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09 1825 W Kagy_Traffic Impact Study
RW-BOZEMAN 1825 WEST KAGY BOULEVARD APARTMENTS TRAFFIC IMPACT STUDY Prepared For Reuter Walton Development MARCH 2026 Bozeman, Gallatin County, Montana Traffic Impact Study RW-BOZEMAN 1825 WEST KAGY BOULEVARD APARTMENTS Bozeman, Gallatin County, Montana Prepared For Reuter Walton Development March 2026 Project No. 26-0103 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com PTOE Certification – 2020 Table of Contents | i Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Table of Contents Executive Summary 1 Purpose of Report & Study Objectives ............ 1 Study Area & Land Use ................................. 1 Transportation Network ................................ 1 Study Roadway – South 19th Avenue ............... 1 Study Roadway – West Kagy Boulevard ............ 1 Study Intersections ......................................... 2 Pedestrian & Bicycle Facilities ............ 2 Transit Service ..................................... 2 Safety ............................................................. 2 Proposed Development ................................. 3 Through Traffic Projections ........................... 3 Background Development ............................... 4 Growth Rate Projections .................................. 4 Total Traffic Projections ................................ 4 Transportation Analyses ............................... 5 Analysis Scenarios .......................................... 5 Assessment of Impacts ................................... 5 Existing Conditions (2026) .................. 5 No Build Scenario – Estimated 2031 Background Traffic Volumes .................................... 5 Full Utilization Scenario – Estimated 2031 Total Traffic Volumes .................................... 6 Conclusions & Recommendations ................. 6 2026 Existing Conditions ................................ 6 No Build Scenario – Estimated 2031 Background Traffic Volumes ......................................................... 6 West Kagy Boulevard & the Hawk’s Ridge Private Driveway ............................................... 6 South 19th Avenue & West Kagy Boulevard 7 South 19th Avenue & West Lincoln Street 7 Full Utilization Scenario – Estimated 2031 Total Traffic Volumes ............. 7 Proposed Site Accesses ...................... 8 Alternative Modes of Transportation ................ 8 Improvements & Traffic Control Guidance ........ 8 Proposed Study Area Development 9 Proposed Development Plan ......................... 9 Traffic Impact Analysis Horizon ..................... 9 Transportation Elements of the Proposed Development ................................ 9 Trip Generation ............................................... 9 Trip Distribution ............................................ 12 Traffic Assignment ........................................ 12 Alternative Modes of Transportation .............. 12 Site Accesses & Operational Analysis ............ 12 South 19th Avenue Access ............... 12 Hawk’s Ridge Private Driveway Access .................... 15 Operational Analysis .......................... 15 Existing Conditions 15 Study Area Land Use .................................. 15 Transportation Network .............................. 15 Study Roadway – South 19th Avenue ............ 15 Study Roadway – West Kagy Boulevard .......... 17 Study Intersections ....................................... 17 Alternative Modes of Transportation ............ 17 Pedestrian & Bicycle Facilities ...................... 17 Transit Service .............................................. 18 Traffic Volumes.......................................... 19 Safety ....................................................... 19 ii | Table of Contents Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Projected Traffic 19 Background Development ............................. 23 Growth Rate Projections ................................ 23 Projected Through Traffic Volumes ............... 26 Total Traffic Projections .............................. 26 Transportation Analyses 26 Analysis Scenarios ..................................... 26 Analysis Methodologies .............................. 26 Operations .................................................... 26 Study Scenario Analyses ............................. 30 Assessment of Impacts 30 Existing Conditions (2026) ......................... 30 Traffic Operations.......................................... 30 Safety ........................................................... 30 No Build Scenario – Estimated 2031 Background Traffic Volumes .......................... 34 Full Utilization Scenario – Estimated 2031 Total Traffic Volumes............ 34 Mitigation Analyses ....................................... 34 West Kagy Boulevard & the Hawk’s Ridge Private Driveway ......... 34 South 19th Avenue & West Kagy Boulevard ......................... 35 South 19th Avenue & West Lincoln Street ............................ 43 Safety ....................................................... 43 Alternative Modes of Transportation ............ 46 Existing Conditions ....................................... 46 Pedestrians & Bicyclists .................... 46 Transit Service ................................... 46 Proposed Development ................................. 46 Compliance with Applicable Local Codes ..... 46 Conclusions & Recommendations 46 2026 Existing Conditions ........................... 46 Traffic Operations ......................................... 46 Safety ........................................................... 46 No Build Scenario – Estimated 2031 Background Traffic Volumes.......................................... 47 West Kagy Boulevard & the Hawk’s Ridge Private Driveway ...................... 47 Auxiliary Left-Turn Lane Analyses ..... 47 West Kagy Boulevard Reconstruction Project ...................... 47 South 19th Avenue & West Kagy Boulevard .................................... 47 South 19th Avenue & West Lincoln Street ....................................... 48 Full Utilization Scenario – Estimated 2031 Total Traffic Volumes ......... 48 Proposed Site Accesses ................................ 48 Eastern Site Access to the Hawk’s Ridge Private Driveway ......... 48 Western Site Access to South 19th Avenue ............................ 49 Alternative Modes of Transportation ............ 49 Improvements & Traffic Control Guidance .... 49 References 50 Table of Contents | iii Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Appendices Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix B Traffic Count Data Appendix C Trip Generation Analyses Appendix D Crash Experience Analyses Appendix E Average Annual Growth Rate (AAGR) Analyses Appendix F Capacity & Level of Service Analyses F-1: Intersection Operations Summaries F-2: 2026 Existing Conditions F-3: 2031 Estimated Background Traffic F-4: 2031 Estimated Total Traffic Appendix G Auxiliary Lane Analyses Appendix H Mitigation Analyses H-1: West Kagy Boulevard & the Hawk's Ridge Private Driveway H-2: South 19th Avenue & West Kagy Boulevard iv | List of Tables & Figures Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 List of Tables Table 1: Estimated Project Trip Generation ......................................................................................................................... 9 Table 2: Study Area Intersections Existing Characteristics .............................................................................................. 18 Table 3: 2020 – 2024 Study Area Intersections Reported Crash Experience Summary .............................................. 22 Table 4: Study Area Intersections Reported Crash Experience Rate Summary .............................................................. 22 Table 5: Estimated Average Annual Growth Rates ........................................................................................................... 23 Table 6: West Kagy Boulevard & the Hawk’s Ridge Private Driveway Weekday, AM Peak Hour Mitigation Traffic Operations Summary .................................................................................. 37 Table 7: West Kagy Boulevard & the Hawk’s Ridge Private Driveway Weekday, PM Peak Hour Mitigation Traffic Operations Summary .................................................................................. 38 Table 8: South 19th Avenue & West Kagy Boulevard Weekday, AM Peak Hour Mitigation Traffic Operations Summary ................................................................................... 44 Table 9: South 19th Avenue & West Kagy Boulevard Weekday, PM Peak Hour Mitigation Traffic Operations Summary ................................................................................... 45 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 Table A-3: City of Bozeman Access Spacing Standards ................................................................................................... A-5 List of Tables & Figures | v Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 List of Figures Figure 1: Site Location & Study Area ................................................................................................................................. 10 Figure 2: Site Layout ........................................................................................................................................................... 11 Figure 3: Estimated Primary Trip Distribution ................................................................................................................... 13 Figure 4: Estimated Site Vehicle Traffic Assignment ........................................................................................................ 14 Figure 5: Fire Apparatus Site Circulation ........................................................................................................................... 16 Figure 6: 2026 Existing Traffic Volumes ........................................................................................................................... 20 Figure 7: Study Area Reported Crash Locations | 2020 – 2024 .................................................................................... 21 Figure 8: Estimated Build-Up Traffic Volumes Through 2031 .......................................................................................... 24 Figure 9: Estimated AAGR Traffic Volume Projections Through 2031 ............................................................................. 25 Figure 10: Estimated 2031 Background Traffic Volumes ................................................................................................ 27 Figure 11: Estimated 2031 Total Traffic Volumes | Weekday, AM Peak Hour ............................................................... 28 Figure 12: Estimated 2031 Total Traffic Volumes | Weekday, PM Peak Hour ............................................................... 29 Figure 13: Traffic Operations Summary | Hawk’s Ridge Private Driveway Study Intersections .................................... 31 Figure 14: Traffic Operations Summary | South 19th Avenue & West Kagy Boulevard Intersection ........................... 32 Figure 15: Traffic Operations Summary | South 19th Avenue Intersections with the Site Access Plus West Lincoln Street ................................................................................................................................. 33 Figure 16: Conceptual Layout of West Kagy Boulevard Improvements & South 19th Avenue Dual-Left Turn Lanes ......................................................................................................................... 36 Figure 17: Estimated 2045 Background Traffic Volumes ................................................................................................ 39 Figure 18: Estimated 2045 Total Traffic Volumes | Weekday, AM Peak Hour ............................................................... 40 Figure 19: Estimated 2045 Total Traffic Volumes | Weekday, PM Peak Hour ............................................................... 41 Figure 20: Traffic Operations Summary | Estimated 2045 Total Traffic Volumes – West Kagy Boulevard Intersections ................................................................................................................................... 