0 1.0 Approach LOS A A A A Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 5:57:16 PMInt-05_S-27th-Ave+Kurk-Dr_PM_2030-Total.xtw HCS All-Way Stop Control Report General and Site Information Lanes Analyst T. Eastwood Agency/Co.E5 Engineering, PLLC Date Performed 12/18/2024 Analysis Year 2030 Analysis Time Period (hrs)0.25 Time Analyzed Weekday, AM Peak Hour Project Description Meadow Bridge TIS | Total Traffic Intersection W Graf St & S 27th Ave Jurisdiction City of Bozeman East/West Street West Graf Street North/South Street South 27th Avenue Peak Hour Factor 0.79 Turning Movement Demand Volumes Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume (veh/h)1 32 0 20 8 22 0 22 48 17 11 5 % Thrus in Shared Lane Lane Flow Rate and Adjustments Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 41 25 38 0 89 22 20 Percent Heavy Vehicles 0 1 1 1 0 2 8 14 Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.001 0.036 0.023 0.034 0.000 0.079 0.019 0.018 Final Departure Headway, hd (s)5.36 4.87 5.36 4.34 5.28 4.34 5.45 4.83 Final Degree of Utilization, x 0.002 0.055 0.038 0.046 0.000 0.107 0.033 0.027 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)3.06 2.57 3.06 2.04 2.98 2.04 3.15 2.53 Capacity, Delay and Level of Service Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 41 25 38 0 89 22 20 Capacity (veh/h)672 739 672 829 560 830 661 746 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.1 0.1 0.0 0.4 0.1 0.1 95% Queue Length, Q₉₅ (ft)0.0 5.0 2.5 2.5 0.0 10.2 2.7 2.8 Control Delay (s/veh)8.1 7.9 8.3 7.3 8.0 7.6 8.3 7.7 Level of Service, LOS A A A A A A A A Approach Delay (s/veh) | LOS 7.9 A 7.7 A 7.6 A 8.0 A Intersection Delay (s/veh) | LOS 7.7 A Copyright © 2025 University of Florida. All Rights Reserved.HCS™AWSC Version 2025 Generated: 1/9/2025 6:19:23 PMInt-06_W-Graf-St+S-27th-Ave_AM_2030-Total.xaw HCS All-Way Stop Control Report General and Site Information Lanes Analyst T. Eastwood Agency/Co.E5 Engineering, PLLC Date Performed 12/18/2024 Analysis Year 2030 Analysis Time Period (hrs)0.25 Time Analyzed Weekday, PM Peak Hour Project Description Meadow Bridge TIS | Total Traffic Intersection W Graf St & S 27th Ave Jurisdiction City of Bozeman East/West Street West Graf Street North/South Street South 27th Avenue Peak Hour Factor 0.94 Turning Movement Demand Volumes Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume (veh/h)1 7 2 46 17 17 1 22 21 11 30 5 % Thrus in Shared Lane Lane Flow Rate and Adjustments Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 10 49 36 1 46 12 37 Percent Heavy Vehicles 0 4 3 5 67 3 6 2 Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.001 0.009 0.043 0.032 0.001 0.041 0.010 0.033 Final Departure Headway, hd (s)5.29 4.70 5.28 4.46 6.41 4.48 5.37 4.70 Final Degree of Utilization, x 0.002 0.013 0.072 0.045 0.002 0.057 0.017 0.049 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)2.99 2.40 2.98 2.16 4.11 2.18 3.07 2.40 Capacity, Delay and Level of Service Approach Eastbound Westbound Northbound Southbound Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR L TR L TR Flow Rate, v (veh/h)1 10 49 36 1 46 12 37 Capacity (veh/h)681 766 682 806 562 804 671 766 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.1 0.0 0.2 0.1 0.2 95% Queue Length, Q₉₅ (ft)0.0 0.0 5.1 2.6 0.0 5.1 2.6 5.1 Control Delay (s/veh)8.0 7.5 8.4 7.4 9.1 7.4 8.2 7.6 Level of Service, LOS A A A A A A A A Approach Delay (s/veh) | LOS 7.5 A 8.0 A 7.5 A 7.8 A Intersection Delay (s/veh) | LOS 7.8 A Copyright © 2025 University of Florida. All Rights Reserved.HCS™AWSC Version 2025 Generated: 1/9/2025 6:22:53 PMInt-06_W-Graf-St+S-27th-Ave_PM_2030-Total.xaw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Graf St & Enterprise Blvd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street West Graf Street Analysis Year 2030 North/South Street Enterprise Boulevard Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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)10 105 5 19 40 30 8 16 51 25 11 10 Percent Heavy Vehicles (%)7 1 1 1 1 3 12 14 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)4.17 4.11 7.11 6.51 6.21 7.13 6.62 6.34 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)2.26 2.21 3.51 4.01 3.31 3.53 4.11 3.43 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 22 88 54 Capacity, c (veh/h)1471 1449 788 631 v/c Ratio 0.01 0.02 0.11 0.09 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.4 0.3 95% Queue Length, Q₉₅ (ft)0.0 0.0 10.1 8.0 Control Delay (s/veh)7.5 7.5 10.1 11.2 Level of Service (LOS)A A B B Approach Delay (s/veh)0.6 1.6 10.1 11.2 Approach LOS A A B B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 6:40:52 PMInt-07_W-Graf-St+Enterprise-Blvd_AM_2030-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Graf St & Enterprise Blvd Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 12/18/2024 East/West Street West Graf Street Analysis Year 2030 North/South Street Enterprise Boulevard Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Meadow Bridge TIS | 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 41 3 44 92 20 3 12 25 28 22 12 Percent Heavy Vehicles (%)14 2 12 5 3 0 3 14 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 4.12 7.22 6.55 6.23 7.10 6.53 6.34 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 2.22 3.61 4.05 3.33 3.50 4.03 3.43 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 46 42 65 Capacity, c (veh/h)1389 1542 794 653 v/c Ratio 0.00 0.03 0.05 0.10 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.2 0.3 95% Queue Length, Q₉₅ (ft)0.0 2.5 5.2 7.7 Control Delay (s/veh)7.6 7.4 9.8 11.1 Level of Service (LOS)A A A B Approach Delay (s/veh)0.8 2.1 9.8 11.1 Approach LOS A A A B Copyright © 2025 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 1/9/2025 6:42:58 PMInt-07_W-Graf-St+Enterprise-Blvd_PM_2030-Total.xtw HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Total Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 118 20 48 69 250 20 480 94 204 227 54 Future Volume (veh/h) 118 118 20 48 69 250 20 480 94 204 227 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.04 1.00 1.00 1.00 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1885 1796 1796 1961 1945 1781 1856 1885 1856 1811 1796 Adj Flow Rate, veh/h 148 148 25 60 86 312 25 600 118 255 284 68 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 2 1 7 7 1 2 8 3 1 3 6 7 Cap, veh/h 262 575 97 435 134 487 418 863 169 392 1090 256 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.03 0.30 0.30 0.13 0.40 0.40 Sat Flow, veh/h 1026 1566 265 1161 366 1327 1697 2923 573 1767 2749 645 Grp Volume(v), veh/h 148 0 173 60 0 398 25 361 357 255 176 176 Grp Sat Flow(s),veh/h/ln 1026 0 1830 1161 0 1693 1697 1763 1734 1767 1721 1673 Q Serve(g_s), s 11.8 0.0 5.6 3.2 0.0 16.5 0.9 15.4 15.5 7.9 5.8 6.0 Cycle Q Clear(g_c), s 28.3 0.0 5.6 8.8 0.0 16.5 0.9 