42 Figure A-1: Control Delay and Flow Rate ........................................................................................................................... A-1 1 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Executive Summary Purpose of Report & Study Objectives This report summarizes the results of a traffic impact study conducted by E5 Engineering, PLLC for the proposed development of the 1825 West Kagy Boulevard Apartments project in Bozeman, Gallatin County, Montana. The objectives of the traffic study are as follows: Determine the existing vehicle, pedestrian, bicycle, and transit conditions in the study area to establish a base condition. Assess the impact that the proposed development will have on transportation conditions in the area. Evaluate proposed site access operations. Determine any street, access, bicycle, and pedestrian modifications and/or improvements that will be necessary to effectively accommodate and mitigate future conditions. Study Area & Land Use The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments development is to be located on Lot 7 of the Remington Addition in Bozeman, Gallatin County, Montana. The project is bounded by South 19th Avenue to the west, West Kagy Boulevard to the south, and the existing Hawk’s Ridge Condo Subdivision to the east and Revival Apartments to the north. The surrounding area is also a mix of residential, commercial, and former agricultural properties that are presently vacant. Transportation Network Study Roadway – South 19th Avenue South 19th Avenue is functionally classified as a minor arterial by the Montana Department of Transportation (MDT) and is also an urban system route (U-1201, C001201) north of Stucky Road and a state secondary highway (S-345, C000345) south of Stucky Road. It is classified as a principal arterial by the City of Bozeman. Within the study area, South 19th Avenue has two travel lanes in each direction separated by a raised concrete median between West Kagy Boulevard and Remington Way and between Remington Way and West Lincoln Street. The posted speed limit is 40 miles per hour (40 mph). From aerial imagery data, the roadway has top-back of curb to top-back of curb (TBC-TBC) width of approximately 75 feet, inclusive of 11-foot-wide travel lanes in each direction, 13-foot-wide left- turn lanes at West Kagy Boulevard and at Remington Way, and 4.5-foot-wide bike lanes in each direction. Study Roadway – West Kagy Boulevard West Kagy Boulevard is also functionally classified as a minor arterial by MDT and is also an urban system route (U-1212, C001212) east of South 19th Avenue. The City of Bozeman classifies the roadway as a principal arterial. Adjacent to the proposed development, West Kagy Boulevard has a single travel lane in each direction. The posted speed limit is 30 mph. Per MDT data, the roadway has an asphalt paved surface width of approximately 32 feet, inclusive of 13-foot-wide travel lanes in each direction. The site is also adjacent to the transition zone for widening for turn lanes on the westbound approach at the intersection of South 19th Avenue and West Kagy Boulevard. 2 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Study Intersections The following existing intersections were evaluated as a part of this study in consideration of the characteristics of the proposed development as well as the surrounding transportation network. West Kagy Boulevard (U-1212, C001212) & Hawk’s Ridge Private Driveway (C474607) South 19th Avenue (U-1201, C001201) & West Kagy Boulevard (C074411 Eastbound & U-1212, C001212 Westbound) South 19th Avenue (U-1201, C001201) & West Lincoln Street (C082914 & C001570) Current vehicle, pedestrian, and bicycle counts were utilized for the study area intersections based on averages taken for two weekdays at each location on February 25 and 26, 2026 (Wednesday and Thursday). Each of the intersection counts were completed for two 2-hour periods – between 7:00 and 9:00 a.m. (AM peak period) and 4:00 and 6:00 p.m. (PM peak period). The results of the traffic counts showed average weekday peak hours occurring from 7:45 to 8:45 a.m. and 5:00 to 6:00 p.m. The count data were adjusted to account for seasonal or daily variations that may occur throughout the year from when the counts were taken. Seasonal and daily adjustment factors available through MDT were utilized with the average count data. Intersection counts were balanced to account for any human or rounding errors. Alternative Modes of Transportation Pedestrian & Bicycle Facilities Boulevard sidewalks are present on both sides of South 19th Avenue adjacent to the proposed development. South of West Kagy Boulevard, there is an existing shared-use pathway on the east side of South 19th Avenue. West Kagy Boulevard includes a shared-use pathway on its south side from South 17th Avenue west to the current limits of the roadway near the future location of South 27th Avenue. There is not presently any sidewalk on the north side of West Kagy Boulevard adjacent to the proposed site development nor to the east prior to reaching Stadium Drive. There is sidewalk along the west side of the Hawk’s Ridge private driveway adjacent to the RW-Bozeman 1825 West Kagy Boulevard Apartments project. Dedicated bike lanes are installed on South 19th Avenue within the study area as well as on West Kagy Boulevard west of South 19th Avenue. Transit Service Streamline currently provides transit service to Belgrade, Bozeman, Livingston, and Montana State University. This service is currently free for all passengers, which creates an incentive for transit ridership. Streamline does not currently have any routes immediately adjacent to the proposed site development; however, it does have routes in the vicinity of the proposed development along West Garfield Street and the Montana State University Campus – the Goldline and Blueline weekday and weekend routes. The Blueline route provides connectivity within Bozeman and provides links to the Belgrade (Pinkline) and Livingston (Greenline) routes. Safety Traffic safety conditions were documented by reviewing the crash history of the study area intersections using data provided from the MDT crash database. Public crash information for the period 2020 through 2024, the most recent five years available, was reviewed. MDT reported twenty-two (22) crashes within the evaluated study area over the five-year period. Of those, thirteen (13) were identified at the intersections evaluated with this study. 3 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Proposed Development The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments has been evaluated based on the following: The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project includes 160 affordable housing units, comprised of a mix of one-, two-, and three-bedroom units. The proposed development would also have common indoor spaces including fitness, community room, lounge, mail / offices, and a lobby / office. Estimated trip generation for the proposed development was derived utilizing rates published by the Institute of Transportation Engineers (ITE) in the Trip Generation Manual, 12th Edition published in August 2025. The rates used in the analyses were based on the affordable housing land use (ITE Land Use Code 223) with the income limits subcategory and 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 770 average weekday vehicle trips and 58 vehicle trips during the weekday, AM peak hour plus 74 during the weekday, PM peak hour. Pedestrian and/or bicyclist-related trips may comprise a portion of trips with the proposed development due to its location in relation to the Montana State University campus as well as other activity centers near the study area. Access to the site is proposed via two proposed approaches – one to South 19th Avenue and one to the Hawk’s Ridge access drive. Installation of new boulevard sidewalk adjacent to the property along the north side of West Kagy Boulevard is included with the project. Additionally, sidewalk improvements within the site will provide connectivity to the new sidewalk, within the site, and to the existing sidewalk along the east side of South 19th Avenue. Short- and long-term bike storage is also provided. No specific transit-oriented improvements are included with the proposed development. The project is anticipated to have full utilization by the year 2029, anticipating completion of permitting, construction, and occupancy. However, according to the City of Bozeman Unified Development Code (UDC) it has been evaluated based on the year 2031, being five years from an anticipated application date in 2026. Through Traffic Projections Estimated traffic volumes projected for the year 2031 were generated utilizing a combination of the build-up and the growth rate methods. The build-up method considers background traffic growth due to approved or anticipated to be approved developments in the study area. The 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. 4 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Background Development Other known developments in the study area that are in various stages of development or review processes within the evaluated 2031 analysis period of this study include the following: Aaker, Phase I Development (Includes the Highland Apartments) Data Source: Aaker, Phase 1 Traffic Impact Study prepared by Sanderson Stewart (March 2023). Alpenglow Apartments Data Source: Traffic Impact Study for South University District Phase 3 – Block 1 (Bozeman, Montana) prepared by Marvin & Associates (July 2023). South University District Phase 3 – Block 3 Data Source: Traffic Impact Study for South University District Phase 3 – Block 3 (Bozeman, Montana) prepared by Marvin & Associates (September 2022). South Range Crossing II Development (SRX II) Data Source: South Range Crossing II Development Traffic Impact Study prepared by Sanderson Stewart (March 2024). Traffic growth within the study area from other area developments is represented through applied growth rate projections noted below. Growth Rate Projections Estimated growth rate generated traffic volumes were projected for the 2031 analysis year by applying an average annual growth rate (AAGR) to the 2026 traffic volumes. It is important to note that the AAGR generated traffic volumes are intended to represent traffic growth from outside the study area, excluding the known background developments as well as the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. Historical traffic growth trends in the area were evaluated to develop estimates for AAGR values based on available average annual daily traffic (AADT) from MDT as well as enrollment and employment trends at Montana State University. The AAGRs utilized as a part of this study are summarized below: South 19th Avenue – North and South of West Kagy Boulevard | 3.00% South 19th Avenue – North and South of West Lincoln Street | 2.30% West Kagy Boulevard – East of South 19th Avenue | 3.00% West Kagy Boulevard – West of South 19th Avenue | 0.00% Growth is Projected to Result from Build-Up Traffic Hawk’s Ridge Private Driveway – North of West Kagy Boulevard | 3.00% To Account for Varying Traffic Volumes West Lincoln Street – West of West of South 19th Avenue | 10.00% Assumed Value Based on Potential MSU Development West Lincoln Street – East of South 19th Avenue | 1.55% Total Traffic Projections Estimated 2031 total traffic volumes include the combination of background traffic volumes with those projected for the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. 5 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: Existing Conditions (2026) Consists of an operational analysis of February 2026 counts collected as part of this study. No Build Scenario – Estimated 2031 Background Traffic Volumes Consists of projected, non-site background traffic volumes resulting from applied build-up and AAGR volumes. Full Utilization Scenario – Estimated 2031 Total Traffic Volumes Consists of estimated 2031 background traffic volumes in combination with forecast traffic from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. Assessment of Impacts Existing Conditions (2026) Traffic Operations Each of the study area intersections is currently operating within acceptable levels of service (LOS), being LOS D or better for arterial and collector intersections per City of Bozeman standards. Safety A significant crash experience trend was not identified at any of the study area intersections. No Build Scenario – Estimated 2031 Background Traffic Volumes At the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway declines in operations to substandard conditions are projected for the southbound approach, resulting from estimated background traffic growth on West Kagy Boulevard through the year 2031. The no build scenario analyses were based on the existing geometry of the intersection – not accounting for the design-build reconstruction project along the West Kagy Boulevard corridor between South 19th Avenue and South Willson Avenue / South 3rd Avenue. Movements on each of the approaches at the intersection of South 19th Avenue and West Kagy Boulevard are forecast to experience declines in level of service. Notably, northbound through movements are estimated to operate at LOS F during the weekday, AM peak hour. However, the overall intersection was found to operate at LOS D or better during both the weekday, AM and PM peak hours for anticipated conditions. Analyses of the intersection of South 19th Avenue and West Lincoln Street revealed declines in level of service for the eastbound and westbound right-turn movements as well as northbound and southbound left-turn movements. Westbound right-turns coming from the Montana State University camps are projected to operate at LOS F during the weekday, PM peak hour with continued traffic growth on South 19th Avenue as well as West Lincoln Street. 6 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Full Utilization Scenario – Estimated 2031 Total Traffic Volumes The addition of traffic generated from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project is not expected to significantly impact traffic operations at study area intersections except for the southbound approach at the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway. Traffic operations were found to decline to LOS F during both the weekday, AM and PM peak hours on that approach with traffic contributions from the proposed development under the existing intersection geometry. Conclusions & Recommendations 2026 Existing Conditions Each of the study area intersections is currently operating within acceptable levels of service (LOS), being LOS D or better for arterial and collector intersections per City of Bozeman standards. A significant crash experience trend was not identified at any of the study area intersections. No Build Scenario – Estimated 2031 Background Traffic Volumes With estimated background traffic growth through the year 2031, declines in operations to substandard conditions (less than LOS D) are projected for the southbound, Hawk’s Ridge private driveway at its intersection with West Kagy Boulevard as well as the westbound, West Lincoln Street right-turn only approach at its intersection with South 19th Avenue. The overall intersection of South 19th Avenue and West Kagy Boulevard is projected to continue to operate within an acceptable level of service of LOS D or better during the weekday, AM and PM peak hours through the year 2031 for estimated background traffic conditions. West Kagy Boulevard & the Hawk’s Ridge Private Driveway Auxiliary Left-Turn Lane Analyses Evaluation of AASHTO guidelines for left-turn treatment at unsignalized intersections on arterials in urban areas for the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway showed that inclusion of a left-turn lane would be warranted under 2026 existing conditions as well as for estimated 2031 background traffic volumes. These two analysis scenarios did not include site generated traffic from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. West Kagy Boulevard Reconstruction Project The MDT and City of Bozeman project to reconstruct West Kagy Boulevard from South 19th Avenue to South Willson Avenue / South 3rd Avenue, in cooperation with Montana State University, the Museum of the Rockies, and other stakeholders, currently includes installation of the auxiliary left-turn lane discussed above at the Hawk’s Ridge private driveway intersection. The following elements are noted in consideration of the reconstruction project: The southbound, Hawk’s Ridge private driveway is projected to operate at LOS C for estimated 2031 background traffic conditions during both the weekday, AM and PM peak hours as revealed through the mitigation analyses. The currently committed West Kagy Boulevard reconstruction project is to utilize a design-build contract and is included in the Statewide Transportation Improvement Program (STIP) for 2025 – 2029 with the right-of-way phase noted for Fiscal Year 2025, the incidental construction phase was slated for Fiscal Year 2025, and the construction phase programmed for Fiscal Year 2026. 7 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 South 19th Avenue & West Kagy Boulevard The overall intersection of South 19th Avenue and West Kagy Boulevard was found to operate at LOS D or better through the year 2031 under both weekday, AM and PM peak hour conditions. Northbound through movements are projected to decline to LOS F during the weekday, AM peak hour with continued traffic growth on both South 19th Avenue and West Kagy Boulevard. There are also substantial volumes for southbound left-turn movements during both the weekday, AM and PM peak hours. The following items for the intersection of South 19th Avenue and West Kagy Boulevard are suggested: Consider installation of southbound dual left-turn lanes at the intersection with the West Kagy Boulevard reconstruction project to improve peak period as well as special event (football games, tournaments, concerts, etc.) traffic operations and accommodate anticipated future traffic growth in the area. Safety enhancement may also be achieved with provisions for positively offset opposing left-turn lanes to allow for improved sight distance for drivers. Consideration for installation of southbound dual left-turn lanes at the intersection of South 19th Avenue and West Kagy Boulevard is based on existing conditions as well as with continued growth of non-site generated traffic through the year 2031. It is not directly related to traffic impacts resulting from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project, which only represents an estimated 1.0% of forecast 2031 total traffic volumes at the intersection. South 19th Avenue & West Lincoln Street Traffic growth on South 19th Avenue as well as West Lincoln Street is projected to result in westbound right-turn movements operating at LOS F during the weekday, PM peak hour based on estimated 2031 background traffic conditions. Items for consideration include: Evaluation of mitigation to address substandard operations for the westbound, West Lincoln Street approach has not been evaluated with this study as traffic growth and mitigation is correlated to growth on the Montana State University campus and suggested to be evaluated with future campus development. Potential future mitigation for consideration may include the addition of an acceleration lane on South 19th Avenue north of the approach to allow for more free-flowing movement of right-turn vehicular traffic but would also need to be weighed against safety impacts to pedestrians and bicyclists with those modifications. Full Utilization Scenario – Estimated 2031 Total Traffic Volumes The addition of traffic generated from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project is not expected to significantly impact traffic operations at study area intersections except for the southbound approach at the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway. Traffic operations were found to decline to LOS F during both the weekday, AM and PM peak hours on that approach with traffic contributions from the proposed development under the existing intersection geometry. The southbound, Hawk’s Ridge private driveway approach is projected to operate at LOS D or better with completion of the West Kagy Boulevard reconstruction project based on the analyses of estimated 2031 total traffic volumes. The approach may experience longer average vehicle delays with continued traffic growth on West Kagy Boulevard beyond the year 2031; however, no additional measures are recommended at this time to address traffic operations through the year 2045 as evaluated with this study. 8 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Proposed Site Accesses Eastern Site Access to the Hawk’s Ridge Private Driveway Stop control is recommended for the proposed eastbound site access approach. Design must provide adequate intersection sight distance in accordance with City of Bozeman and AASHTO standards. Accommodation for emergency and solid waste vehicles must be considered. Western Site Access to South 19th Avenue A Modification of Property Access Standards Request must be approved by the City of Bozeman. o City of Bozeman standards require a minimum separation of 315 feet for partial access to a principal arterial. The access is roughly 296 feet from Remington Way as measured between the curb faces. o The proposed access is approximately 345 feet from West Kagy Boulevard as measured between the curb faces (approximately 336 feet to the north right-of-way line for West Kagy Boulevard). o Drive accesses for multiple tenant commercial buildings or complexes / centers must be set back a minimum of 20 feet from the adjacent property line unless such drive access is approved as a shared access per City of Bozeman standards. The currently proposed access location is about three feet from the north property line. o The South 19th Avenue access is aligned with an existing utility easement and would be restricted to right-in, right-out vehicular movements only due to the presence of a raised median on South 19th Avenue dividing the opposing northbound and southbound movements. Stop control is recommended for the proposed westbound site access approach. Design must provide adequate intersection sight distance in accordance with City of Bozeman, Gallatin County, MDT, and AASHTO standards. Accommodation for emergency and solid waste vehicles must be considered. Alternative Modes of Transportation The currently proposed site plan for the RW-Bozeman 1825 West Kagy Boulevard Apartments project includes installation of new boulevard sidewalk adjacent to the property along the north side of West Kagy Boulevard. The West Kagy Boulevard reconstruction project, if completed ahead of or concurrently with the site development, would install a shared-use asphalt pathway in lieu of boulevard sidewalk. Sidewalk improvements within the site will provide connectivity to the new sidewalk or pathway, within the site, and to the existing sidewalk along the east side of South 19th Avenue. Short- and long-term bike storage is also provided. No specific transit-oriented improvements are included with the proposed development. Improvements & Traffic Control Guidance Included recommendations for the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project should be installed according to applicable standards or requirements of the City of Bozeman, the most current editions of the Montana Public Works Standard Specifications, MDT, and the Manual on Uniform Traffic Control Devices. 9 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Proposed Study Area Development Proposed Development Plan The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments includes 160 affordable housing units, comprised of a mix of one-, two-, and three-bedroom units that would also have common indoor spaces including fitness, community room, lounge, mail / offices, and a lobby / office. It is to be located on Lot 7 of the Remington Addition situated in the northwest quarter of the southwest quarter of Section 13, Township 2 South, Range 5 East of the Principal Meridian of Montana (NW ¼ SW ¼, Sec. 13, T2S, R5E, P.M.M.). The project is bounded by South 19th Avenue to the west, West Kagy Boulevard to the south, and the existing Hawk’s Ridge Condo Subdivision to the east and Revival Apartments to the north. Access to the site is proposed via two proposed approaches – one to South 19th Avenue and one to the Hawk’s Ridge access drive. 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 11. Traffic Impact Analysis Horizon The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project is anticipated to have full utilization by the year 2029, anticipating completion of permitting, construction, and occupancy. However, per the City of Bozeman Unified Development Code (UDC) it has been evaluated based on the year 2031 for this study, being five years from an anticipated application date in 2026. Transportation Elements of the Proposed Development Trip Generation Estimated trip generation for the site was derived utilizing rates published by the Institute of Transportation Engineers (ITE) in the Trip Generation Manual, 12th Edition. The rates used in the analyses were based on the affordable housing land use (ITE Land Use Code 223) with the income limits subcategory and 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 770 average weekday vehicle trips and 58 vehicle trips during the weekday, AM peak hour plus 74 during the weekday, PM peak hour. Pedestrian and/or bicyclist-related trips may comprise a portion of trips with the proposed development due to its location in relation to the Montana State University campus as well as other 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 223 160 DU 385 385 770 17 41 58 44 30 74 1Estimated Walk or Bike Trip Ends 16 21 37 26 12 38 DU = Dwelling Units 1Walk or bike trip ends have been estimated utilizing combined average rates for the multifamily housing mid-rise land use (ITE Land Use Code No. 221) and the off-campus student apartment, mid-rise, land use (ITE Land Use Code No. 226) as comparable land uses for the RW-Bozeman 1825 West Kagy Boulevard Apartments project for estimating non-motorized trip generation. 