15.4 15.5 7.9 5.8 6.0 Prop In Lane 1.00 0.14 1.00 0.78 1.00 0.33 1.00 0.39 Lane Grp Cap(c), veh/h 262 0 672 435 0 622 418 520 512 392 682 663 V/C Ratio(X) 0.56 0.00 0.26 0.14 0.00 0.64 0.06 0.69 0.70 0.65 0.26 0.27 Avail Cap(c_a), veh/h 309 0 756 488 0 700 483 972 956 678 1334 1298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.9 0.0 18.7 21.8 0.0 22.2 19.8 26.5 26.5 18.0 17.2 17.2 Incr Delay (d2), s/veh 1.9 0.0 0.2 0.1 0.0 1.7 0.1 1.7 1.7 1.8 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 2.4 0.9 0.0 6.7 0.3 6.2 6.1 3.0 2.1 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.8 0.0 18.9 22.0 0.0 23.8 19.9 28.2 28.2 19.8 17.4 17.5 LnGrp LOS D B C C B C C B B B Approach Vol, veh/h 321 458 743 607 Approach Delay, s/veh 26.7 23.6 27.9 18.4 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.3 31.2 38.2 6.7 39.8 38.2 Change Period (Y+Rc), s 4.5 6.2 7.1 4.5 6.2 7.1 Max Green Setting (Gmax), s 24.5 46.7 35.0 5.5 65.7 35.0 Max Q Clear Time (g_c+I1), s 9.9 17.5 30.3 2.9 8.0 18.5 Green Ext Time (p_c), s 0.9 2.9 0.8 0.0 1.3 2.6 Intersection Summary HCM 7th Control Delay, s/veh 24.1 HCM 7th LOS C Queues Weekday, AM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Total Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 148 173 60 399 25 718 255 352 v/c Ratio 0.55 0.26 0.14 0.51 0.06 0.72 0.66 0.24 Control Delay (s/veh) 34.1 21.9 22.3 17.3 12.9 33.7 22.4 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 34.1 21.9 22.3 17.3 12.9 33.7 22.4 15.7 Queue Length 50th (ft) 65 64 22 104 7 193 84 54 Queue Length 95th (ft) 132 118 52 183 17 232 114 84 Internal Link Dist (ft) 547 535 1975 1214 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 269 664 429 782 389 1724 549 2325 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.26 0.14 0.51 0.06 0.42 0.46 0.15 Intersection Summary HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Total Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 75 19 66 117 119 24 354 32 172 497 99 Future Volume (veh/h) 83 75 19 66 117 119 24 354 32 172 497 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.04 1.00 1.00 1.00 1.04 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1885 1811 1856 1961 1945 1885 1811 1870 1870 1870 1856 Adj Flow Rate, veh/h 86 77 20 68 121 123 25 365 33 177 512 102 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 1 6 3 1 2 1 6 2 2 2 3 Cap, veh/h 252 343 89 365 211 214 438 1255 113 579 1332 264 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.03 0.39 0.39 0.09 0.45 0.45 Sat Flow, veh/h 1178 1435 373 1283 881 896 1795 3192 287 1781 2941 583 Grp Volume(v), veh/h 86 0 97 68 0 244 25 196 202 177 308 306 Grp Sat Flow(s),veh/h/ln 1178 0 1807 1283 0 1777 1795 1721 1758 1781 1777 1747 Q Serve(g_s), s 4.4 0.0 2.7 2.9 0.0 7.7 0.5 5.0 5.0 3.5 7.3 7.4 Cycle Q Clear(g_c), s 12.1 0.0 2.7 5.6 0.0 7.7 0.5 5.0 5.0 3.5 7.3 7.4 Prop In Lane 1.00 0.21 1.00 0.50 1.00 0.16 1.00 0.33 Lane Grp Cap(c), veh/h 252 0 432 365 0 425 438 677 691 579 805 791 V/C Ratio(X) 0.34 0.00 0.22 0.19 0.00 0.57 0.06 0.29 0.29 0.31 0.38 0.39 Avail Cap(c_a), veh/h 451 0 736 581 0 724 599 942 962 745 1084 1066 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 0.0 19.4 21.7 0.0 21.3 10.9 13.2 13.2 9.2 11.5 11.5 Incr Delay (d2), s/veh 0.8 0.0 0.3 0.2 0.0 1.2 0.1 0.2 0.2 0.3 0.3 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 1.1 0.9 0.0 3.2 0.2 1.6 1.7 1.1 2.