10 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 1: Site Location & Study Area 11 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 2: Site Layout 12 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 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 evaluates the potential vehicle travel patterns based on anticipated trip attraction areas. Figure 3 on the following page shows the estimated trip distribution for the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. Traffic Assignment The assignment of development traffic provides the necessary information to determine the level of site related impacts to the area roadway system and intersections. It involves determining the volume of traffic and its movements within the transportation system. Trip assignment must also consider route choice, how the existing transportation system functions, and travel times to and from the development. The resulting traffic assignment within the study area for the proposed development is shown in Figure 4 on page 14. Alternative Modes of Transportation The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments site development project includes installation of new boulevard sidewalk adjacent to the property along the north side of West Kagy Boulevard. Additionally, sidewalk improvements within the site will provide connectivity to the new sidewalk, within the site, and to the existing sidewalk along the east side of South 19th Avenue. Short- and long-term bike storage is also provided. No specific transit-oriented improvements are included with the proposed development. Site Accesses & Operational Analysis To assist in promoting the long-term safe and efficient operation of its transportation network, the City of Bozeman has adopted specific access spacing standards for intersections and driveways. The adopted standards are provided in Table A-3 in Appendix A. For the proposed development, access to and from the site is being proposed via one access to South 19th Avenue, which is a principal arterial roadway, and one access to the existing Hawk’s Ridge private driveway that may be considered a local street. South 19th Avenue Access The South 19th Avenue access is aligned with an existing utility easement and would be restricted to right-in, right- out vehicular movements only due to the presence of a raised median on South 19th Avenue dividing the opposing northbound and southbound movements. City of Bozeman standards require a minimum separation of 315 feet for partial access to a principal arterial. The proposed access is approximately 345 feet from West Kagy Boulevard as measured between the curb faces (approximately 336 feet to the north right-of-way line for West Kagy Boulevard). The access is also roughly 296 feet from Remington Way as measured between the curb faces. Additionally, drive accesses for multiple tenant commercial buildings or complexes / centers must be set back a minimum of 20 feet from the adjacent property line unless such drive access is approved as a shared access per City of Bozeman standards. The currently proposed access location is about three feet from the north property line. With the separation from Remington Way being less than the 315-foot minimum required and the proximity to the north property line, a Modification of Property Access Standards Request must be approved by the City of Bozeman. 13 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 3: Estimated Primary Trip Distribution 14 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 4: Estimated Site Vehicle Traffic Assignment 15 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Hawk’s Ridge Private Driveway Access The Hawk’s Ridge private driveway access would allow full vehicular movements and is located approximately 185 feet from the edge of the traveled way on West Kagy Boulevard or roughly 154 feet from the north right-of-way boundary as measured to the curb face of the proposed access. The access is located about 185 feet between the proposed curb face and the north property line. City of Bozeman standards require a minimum separation of 40 feet between accesses. The nearest access on the Hawk’s Ridge private driveway is roughly 75 feet to the northeast. The access as proposed would meet the minimum City of Bozeman standards for access spacing. Operational Analysis In accordance with current City of Bozeman standards, the site was evaluated for fire apparatus circulation utilizing an aerial fire truck (ladder truck) from the National Cooperative Highway Research Program (NCHRP) Report 659: Guide for the Geometric Design of Driveways published by the Transportation Research Board of the National Academies (2010) and AutoTURN Pro 2024 developed and maintained by Transoft Solutions. The analysis is shown in Figure 5 on the following page and assumes emergency response from Bozeman Fire Station 2 located east of South 7th Avenue on West Kagy Boulevard. From that analysis, the currently proposed site layout can accommodate the evaluated design aerial fire truck design vehicle. Existing Conditions Study Area Land Use As noted previously, the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments development is to be located on Lot 7 of the Remington Addition in Bozeman, Gallatin County, Montana that previously was used as a church in the past. The project is bounded by South 19th Avenue to the west, West Kagy Boulevard to the south, and the existing Hawk’s Ridge Condo Subdivision to the east and Revival Apartments to the north. The surrounding area is also a mix of residential, commercial, and former agricultural properties that are presently vacant. The surrounding area can be seen in the aerial imagery shown in Figure 2 on page 11. Transportation Network Study Roadway – South 19th Avenue South 19th Avenue is functionally classified as a minor arterial by the Montana Department of Transportation (MDT) and is also an urban system route (U-1201, C001201) north of Stucky Road and a state secondary highway (S-345, C000345) south of Stucky Road. It is classified as a principal arterial by the City of Bozeman. The roadway links to Cottonwood Road a little over five miles to the southwest of the RW-Bozeman 1825 West Kagy Boulevard Apartments project, continuing east approximately two miles where it turns to the north. The roadway then extends northerly roughly six miles to West Main Street where it transitions to North 19th Avenue and continues for another three miles, crossing over Interstate 90, to its intersection with Springhill Road. Within the study area, South 19th Avenue has two travel lanes in each direction separated by a raised concrete median between West Kagy Boulevard and Remington Way and between Remington Way and West Lincoln Street. The posted speed limit is 40 miles per hour (40 mph). From aerial imagery data, the roadway has top-back of curb to top-back of curb (TBC-TBC) width of approximately 75 feet, inclusive of 11-foot-wide travel lanes in each direction, 13-foot-wide left-turn lanes at West Kagy Boulevard and at Remington Way, and 4.5-foot-wide bike lanes in each direction. Land uses along the roadway within the study area are primarily commercial and residential. 16 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 5: Fire Apparatus Site Circulation 17 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Study Roadway – West Kagy Boulevard Existing Study Area Roadway Corridor West Kagy Boulevard is also functionally classified as a minor arterial by MDT and is also an urban system route (U-1212, C001212) east of South 19th Avenue. The City of Bozeman classifies the roadway as a principal arterial. The roadway begins approximately 0.5 miles west of South 19th Avenue and extends easterly for about 1.2 miles to South Tracy Avenue where it transitions to East Kagy Boulevard, continuing for another couple of miles to where it becomes Bozeman Trail Road that extends to Interstate 90 at the Bear Canyon Road interchange (Exit 313). West Kagy Boulevard generally has a single travel lane in each direction in the study area. The posted speed limit is 30 mph. Per MDT data, the roadway has an asphalt paved surface width of approximately 32 feet, inclusive of 13-foot-wide travel lanes in each direction. Transition tapers for turn lanes at its intersection with South 19th Avenue on the westbound approach occur adjacent to the site. Land uses along the roadway within the study area include the former church on the site of the proposed project, currently vacant land, and a Montessori school. Future Study Area Roadway Corridor MDT and the City of Bozeman, in cooperation with Montana State University, the Museum of the Rockies, and other stakeholders, have a committed project to reconstruct West Kagy Boulevard from South 19th Avenue to South Willson Avenue / South 3rd Avenue. Rural Surface Transportation Grant funding was secured for the project in December 2023. The currently committed project is to utilize a design-build contract and is included in the Statewide Transportation Improvement Program (STIP) for 2025 – 2029 with the right-of-way phase noted for Fiscal Year 2025, the incidental construction phase slated for Fiscal Year 2025, and the construction phase programmed for Fiscal Year 2026. Study Intersections The following existing intersections were evaluated as a part of this study. Some of the key characteristics of the existing intersections are provided in Table 2 on the following page. West Kagy Boulevard (U-1212, C001212) & Hawk’s Ridge Private Driveway (C474607) South 19th Avenue (U-1201, C001201) & West Kagy Boulevard (C074411 Eastbound & U-1212, C001212 Westbound) South 19th Avenue (U-1201, C001201) & West Lincoln Street (C082914 & C001570) Alternative Modes of Transportation Pedestrian & Bicycle Facilities Sidewalks are present on both sides of South 19th Avenue adjacent to the proposed development, and south of West Kagy Boulevard there is an existing shared-use pathway on the east side of South 19th Avenue. West Kagy Boulevard includes a shared-use pathway on its south side from South 17th Avenue west to the current limits of the roadway near the future location of South 27th Avenue. There presently is not any sidewalk on the north side of West Kagy Boulevard between South 19th Avenue and Stadium Drive. There is sidewalk along the west side of the Hawk’s Ridge private driveway adjacent to the RW-Bozeman 1825 West Kagy Boulevard Apartments project. Dedicated bike lanes are installed on South 19th Avenue within the study area as well as on West Kagy Boulevard west of South 19th Avenue. 18 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Transit Service Streamline currently provides transit service to Belgrade, Bozeman, Livingston, and Montana State University. This service is currently free for all passengers, which creates an incentive for transit ridership. Streamline does not currently have any routes immediately adjacent to the proposed site development; however, it does have routes in the vicinity of the proposed development along West Garfield Street and the Montana State University campus – the Goldline and Blueline weekday and weekend routes. The Blueline route provides connectivity within Bozeman and provides links to the Belgrade (Pinkline) and Livingston (Greenline) routes. Table 2: Study Area Intersections Existing Characteristics Intersection Traffic Control Approach Lane Configuration Bike Lane Pedestrian Accommodations ID Roadways Crossing Marked Crosswalk 1 West Kagy Boulevard & Hawk’s Ridge Private Driveway 1-Way (SB) EB WB SB 2 South 19th Avenue (U-1201) & West Kagy Boulevard (U-1212) EB WB NB SB 3 South 19th Avenue (U-1201) & West Lincoln Street 2-Way (EB & WB) EB WB NB Crossing includes a HAWK Beacon (Pedestrian Hybrid Beacon) SB EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound 19 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Traffic Volumes Current vehicle, pedestrian, and bicycle counts were utilized for the study area intersections based on averages taken for two weekdays at each location on February 25 and 26, 2026 (Wednesday and Thursday). Each of the intersection counts were completed for two 2-hour periods – between 7:00 and 9:00 a.m. (AM peak period) and 4:00 and 6:00 p.m. (PM peak period). The results of the traffic counts showed average weekday peak hours occurring from 7:45 to 8:45 a.m. and 5:00 to 6:00 p.m. The count data were adjusted to account for seasonal or daily variations that may occur throughout the year from when the counts were taken. Seasonal and daily adjustment factors available through MDT were utilized with the average count data. Intersection counts were balanced to account for any human or rounding errors. Summaries of the count data are provided in Figure 6 on the following page as well as in Appendix B. Safety Traffic safety conditions were documented by reviewing the crash history of the study area intersections using data provided from the MDT crash database. Public crash information for the period 2020 through 2024, the most recent five years available, was reviewed. MDT reported twenty-two (22) crashes within the evaluated study area over the five-year period, which are shown in Figure 7 on page 21. Of those, thirteen (13) were identified at the intersections evaluated with this study that are summarized in Table 3 on page 22. To assess crash experience at the study area intersections and ascertain the potential need for further evaluation, the rates of crashes were calculated for each of the study area intersections. These were also compared to predicted crash rates determined from preliminary, high-level analyses utilizing Highway Safety Software Version 8.5 (HSS) developed and maintained by the McTrans Center at the University of Florida. The methodology used to evaluate predicted crash experience rates is based on the American Association of State Highway and Transportation Officials (AASHTO) Highway Safety Manual. The calculated and comparative predicted crash experience rates are summarized in Table 4 on page 22, and the HSS analyses are included in Appendix D. Projected Traffic An estimate of non-site related traffic growth in the study area is necessary to reflect potential impacts more accurately from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments development through the year 2031. Three primary means are typically used to estimate non-site generated traffic growth (background traffic growth) – the use of transportation plans or models and the build-up or growth rate methods. This study utilized a combination of the build-up and the growth rate methods. The build-up method considers background traffic growth due to approved or anticipated to be approved developments in the study area. The 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. 20 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 6: 2026 Existing Traffic Volumes 21 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 7: Study Area Reported Crash Locations | 2020 – 2024 22 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Table 3: 2020 – 2024 Study Area Intersections Reported Crash Experience Summary Intersection Reported Crashes 2020 2021 2022 2023 2024 5-Year Summary PDO INJ FAT PDO INJ FAT PDO INJ FAT PDO INJ FAT PDO INJ FAT Total Average 1 West Kagy Boulevard & Hawk’s Ridge Private Driveway 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 2 South 19th Avenue & West Kagy Boulevard 0 2 0 0 2 0 5 1 0 1 0 0 0 0 0 11 2.20 3 South 19th Avenue & West Lincoln Street 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 0.40 Study Area Totals 0 3 0 0 2 0 5 1 0 1 0 0 1 0 0 13 2.60 PDO = Reported Crashes Involving Property Damage Only INJ = Reported Crashes Involving Injuries FAT = Reported Crashes Involving Fatalities Table 4: Study Area Intersections Reported Crash Experience Rate Summary Intersection 2026 Estimated Average Annual Daily Traffic (AADT) Entering Intersection Reported 5-Year Crash Total (2020 – 2024) Reported 5-Year Average Crash Rate for Intersection Crashes Per Year (CPY) HSS Expected Crash Rate for Intersection Crashes Per Year (CPY) Reported 5-Year Average Crash Rate for Intersection Per Million Entering Vehicles (MEV) HSS Expected Crash Rate for Intersection Per Million Entering Vehicles (MEV) 1 West Kagy Boulevard & Hawk’s Ridge Private Driveway 12,265 0 0.00 0.52 0.00 0.11 2 South 19th Avenue & West Kagy Boulevard 26,510 11 2.20 2.98 0.23 0.24 3 South 19th Avenue & West Lincoln Street 26,560 2 0.40 1.41 0.04 0.14 23 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Background Development Other known developments in the study area that are in various stages of development or review processes within the evaluated 2031 analysis period of this study include the following: Aaker, Phase I Development (Includes the Highland Apartments) Data Source: Aaker, Phase 1 Traffic Impact Study prepared by Sanderson Stewart (March 2023). Alpenglow Apartments Data Source: Traffic Impact Study for South University District Phase 3 – Block 1 (Bozeman, Montana) prepared by Marvin & Associates (July 2023). South University District Phase 3 – Block 3 Data Source: Traffic Impact Study for South University District Phase 3 – Block 3 (Bozeman, Montana) prepared by Marvin & Associates (September 2022). South Range Crossing II Development (SRX II) Data Source: South Range Crossing II Development Traffic Impact Study prepared by Sanderson Stewart (March 2024). Traffic growth within the study area from other area developments is represented through applied growth rate projections noted below. The resulting build-up traffic within the study area for these known developments is shown in Figure 8 on page 24. Growth Rate Projections Estimated growth rate generated traffic volumes were projected for the 2031 analysis year by applying an average annual growth rate (AAGR) to the 2026 traffic volumes. It is important to note that the AAGR generated traffic volumes are intended to represent traffic growth from outside the study area, excluding the known background developments as well as the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. Historical traffic growth trends in the area were evaluated to develop estimates for AAGR values based on available average annual daily traffic (AADT) from MDT as well as enrollment and employment trends at Montana State University. Assumed values were utilized for forecast traffic growth on West Lincoln Street on the west side of South 19th Avenue. The AAGRs utilized as a part of this study are summarized Table 5 below and the analyses are provided in Appendix D. Increased vehicular traffic resulting from AAGR projects is summarized in Figure 9 on page 25. Table 5: Estimated Average Annual Growth Rates Roadway Segment Roadway Segment AAGR South 19th Avenue North and South of West Kagy Boulevard 3.00% South 19th Avenue North and South of West Lincoln Street 2.30% West Kagy Boulevard East of South 19th Avenue 3.00% West Kagy Boulevard West of South 19th Avenue (Growth is Projected to Result from Build-Up Traffic) 0.00% Hawk’s Ridge Private Driveway North of West Kagy Boulevard (To Account for Varying Traffic Volumes) 3.00% West Lincoln Street West of South 19th Avenue 10.00% West Lincoln Street East of South 19th Avenue 1.55% 24 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 8: Estimated Build-Up Traffic Volumes Through 2031 25 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 9: Estimated AAGR Traffic Volume Projections Through 2031 26 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Projected Through Traffic Volumes The estimated 2031 background volumes within the study area that have been used in the analyses are shown in Figure 10 on the following page. Total Traffic Projections Estimated 2031 total traffic volumes include the combination of background traffic volumes with those projected for the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project, which are shown in the following figures and on the noted pages: Figure 11: Estimated 2031 Total Traffic Volumes | Weekday, AM Peak Hour – Page 28 Figure 12: Estimated 2031 Total Traffic Volumes | Weekday, PM Peak Hour – Page 29 Transportation Analyses Analysis Scenarios To identify significant project impacts, the following scenarios for study area intersections were evaluated: Existing Conditions (2026) Consists of an operational analysis of February 2026 counts collected as part of this study. No Build Scenario – Estimated 2031 Background Traffic Volumes Consists of projected, non-site background traffic volumes resulting from applied build-up and AAGR volumes. Full Utilization Scenario – Estimated 2031 Total Traffic Volumes Consists of estimated 2031 background traffic volumes in combination with forecast traffic from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. 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. 27 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 10: Estimated 2031 Background Traffic Volumes 28 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 11: Estimated 2031 Total Traffic Volumes | Weekday, AM Peak Hour 29 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 12: Estimated 2031 Total Traffic Volumes | Weekday, PM Peak Hour 30 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Unsignalized Intersections The methodology used to determine the level of service for unsignalized intersections is based on Chapter 20 of the HCM for two-way stop controlled (TWSC) intersections. The TWSC analyses were performed using HCS TWSC Version 8.4 developed and maintained by the McTrans Center at the University of Florida. The HCM methodology for evaluating TWSC intersections is based on gap acceptance and conflicting traffic for vehicles stopped on minor street approaches. The critical gap (or minimum acceptable gap) is defined as the minimum time interval in the major street traffic stream that allows entry for one minor street vehicle. Average control delay and LOS for the minor street approach(es) is/are reported. LOS is not defined by the HCM for the intersection because major street traffic volumes and operations may skew the results of the LOS analyses. Signalized Intersections Signalized intersection operations were evaluated using both Synchro plus SimTraffic (Version 12.3, Build 1, Revision 19 – 12.3.1.19) 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 F. Figure 13: Traffic Operations Summary | Hawk’s Ridge Private Driveway Study Intersections – Page 31 Figure 14: Traffic Operations Summary | South 19th Avenue & West Kagy Boulevard Intersection – Page 32 Figure 15: Traffic Operations Summary | South 19th Avenue Intersections with the Site Access Plus West Lincoln Street – Page 33 Assessment of Impacts Existing Conditions (2026) Traffic Operations Each of the study area intersections is currently operating within acceptable levels of service (LOS), being LOS D or better for arterial and collector intersections per City of Bozeman standards as delineated in Appendix A. Safety A significant crash experience trend was not identified at any of the study area intersections. 31 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 13: Traffic Operations Summary | Hawk’s Ridge Private Driveway Study Intersections 32 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 14: Traffic Operations Summary | South 19th Avenue & West Kagy Boulevard Intersection 33 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 15: Traffic Operations Summary | South 19th Avenue Intersections with the Site Access Plus West Lincoln Street 34 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 No Build Scenario – Estimated 2031 Background Traffic Volumes At the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway declines in operations to substandard conditions are projected for the southbound approach, resulting from estimated background traffic growth on West Kagy Boulevard through the year 2031. The no build scenario analyses were based on the existing geometry of the intersection – not accounting for the design-build reconstruction project along the West Kagy Boulevard corridor between South 19th Avenue and South Willson Avenue / South 3rd Avenue. Movements on each of the approaches at the intersection of South 19th Avenue and West Kagy Boulevard are forecast to experience declines in level of service. Notably, northbound through movements are estimated to operate at LOS F during the weekday, AM peak hour. However, the overall intersection was found to operate at LOS D or better during both the weekday, AM and PM peak hours for anticipated conditions. Analyses of the intersection of South 19th Avenue and West Lincoln Street revealed declines in level of service for the eastbound and westbound right-turn movements as well as northbound and southbound left-turn movements. Westbound right-turns coming from the Montana State University camps are projected to operate at LOS F during the weekday, PM peak hour with continued traffic growth on South 19th Avenue as well as West Lincoln Street. Full Utilization Scenario – Estimated 2031 Total Traffic Volumes The addition of traffic generated from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project is not expected to significantly impact traffic operations at study area intersections except for the southbound approach at the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway. Traffic operations were found to decline to LOS F during both the weekday, AM and PM peak hours on that approach with traffic contributions from the proposed development under the existing intersection geometry. Mitigation Analyses West Kagy Boulevard & the Hawk’s Ridge Private Driveway Impact: Continued traffic growth on West Kagy Boulevard through the year 2031 is projected to result in declines to level of service for the Hawk’s Ridge private driveway. The addition of site generated traffic from the RW-Bozeman 1825 West Kagy Boulevard Apartments project is anticipated to result in LOS F under the existing intersection geometry. Mitigation: Evaluate traffic operations with proposed improvements included with the West Kagy Boulevard corridor reconstruction project. Identify mitigation measures, if any, that may be required to accommodate vehicular traffic and non-motorized user contributions from the proposed site development project. Auxiliary Turn Lane Analyses The intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway was evaluated for consideration of installing an auxiliary left-turn lane. Auxiliary left-turn lane criteria suggested in the American Association of State Highway and Transportation Officials (AASHTO) publication A Policy on Geometric Design of Highways and Streets, 2018 – 7th Edition, 2nd Printing were utilized in the evaluation. The analyses evaluated 2026 existing conditions as well as estimated 2031 background and total traffic conditions. The reconstruction of the West Kagy Boulevard corridor was considered with the analyses of forecast 2031 conditions. An auxiliary left-turn lane was found to be warranted for consideration under each of the evaluated scenarios. The analyses are provided in Appendix G. 35 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Operational Analyses A conceptual layout of the West Kagy Boulevard reconstruction improvements is shown in Figure 16 on page 36. With those included improvements, the intersection is projected to operate within acceptable levels of service through the evaluated 2031 analysis year. Traffic operations are summarized in Table 6 on page 37 for the weekday, AM peak hour and in Table 7 on page 38 for the weekday, PM peak hour. The mitigation analyses for the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway are also provided in Appendix H-1. Additionally, intersection operations were also evaluated through the year 2045 for verification of any included mitigation measures or transportation network changes for a minimum 15-year period per City of Bozeman standards. Year 2045 traffic projections were determined through the application of AAGRs to estimated 2031 background traffic volumes, using a 2.00% AAGR to through traffic volumes on West Kagy Boulevard as well as a 0.50% AAGR to the Hawk’s Ridge private driveway