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.5 0.0 19.7 21.9 0.0 22.6 11.0 13.4 13.5 9.5 11.8 11.8 LnGrp LOS C B C C B B B A B B Approach Vol, veh/h 183 312 423 791 Approach Delay, s/veh 23.4 22.4 13.3 11.3 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 31.2 22.3 6.3 35.0 22.3 Change Period (Y+Rc), s 4.5 6.2 7.1 4.5 6.2 7.1 Max Green Setting (Gmax), s 11.5 34.8 25.9 7.5 38.8 25.9 Max Q Clear Time (g_c+I1), s 5.5 7.0 14.1 2.5 9.4 9.7 Green Ext Time (p_c), s 0.3 1.4 0.7 0.0 2.4 1.5 Intersection Summary HCM 7th Control Delay, s/veh 15.1 HCM 7th LOS B Queues Weekday, PM Peak Hour 3: South 19th Avenue & West Graf Street Estimated 2030 Total Traffic Meadow Bridge Neighborhood TIS Synchro 12 Report E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 86 97 68 244 25 398 177 614 v/c Ratio 0.35 0.23 0.23 0.49 0.05 0.31 0.29 0.35 Control Delay (s/veh) 26.7 20.2 23.8 21.1 6.6 15.8 7.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 26.7 20.2 23.8 21.1 6.6 15.8 7.6 11.3 Queue Length 50th (ft) 29 27 23 65 4 56 28 57 Queue Length 95th (ft) 70 65 56 133 13 100 59 135 Internal Link Dist (ft) 547 535 1975 1214 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 410 680 492 787 513 1756 654 2000 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.14 0.14 0.31 0.05 0.23 0.27 0.31 Intersection Summary Meadow Bridge Neighborhood TIS 01/09/25 Estimated 2030 Total Traffic 22:24:15 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - S 19th Ave & W Graf St V/C 0.495 (Critical V/C 0.801) Control Delay 27.6 Level of Service C Sq 31 Phase 1 Phase 2 Phase 3 **/** North m m Cmax=Gmax= 11.3"Gmax= 33.8"Gmax= 61.2" 124"Gavg= 5.7"Gavg= 33.8"Gavg= 43.2" Cavg=Y+Rc= 4.5"Y+Rc= 6.2"Y+Rc= 7.1" 100" Gmax= 49.5" Gmax= 61.2" Gavg= 43.9" Gavg= 43.2" Y+Rc= 6.2" Y+Rc= 7.1" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 37.4 D+ R+ T 23/2 0.272 0.338 3375 1134 334 0.295 24.8 *C+263 ft 5.7"33.8"43.2" 43.9"43.2" L 13/1 0.272 0.338 778 305 255 0.836 54.0 D 286 ft NB Approach 20.2 C+ R+ T 23/2 0.399 0.439 3523 1540 687 0.446 20.3 C+431 ft L 13/1 0.091 0.057 1738 436 25 0.057 18.1 *B 16 ft WB Approach 24.3 C+ R+ T 16/1 0.494 0.432 1689 727 360 0.495 21.1 C+229 ft L 12/1 0.494 0.432 1148 191 60 0.315 43.3 D+67 ft EB Approach 30.1 C R 13/1 0.028 0.432 1532 660 21 0.032 16.5 B 13 ft T+ L 11/1 0.494 0.432 929 454 294 0.648 31.1 *C 241 ft Meadow Bridge Neighborhood TIS 01/09/25 Estimated 2030 Total Traffic 22:28:29 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - S 19th Ave & W Graf St V/C 0.426 (Critical V/C 0.569) Control Delay 19.6 Level of Service B Sq 31 Phase 1 Phase 2 Phase 3 **/** North m m Cmax=Gmax= 11.3"Gmax= 33.8"Gmax= 27.2" 90"Gavg= 5.7"Gavg= 33.7"Gavg= 26.6" Cavg=Y+Rc= 4.5"Y+Rc= 6.2"Y+Rc= 7.1" 84" Gmax= 49.5" Gmax= 27.2" Gavg= 43.9" Gavg= 26.6" Y+Rc= 6.2" Y+Rc= 7.1" Lane Width/g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 19.3 B R+ T 23/2 0.375 0.402 3528 1421 713 0.502 19.2 *B 392 ft 5.7"33.8"26.6" 43.9"26.6" L 13/1 0.375 0.402 956 471 215 0.457 19.8 B 134 ft NB Approach 11.2 B+ R+ T 23/2 0.550 0.523 3481 1823 472 0.259 11.2 B+207 ft L 13/1 0.125 0.067 1865 405 30 0.074 12.3 *B+12 ft WB Approach 26.9 C+ R+ T 16/1 0.302 0.317 1785 567 276 0.487 23.6 C+174 ft L 12/1 0.302 0.317 1257 199 82 0.411 38.1 D+75 ft EB Approach 28.2 C R 13/1 0.039 0.317 1555 494 21 0.043 19.8 B 13 ft T+ L 11/1 0.302 0.317 955 369 198 0.537 29.1 *C 152 ft 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com