volumes. Forecast traffic from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project was added to the 2045 background traffic projections to arrive at projected 2045 total traffic volumes. Estimated 2045 traffic volumes are summarized in the following figures: Figure 17: Estimated 2045 Background Traffic Volumes – Page 39 Figure 18: Estimated 2045 Total Traffic Volumes | Weekday, AM Peak Hour – Page 40 Figure 19: Estimated 2045 Total Traffic Volumes | Weekday, PM Peak Hour – Page 41 The southbound, Hawk’s Ridge private driveway approach may decline to LOS E with continued traffic growth on West Kagy Boulevard during the weekday, PM peak hour as identified through the year 2045. The estimated 2045 traffic operations are summarized in Tables 6 and 7 as well as Figure 20 on page 42. Additional Considerations A significant driver of continued traffic growth on West Kagy Boulevard is the continued growth of the Montana State University campus. Its Long Range Campus Development Plan prepared by Facilities Services in December 2008 notes elements for transportation and circulation with 10- and 25-year build out profiles as well as a long-term vision. Key considerations include enterprise zones along South 19th Avenue and West College Street, community venues along West Kagy Boulevard, and developing West Garfield Street as a primary entrance to campus. This may have an impact on future traffic volumes on West Kagy Boulevard. South 19th Avenue & West Kagy Boulevard Impact: The overall intersection of South 19th Avenue and West Kagy Boulevard was found to operate at LOS D or better through the year 2031 under both weekday, AM and PM peak hour conditions. Northbound through movements are projected to decline to LOS F during the weekday, AM peak hour with continued traffic growth on both South 19th Avenue and West Kagy Boulevard. Mitigation: High volumes for southbound left-turn movements warrant consideration of the installation of dual left-turn lanes on that approach. Evaluate traffic operations with inclusion of dual left-turn lanes to accommodate continued traffic growth in the area. 36 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 16: Conceptual Layout of West Kagy Boulevard Improvements & South 19th Avenue Dual-Left Turn Lanes 37 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Table 6: West Kagy Boulevard & the Hawk’s Ridge Private Driveway Weekday, AM Peak Hour Mitigation Traffic Operations Summary Analysis Scenario Performance Measure Intersection Minor Approaches West Kagy Boulevard West Kagy Boulevard Hawk’s Ridge EB WB SB L T TR LR Estimated 2031 Total Traffic West Kagy Boulevard Reconstruction Improvements with EB Left-Turn Lane Level of Service (LOS) A C A A A C Delay (sec/veh) 0.8 20.1 8.9 0.0 0.1 20.1 Adjusted Entry Volume (veh/hr) 1,731 295 24 1,053 598 57 Ped + Bike Volume (ped+bike/hr) 16 16 0 0 16 Volume-to-Capacity Ratio (v/c) 0.21 0.19 0.02 0.30 0.17 0.19 HCM 95% Max Queue Length (veh) 0.1 0.0 0.0 0.7 HCM 95% Max Queue Length (ft) 2.5 0.0 0.0 17.7 Available Queue Storage (ft) 80 385 645 240 Estimated 2045 Total Traffic West Kagy Boulevard Reconstruction Improvements with EB Left-Turn Lane Level of Service (LOS) A C A A A C Delay (sec/veh) 0.8 22.6 9.1 0.0 0.1 22.6 Adjusted Entry Volume (veh/hr) 1,864 57 25 1,136 646 57 Ped + Bike Volume (ped+bike/hr) 18 18 0 0 18 Volume-to-Capacity Ratio (v/c) 0.23 0.22 0.03 0.32 0.19 0.22 HCM 95% Max Queue Length (veh) 0.1 0.0 0.0 0.8 HCM 95% Max Queue Length (ft) 2.5 0.0 0.0 20.2 Available Queue Storage (ft) 80 385 645 240 EB = Eastbound; WB = Westbound; and SB = Southbound L = Left; T = Through; TR = Through-Right; and LR = Left-Right 38 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Table 7: West Kagy Boulevard & the Hawk’s Ridge Private Driveway Weekday, PM Peak Hour Mitigation Traffic Operations Summary Analysis Scenario Performance Measure Intersection Minor Approaches West Kagy Boulevard West Kagy Boulevard Hawk’s Ridge EB WB SB L T TR LR Estimated 2031 Total Traffic West Kagy Boulevard Reconstruction Improvements with EB Left-Turn Lane Level of Service (LOS) A D B A A D Delay (sec/veh) 1.2 29.5 10.5 0.0 0.1 29.5 Adjusted Entry Volume (veh/hr) 1,788 51 42 750 944 51 Ped + Bike Volume (ped+bike/hr) 15 15 0 0 15 Volume-to-Capacity Ratio (v/c) 0.23 0.26 0.06 0.21 0.27 0.26 HCM 95% Max Queue Length (veh) 0.2 0.0 0.0 1.0 HCM 95% Max Queue Length (ft) 5.1 0.0 0.0 25.2 Available Queue Storage (ft) 80 385 645 240 Estimated 2045 Total Traffic West Kagy Boulevard Reconstruction Improvements with EB Left-Turn Lane Level of Service (LOS) A E B A A E Delay (sec/veh) 1.2 35.4 10.9 0.0 0.1 35.4 Adjusted Entry Volume (veh/hr) 1,927 51 43 811 1,021 51 Ped + Bike Volume (ped+bike/hr) 17 17 0 0 17 Volume-to-Capacity Ratio (v/c) 0.25 0.30 0.07 0.23 0.30 0.30 HCM 95% Max Queue Length (veh) 0.2 0.0 0.0 1.2 HCM 95% Max Queue Length (ft) 5.1 0.0 0.0 30.2 Available Queue Storage (ft) 80 385 645 240 EB = Eastbound; WB = Westbound; and SB = Southbound L = Left; T = Through; TR = Through-Right; and LR = Left-Right 39 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 17: Estimated 2045 Background Traffic Volumes 40 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 18: Estimated 2045 Total Traffic Volumes | Weekday, AM Peak Hour 41 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 19: Estimated 2045 Total Traffic Volumes | Weekday, PM Peak Hour 42 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Figure 20: Traffic Operations Summary | Estimated 2045 Total Traffic Volumes – West Kagy Boulevard Intersections 43 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Dual Left-Turn Lanes Conceptual Layout A conceptual layout of the intersection of South 19th Avenue and West Kagy Boulevard with dual southbound left-turn lanes is shown in Figure 16 on page 36. The layout does show that it may be possible to incorporate those modifications and provide improvements to visibility for left-turning drivers on the northbound and southbound approaches. Plus, there is the potential for allowing protected-permissive left-turns in both directions in lieu of protected only or split phasing. Operations Signalized traffic operations with inclusion of the southbound dual left-turn lanes, limiting that movement to protected only phasing, and utilization of a 120-second cycle for the weekday, AM peak hour and a 100-second cycle for the weekday, PM peak hour found that the intersection would operate at LOS D or better for the intersection as a whole as well as for all movements during both peak periods through the 2031 analysis year. This was shown to also hold true for the 2045 analysis year as well. Traffic operations are summarized in Table 8 on the following page for the weekday, AM peak hour and in Table 9 on page 45 for the weekday, PM peak hour plus in Figure 20 on page 42. Summaries are also included in Appendix H- 2. Forecast traffic volumes for the year 2045 are included in Figure 17 on page 39 for background conditions; Figure 18 on page 40 for weekday, AM peak hour total traffic; and Figure 19 on page 41 for weekday, PM peak hour total traffic. Additional Considerations Consideration of installation of southbound dual-left turn lanes at the intersection of South 19th Avenue and West Kagy Boulevard is independent of traffic contributions from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. Site generated traffic is very minimal in comparison to overall intersection traffic volumes during both evaluated peak hours and average daily traffic. South 19th Avenue & West Lincoln Street Impact: Traffic growth on South 19th Avenue as well as West Lincoln Street is projected to result in westbound right-turn movements operating at LOS F during the weekday, PM peak hour under estimated 2031 background traffic conditions. Mitigation: Evaluation of mitigation to address substandard operations for the westbound, West Lincoln Street approach has not been evaluated as the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project does not contribute traffic to that movement. Traffic growth and mitigation is correlated to growth on the Montana State University campus and suggested to be evaluated with future campus development. Safety A significant crash experience trend was not identified at any of the study area intersections. 44 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Table 8: South 19th Avenue & West Kagy Boulevard Weekday, AM Peak Hour Mitigation Traffic Operations Summary Analysis Scenario Performance Measure Intersection Minor Approaches West Kagy Boulevard West Kagy Boulevard South 19th Avenue S 19th Ave EB WB NB SB L T R L T R L T R L TR Estimated 2031 Total Traffic Signal Optimization With 120 Second Cycle Length & Addition of Southbound Dual Left-Turn Lanes Level of Service (LOS) C C D C C D C C C C C D B Delay (sec/veh) 30.1 30.5 38.7 32.5 30.4 42.8 31.2 21.3 22.3 33.8 25.1 47.1 10.7 Adjusted Entry Volume (veh/hr) 3,216 918 122 133 10 171 74 322 52 1,048 21 581 691 Ped + Bike Volume (ped+bike/hr) 32 24 6 18 6 2 Volume-to- Capacity Ratio (v/c) 0.42 0.36 0.45 0.29 0.00 0.56 0.16 0.47 0.14 0.78 0.04 0.84 0.34 HCM 95% Max Queue Length (veh) 4.8 4.8 0.4 6.8 2.8 7.7 2.0 19.2 1.6 10.3 9.3 HCM 95% Max Queue Length (ft) 125 122 11 172 72 198 51 490 41 261 241 Available Queue Storage (ft) 150 250 150 160 390 140 370 560 325 370 600 Estimated 2045 Total Traffic Signal Optimization With 120 Second Cycle Length & Addition of Southbound Dual Left-Turn Lanes Level of Service (LOS) C C D C C D C B C D C D B Delay (sec/veh) 32.2 31.6 43.0 33.0 30.0 46.0 31.0 20.0 25.0 38.0 29.0 49.0 12.0 Adjusted Entry Volume (veh/hr) 3,491 1,062 161 176 10 179 98 339 69 1,089 37 607 737 Ped + Bike Volume (ped+bike/hr) 74 56 14 42 14 4 Volume-to- Capacity Ratio (v/c) 0.47 0.41 0.61 0.37 0.00 0.63 0.20 0.47 0.20 0.85 0.07 0.85 0.37 HCM 95% Max Queue Length (veh) 6.5 6.3 0.6 7.6 3.6 8.3 2.8 20.6 3.4 11.1 10.2 HCM 95% Max Queue Length (ft) 167 160 17 192 94 215 70 525 86 283 264 Available Queue Storage (ft) 150 250 150 160 390 140 370 560 325 370 600 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound | L = Left; T = Through; R = Right; and TR = Through-Right 1Indicative of accounting for right-turn on red movements. 45 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Table 9: South 19th Avenue & West Kagy Boulevard Weekday, PM Peak Hour Mitigation Traffic Operations Summary Analysis Scenario Performance Measure Intersection Minor Approaches West Kagy Boulevard West Kagy Boulevard South 19th Avenue S 19th Ave EB WB NB SB L T R L T R L T R L TR Estimated 2031 Total Traffic Signal Optimization With 100 Second Cycle Length & Addition of Southbound Dual Left-Turn Lanes Level of Service (LOS) C C C C C C C B C C C D B Delay (sec/veh) 25.8 24.7 29.1 22.2 21.3 34.3 22.5 20.0 25.4 31.6 23.6 39.3 16.7 Adjusted Entry Volume (veh/hr) 3,548 1,195 101 102 10 282 120 488 44 836 10 460 1,113 Ped + Bike Volume (ped+bike/hr) 39 26 6 20 6 7 Volume-to- Capacity Ratio (v/c) 0.48 0.39 0.39 0.18 0.00 0.67 0.21 0.65 0.19 0.74 0.00 0.68 0.61 HCM 95% Max Queue Length (veh) 3.3 2.9 0.3 9.5 3.4 10.0 1.7 13.0 1.1 7.1 16.6 HCM 95% Max Queue Length (ft) 92 74 9 241 87 252 45 328 28 180 419 Available Queue Storage (ft) 150 250 150 160 390 140 370 560 325 370 600 Estimated 2045 Total Traffic Signal Optimization With 100 Second Cycle Length & Addition of Southbound Dual Left-Turn Lanes Level of Service (LOS) C C C C C D C C C C C D B Delay (sec/veh) 27.9 27.2 35.0 23.0 22.0 41.0 23.0 21.0 30.0 34.0 25.0 41.0 18.0 Adjusted Entry Volume (veh/hr) 3,816 1,353 133 135 10 296 158 512 58 868 10 479 1,176 Ped + Bike Volume (ped+bike/hr) 91 61 14 47 14 16 Volume-to- Capacity Ratio (v/c) 0.53 0.44 0.54 0.23 0.00 0.74 0.27 0.67 0.27 0.78 0.00 0.81 0.65 HCM 95% Max Queue Length (veh) 4.6 3.9 0.6 10.7 4.5 11.0 2.5 14.1 1.1 7.7 18.9 HCM 95% Max Queue Length (ft) 130 98 15 270 116 277 63 356 28 194 476 Available Queue Storage (ft) 150 250 150 160 390 140 370 560 325 370 600 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound | L = Left; T = Through; R = Right; and TR = Through-Right 1Indicative of accounting for right-turn on red movements. 46 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Alternative Modes of Transportation Existing Conditions Pedestrians & Bicyclists As noted in previous sections, sidewalks are present on both sides of South 19th Avenue adjacent to the proposed development, and south of West Kagy Boulevard there is an existing shared-use pathway on the east side of South 19th Avenue. West Kagy Boulevard includes a shared-use pathway on its south side from South 17th Avenue west to the current limits of the roadway near the future location of South 27th Avenue. There presently is not any sidewalk on the north side of West Kagy Boulevard between South 19th Avenue and Stadium Drive. There is sidewalk along the west side of the Hawk’s Ridge private driveway adjacent to the RW-Bozeman 1825 West Kagy Boulevard Apartments project. Dedicated bike lanes are installed on South 19th Avenue within the study area as well as on West Kagy Boulevard west of South 19th Avenue. Transit Service Streamline does not currently have any routes immediately adjacent to the proposed site development; however, it does have routes in the vicinity of the proposed development along West Garfield Street and the Montana State University campus – the Goldline and Blueline weekday and weekend routes. The Blueline route provides connectivity within Bozeman and provides links to the Belgrade (Pinkline) and Livingston (Greenline) routes. Proposed Development The proposed RW-Bozeman 1825 West Kagy Boulevard Apartments site development project includes installation of new boulevard sidewalk adjacent to the property along the north side of West Kagy Boulevard. Additionally, sidewalk improvements within the site will provide connectivity to the new sidewalk, within the site, and to the existing sidewalk along the east side of South 19th Avenue. Short- and long-term bike storage is also provided. No specific transit-oriented improvements are included with the proposed development. Compliance with Applicable Local Codes The proposed site development improvements should be installed in accordance with City of Bozeman, Gallatin County, and Montana Department of Transportation requirements, as applicable. Conclusions & Recommendations 2026 Existing Conditions Traffic Operations Each of the study area intersections is currently operating within acceptable levels of service (LOS), being LOS D or better for arterial and collector intersections per City of Bozeman standards. Safety A significant crash experience trend was not identified at any of the study area intersections. 47 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 No Build Scenario – Estimated 2031 Background Traffic Volumes With estimated background traffic growth through the year 2031, declines in operations to substandard conditions (less than LOS D) are projected for the southbound, Hawk’s Ridge private driveway at its intersection with West Kagy Boulevard as well as the westbound, West Lincoln Street right-turn only approach at its intersection with South 19th Avenue. The overall intersection of South 19th Avenue and West Kagy Boulevard is projected to continue to operate within an acceptable level of service of LOS D or better during the weekday, AM and PM peak hours through the year 2031 for estimated background traffic conditions. West Kagy Boulevard & the Hawk’s Ridge Private Driveway Auxiliary Left-Turn Lane Analyses Evaluation of AASHTO guidelines for left-turn treatment at unsignalized intersections on arterials in urban areas for the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway showed that inclusion of a left-turn lane would be warranted under 2026 existing conditions as well as for estimated 2031 background traffic volumes. These two analysis scenarios did not include site generated traffic from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project. West Kagy Boulevard Reconstruction Project The MDT and City of Bozeman project to reconstruct West Kagy Boulevard from South 19th Avenue to South Willson Avenue / South 3rd Avenue, in cooperation with Montana State University, the Museum of the Rockies, and other stakeholders, currently includes installation of the auxiliary left-turn lane discussed above at the Hawk’s Ridge private driveway intersection. The following elements are noted in consideration of the reconstruction project: The southbound, Hawk’s Ridge private driveway is projected to operate at LOS C for estimated 2031 background traffic conditions during both the weekday, AM and PM peak hours as revealed through the mitigation analyses. The currently committed West Kagy Boulevard reconstruction project is to utilize a design-build contract and is included in the Statewide Transportation Improvement Program (STIP) for 2025 – 2029 with the right-of-way phase noted for Fiscal Year 2025, the incidental construction phase was slated for Fiscal Year 2025, and the construction phase programmed for Fiscal Year 2026. South 19th Avenue & West Kagy Boulevard The overall intersection of South 19th Avenue and West Kagy Boulevard was found to operate at LOS D or better through the year 2031 under both weekday, AM and PM peak hour conditions. Northbound through movements are projected to decline to LOS F during the weekday, AM peak hour with continued traffic growth on both South 19th Avenue and West Kagy Boulevard. There are also substantial volumes for southbound left-turn movements during both the weekday, AM and PM peak hours. The following items for the intersection of South 19th Avenue and West Kagy Boulevard are suggested: Consider installation of southbound dual left-turn lanes at the intersection with the West Kagy Boulevard reconstruction project to improve peak period as well as special event (football games, tournaments, concerts, etc.) traffic operations and accommodate anticipated future traffic growth in the area. Safety enhancement may also be achieved with provisions for positively offset opposing left-turn lanes to allow for improved sight distance for drivers. 48 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Consideration for installation of southbound dual left-turn lanes at the intersection of South 19th Avenue and West Kagy Boulevard is based on existing conditions as well as with continued growth of non-site generated traffic through the year 2031. It is not directly related to traffic impacts resulting from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project, which only represents an estimated 1.0% of forecast 2031 total traffic volumes at the intersection. South 19th Avenue & West Lincoln Street Traffic growth on South 19th Avenue as well as West Lincoln Street is projected to result in westbound right-turn movements operating at LOS F during the weekday, PM peak hour based on estimated 2031 background traffic conditions. Items for consideration include: Evaluation of mitigation to address substandard operations for the westbound, West Lincoln Street approach has not been evaluated with this study as traffic growth and mitigation is correlated to growth on the Montana State University campus and suggested to be evaluated with future campus development. Potential future mitigation for consideration may include the addition of an acceleration lane on South 19th Avenue north of the approach to allow for more free-flowing movement of right-turn vehicular traffic but would also need to be weighed against safety impacts to pedestrians and bicyclists with those modifications. Full Utilization Scenario – Estimated 2031 Total Traffic Volumes The addition of traffic generated from the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project is not expected to significantly impact traffic operations at study area intersections except for the southbound approach at the intersection of West Kagy Boulevard and the Hawk’s Ridge private driveway. Traffic operations were found to decline to LOS F during both the weekday, AM and PM peak hours on that approach with traffic contributions from the proposed development under the existing intersection geometry. The southbound, Hawk’s Ridge private driveway approach is projected to operate at LOS D or better with completion of the West Kagy Boulevard reconstruction project based on the analyses of estimated 2031 total traffic volumes. The approach may experience longer average vehicle delays with continued traffic growth on West Kagy Boulevard beyond the year 2031; however, no additional measures are recommended at this time to address traffic operations through the year 2045 as evaluated with this study. Proposed Site Accesses Eastern Site Access to the Hawk’s Ridge Private Driveway Stop control is recommended for the proposed eastbound site access approach. Design must provide adequate intersection sight distance in accordance with City of Bozeman and AASHTO standards. Accommodation for emergency and solid waste vehicles must be considered. 49 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Western Site Access to South 19th Avenue A Modification of Property Access Standards Request must be approved by the City of Bozeman. o City of Bozeman standards require a minimum separation of 315 feet for partial access to a principal arterial. The access is roughly 296 feet from Remington Way as measured between the curb faces. o The proposed access is approximately 345 feet from West Kagy Boulevard as measured between the curb faces (approximately 336 feet to the north right-of-way line for West Kagy Boulevard). o Drive accesses for multiple tenant commercial buildings or complexes / centers must be set back a minimum of 20 feet from the adjacent property line unless such drive access is approved as a shared access per City of Bozeman standards. The currently proposed access location is about three feet from the north property line. o The South 19th Avenue access is aligned with an existing utility easement and would be restricted to right-in, right-out vehicular movements only due to the presence of a raised median on South 19th Avenue dividing the opposing northbound and southbound movements. Stop control is recommended for the proposed westbound site access approach. Design must provide adequate intersection sight distance in accordance with City of Bozeman, Gallatin County, MDT, and AASHTO standards. Accommodation for emergency and solid waste vehicles must be considered. Alternative Modes of Transportation The currently proposed site plan for the RW-Bozeman 1825 West Kagy Boulevard Apartments project includes installation of new boulevard sidewalk adjacent to the property along the north side of West Kagy Boulevard. The West Kagy Boulevard reconstruction project, if completed ahead of or concurrently with the site development, would install a shared-use asphalt pathway in lieu of boulevard sidewalk. Sidewalk improvements within the site will provide connectivity to the new sidewalk or pathway, within the site, and to the existing sidewalk along the east side of South 19th Avenue. Short- and long-term bike storage is also provided. No specific transit-oriented improvements are included with the proposed development. Improvements & Traffic Control Guidance Included recommendations for the proposed RW-Bozeman 1825 West Kagy Boulevard Apartments project should be installed according to applicable standards or requirements of the City of Bozeman, the most current editions of the Montana Public Works Standard Specifications, MDT, and the Manual on Uniform Traffic Control Devices. 50 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 References 1. American Association of State Highway and Transportation Officials. (2018). A Policy on Geometric Design of Highways and Streets, 2018 7th Edition – 2nd Printing. Washington, DC. 2. American Association of State Highway and Transportation Officials. (2014). Highway Safety Manual, First Edition, with 2014 Supplement. Washington, DC. 3. City of Bozeman. (2025). Unified Development Code. Bozeman, MT. 4. Institute of Transportation Engineers. (2005). Transportation Impact Analyses for Site Development: An ITE Proposed Recommended Practice. Washington, DC. 5. Institute of Transportation Engineers. (September 2017). Trip Generation Handbook, 3rd Edition. Washington, DC. 6. Institute of Transportation Engineers. (August 2025). Trip Generation Manual, 12th Edition. Washington, DC. 7. Marvin & Associates. (July 2023). Traffic Impact Study for South University District Phase 3 – Block 1. Bozeman, MT: City of Bozeman. 8. Marvin & Associates. (September 2022). Traffic Impact Study for South University District Phase 3 – Block 3. Bozeman, MT: City of Bozeman. 9. Montana Department of Transportation. (2020 – 2024). Public Crash Information. https://mdt.maps.arcgis.com/apps/webappviewer/index.html?id=237b766a07074259ad7a6eec66d699b7. 10. Montana Department of Transportation. (2025). Statewide Transportation Improvement Program (STIP) | 2025 – 2029. Helena, MT. 11. Montana Department of Transportation. (2026). Traffic Count Database System. https://mdt.public.ms2soft.com/tcds/tsearch.asp?mod=tcds. 12. Montana Department of Transportation. (August 2009). Traffic Engineering Manual. Helena, MT. 13. Montana State University Data & Analytics. (March 2026). Fall Headcount Enrollment History: 1893 – Present. https://www.montana.edu/data/students/enrollment/headhist.html 14. Montana State University Facilities Services. (December 2008). Long Range Campus Development Plan. Bozeman, MT. 15. Sanderson Stewart. (March 2023). Aaker, Phase 1 Traffic Impact Study. Bozeman, MT: City of Bozeman. 16. Sanderson Stewart. (March 2024). South Range Crossing II Development Traffic Impact Study. Bozeman, MT: City of Bozeman. 17. Transportation Research Board. (2022). Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis. Washington, DC: The National Academies of Sciences · Engineering · Medicine. 18. Transportation Research Board. (2010). National Cooperative Highway Research Program (NCHRP) Report 659: Guide for the Geometric Design of Driveways. (2010). Washington, DC: The National Academies of Sciences · Engineering · Medicine. 19. United States Department of Justice – Civil Rights Division. (September 15, 2010). 2010 ADA Standards for Accessible Design. Washington, DC. 20. 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 | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Unsignalized Intersection Level of Service The method presented in the Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (HCM) published by the Transportation Research Board (TRB) for evaluating unsignalized, stop-controlled intersections is based on the average total delay for each impeded movement. As used here, total delay is defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. This time includes the time required for the vehicle to travel from the last-in-queue to the first-in-queue position. The average total delay for any minor movement is a function of the service rate or capacity of the approach and the degree of saturation. The resulting delay is used to determine the level of service as shown in Table A-1 below. Table A-1: Level of Service Criteria for Stop-Controlled Intersections Average Control Delay Level of Service (LOS) Characteristics ≤ 10 seconds A Little or no delay 10.0 – 15.0 seconds B Short traffic delay 15.0 – 25.0 seconds C Average traffic delay 25.0 – 35.0 seconds D Long traffic delays 35.0 – 50.0 seconds E Very long traffic delays > 50.0 seconds F When the demand exceeds the capacity of the lane, extreme delays will be encountered, and queuing may cause severe congestion to the intersection. Source: Highway Capacity Manual, 7th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2022) Figure A-1: Control Delay and Flow Rate Source: Highway Capacity Manual 2000, Page 17-24 (Transportation Research Board, 2000) A-2 | Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 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 A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance | A-3 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 City of Bozeman Level of Service Standards The City of Bozeman Unified Development Code (UDC) provides level of service standards for arterial and collector street intersection operations as well as local street volumes. Those standards and included exceptions are outlined in Section 38.400.060.B.3 of the UDC and are included below. Level of Service Standards All intersections of arterial and collector streets and intersections with arterial and collector streets must operate at a minimum, intersection level of service of "D". Level of service (LOS) values must be determined using the methods defined by the most recent edition of the Highway Capacity Manual. Unless specifically exempted by this section, the review authority may only approve a development if the LOS standards are met or mitigated, within the study area, defined in Section 38.710.050.A.11.g of the UDC, in the design year. The design year is the projected year of full build out or 5 years from the date of application whichever is greater. Exception 1 If an intersection required to be studied by Section 38.710.050.A.11.g of the UDC does not meet LOS "D" and the intersection has been fully constructed to its maximum lane, turning movement capacity, and intersection control as defined in the latest transportation master plan, then an LOS of less than "D" is acceptable. Exception 2 If an intersection required to be studied by Section 38.710.050.A.11.g of the UDC does not meet LOS "D" and the intersection does not warrant mitigation as determined by the Director of Transportation and Engineering, then LOS of less than “D” is acceptable. Exception 3 The review authority may grant a waiver for an LOS of less than "D" at a specific intersection if the review authority determines: Granting a waiver for the intersection would not be contrary to public health and safety and is in the public interest; or Improvements to the intersection to raise the overall level of service to a "D" or better are currently scheduled for commencement of construction within five years as shown on the most recently adopted Transportation Capital Improvement Plan. A waiver granted under this subsection is valid for the initial entitlement period of the project and applies only to the real property for which the waiver is granted. A request for the extension of the initial development approval relying upon an intersection level of service waiver is a material modification to the application. Local Street Volumes Local streets are not intended to carry more than 1,000 vehicles per day. Unless specifically exempted by this section, the review authority may only approve a development if the projected volumes on local streets within the study area, defined in Section 38.710.050.A.11.g of the UDC, are below 1,000 vehicles per day in the design year or projected volumes above 1,000 vehicles per day in the design year are mitigated by off-site traffic calming. The design year is the projected year of full build out or 5 years from the date of application whichever is greater. A-4 | Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 Exception 1 If existing mitigation measures are already in place. Exception 2 The review authority may grant a waiver for projected local street volumes greater than 1,000 vehicles per day if the review authority determines that granting a waiver for the intersection would not be contrary to public health and safety and is in the public interest. Mitigation Measures Mitigation measures should target controlling motor vehicle speed and volume on the local street using traffic calming treatments identified in the Federal Highway Administration’s Traffic Calming ePrimer. Granting of Waiver A waiver granted under this subsection is valid for the initial entitlement period of the project and applies only to the real property for which the waiver is granted. A request for the extension of the initial development approval relying upon an intersection level of service waiver is a material modification to the application. If the review authority does not grant a waiver from the level of service standard under this subsection, a subdivider or other site developer may request a variance from the requirements of this section. If a variance is granted from the requirements of this section, the variance applies only to the specific development proposal for which it was granted and must not be considered evidence for any other development proposal. Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance | A-5 Traffic Impact Study | RW-Bozeman 1825 West Kagy Boulevard Apartments March 2026 City of Bozeman Access Spacing Standards To assist in promoting the long-term safe and efficient operation of its transportation network, the City of Bozeman has adopted specific access spacing standards for intersections and driveways. The adopted standards are provided in Table A-3 below. Table A-3: City of Bozeman Access Spacing Standards Access Type Average Spacing in All Districts Access Located on Principal Arterial Streets Access Located on Minor Arterial or Collector Streets Access Located on Local Streets Partial Acess1 315’ 150’ 40’ Full Access2 660’ 330’ 40’ Minimum Separation 315’ 150’ 40’ 1Partial access excludes left turns onto the major street. 2Full access allows all turn movements, in and out. Additional requirements: 1. Drive accesses for all multiple tenant commercial buildings or complexes / centers, or industrial drive accesses must be set back a minimum of 20 feet from the adjacent property line unless such drive access is approved as a shared drive access. 2. Drive accesses to drive-in theaters, stadiums, racetracks, funeral homes or uses generating very heavy periodic traffic conflicts must be located not closer than 200 feet to any pedestrian or vehicular entrance or exit to a school, college, university, church, hospital, public emergency shelter or other place of public assembly. 3. Notwithstanding any other provisions of Section 38.400.090, drive accesses may not be located closer than five feet to any side property line, unless shared access, as defined in 38.800.200, with the adjoining property is approved. This standard does not apply to the shared side property line of townhouses units with adjacent garages using attached drive aisles. 4. All drive accesses may be approved by the review authority for width and location. Appendix B Traffic Count Data Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.008 1.000 1.000 1.000 1.008 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 72 0 0 07244 1 0 0 0450 001 0 0 0 011187:15 AM 1 104 0 0 010554 0 0 0 0540 001 2 0 0 031627:30 AM 2 149 0 0 015173 0 0 0 0730 003 5 0 0 082327:45 AM 3 213 0 0 0216104 1 0 0 01050 102 3 0 0 05326 8388:00 AM 1 160 0 0 0161101 0 0 0 01010 101 2 0 0 03265 9858:15 AM 3 171 0 0 0174107 1 0 0 01081 001 4 0 0 05287 1,1108:30 AM 3 179 0 0 0182100 1 0 0 01010 003 6 0 0 09292 1,1708:45 AM 1 197 0 0 019896 2 0 0 0980 003 5 0 0 08304 1,148TOTALS 14 1,245 0 0 0 1,259 679 6 0 0 0 685 1 2 0 15 27 0 0 0 42 1,986SEASONAL/DAILY ADJ.FACTOR1.000 1.008 1.000 1.000 1.000 1.008 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 3 213 0 0 0216104 1 0 0 01050 102 3 0 0 053268:00 AM 1 160 0 0 0161101 0 0 0 01010 101 2 0 0 032658:15 AM 3 171 0 0 0174107 1 0 0 01081 001 4 0 0 052878:30 AM 3 179 0 0 0182100 1 0 0 01010 003 6 0 0 09292TOTALS 10 723 0 0 0 733 412 3 0 0 0 415 1 2 0 7 15 0 0 0 22 1,170PEAK HOURFACTOR0.83 0.85 0.00 0.00 0.00 0.85 0.96 0.75 0.00 0.00 0.00 0.96 0.25 0.50 0.00 0.58 0.63 0.00 0.00 0.00 0.61 0.90% HEAVYVEHICLES0.00%1.37%0.00%1.35%3.09%0.00%0.00%3.07%0.00%0.00%0.00%0.00%0.00%1.91%% BUSES& RVs0.00%0.32%0.00%0.32%1.91%0.00%0.00%1.90%0.00%0.00%0.00%0.00%0.00%0.86%15700103723412000012Total Vehicles | Weekday, AM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingHAWK'S RIDGE PRIVATE DRIVEWAYEastbound (From the West) Westbound (From the East) South Side of West Kagy Boulevard Southbound (From the North)WEST KAGY BOULEVARD WEST KAGY BOULEVARDWEEKDAY, AM PEAK PERIODWEST KAGY BOULEVARD WEST KAGY BOULEVARD HAWK'S RIDGE PRIVATE DRIVEWAYEastbound (From the West) Westbound (From the East) South Side of West Kagy Boulevard Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryWest Kagy Boulevard & Hawk's Ridge Private DrivewayBozeman, Gallatin County, MontanaWeekday, AM & PM Peaks (7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.)Latitude: 45°39'35.96" N | Longitude: 111°03'35.42" WFebruary 25 & 26, 2026Video Traffic Recorder | Unit E5-08(Average of Wednesday & Thursday) Int-01_W-Kagy-Blvd+Hawks-Ridge_202602_25+26 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 1 of 2 | 3/5/2026 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:WEEKDAY, AM PEAK PERIODIntersection Turning Movement Count SummaryWest Kagy Boulevard & Hawk's Ridge Private DrivewayBozeman, Gallatin County, MontanaWeekday, AM & PM Peaks (7:00 - 9:00 a.m. & 4:00 - 6:00 p.m.)Latitude: 45°39'35.96" N | Longitude: 111°03'35.42" WFebruary 25 & 26, 2026Video Traffic Recorder | Unit E5-08(Average of Wednesday & Thursday) SEASONAL/DAILY ADJ.FACTOR1.000 1.008 1.000 1.000 1.000 1.008 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 6 130 0 0 0136158 3 0 1 01610 002 4 0 0 063034:15 PM 4 101 0 0 0105169 3 0 0 01720 002 5 0 0 172844:30 PM 2 98 0 0 0100158 3 0 0 01610 001 6 0 0 072684:45 PM 3 122 0 0 0125155 3 0 0 01581 002 4 0 0 06289 1,1445:00 PM 3 138 0 0 1141179 1 0 0 01801 102 3 0 1 05326 1,1675:15 PM 3 139 0 0 0142174 3 0 0 01770 003 2 0 0 15324 1,2075:30 PM 3 116 0 0 0119153 1 0 0 01540 102 4 0 0 16279 1,2185:45 PM 4 113 0 0 0117130 3 0 0 01331 003 4 0 0 07257 1,186TOTALS 28 957 0 0 1 985 1,276 20 0 1 0 1,296 3 2 0 17 32 0 1 3 49 2,330SEASONAL/DAILY ADJ.FACTOR1.000 1.008 1.000 1.000 1.000 1.008 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 TOTALS4:45 PM 3 122 0 0 0125155 3 0 0 01581 002 4 0 0 062895:00 PM 3 138 0 0 1141179 1 0 0 01801 102 3 0 1 053265:15 PM 3 139 0 0 0142174 3 0 0 01770 003 2 0 0 153245:30 PM 3 116 0 0 0119153 1 0 0 01540 102 4 0 0 16279TOTALS 12 515 0 0 1 527 661 8 0 0 0 669 2 2 0 9 13 0 1 2 22 1,218PEAK HOURFACTOR1.00 0.93 0.00 0.00 0.25 0.93 0.92 0.67 0.00 0.00 0.00 0.93 0.50 0.50 0.00 0.75 0.81 0.00 0.25 0.50 0.92 0.93% HEAVYVEHICLES0.00%0.94%0.00%0.91%0.71%0.00%0.00%0.69%0.00%0.00%0.00%0.00%0.00%0.77%% BUSES& RVs0.00%0.42%0.00%0.41%0.31%0.00%0.00%0.31%0.00%0.00%0.00%0.00%0.00%0.34%13912128515661001022Total Vehicles | Weekday, PM Peak Hour Total Pedestrians Crossing Total Bicycles CrossingEastbound (From the West) Westbound (From the East) South Side of West Kagy Boulevard Southbound (From the North)Eastbound (From the West) Westbound (From the East) South Side of West Kagy Boulevard Southbound (From the North)WEEKDAY, PM PEAK PERIODWEST KAGY BOULEVARD WEST KAGY BOULEVARD HAWK'S RIDGE PRIVATE DRIVEWAYWEEKDAY, PM PEAK PERIODWEST KAGY BOULEVARD WEST KAGY BOULEVARD HAWK'S RIDGE PRIVATE DRIVEWAYInt-01_W-Kagy-Blvd+Hawks-Ridge_202602_25+26 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 | 3/5/2026 Date Count Performed: Count Time Periods:Data Collection Method: Setup Location:SEASONAL/DAILY ADJ.FACTOR1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 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 5 3 0 1 01117 2 27 0 0 0460 57 30 0 0 08739 42 3 0 0 0842287:15 AM 6 4 1 0 0 01117 2 35 0 0 0543 97 38 0 0 013862 56 2 0 0 01203237:30 AM 12 10 3 0 1 02532 4 42 0 0 0785 144 51 0 0 020088 69 2 0 0 01594627:45 AM 11 7 5 0 0 02334 3 65 0 1 01029 220 88 0 0 1317116 114 10 0 0 0240682 1,6958:00 AM 15 7 3 0 0 22530 6 73 0 2 01096 181 56 0 0 1243100 135 6 0 0 0241618 2,0858:15 AM 17 7 5 0 0 02931 7 66 0 1 110410 186 54 0 0 0250106 134 5 1 0 0246629 2,3918:30 AM 19 13 4 0 0 03632 5 72 0 0 01093 147 70 0 0 0220103 84 7 0 0 0194559 2,4888:45 AM 17 11 2 0 0 03033 3 64 0 0 11005 168 66 0 0 0239118 112 7 0 0 0237606 2,412TOTALS 100 64 26 0 2 2 190 226 32 444 0 4 2 702 41 1,200 453 0 0 2 1,694732 746 42 1 0 0 1,521 4,107SEASONAL/DAILY ADJ.FACTOR1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 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 11 7 5 0 0 02334 3 65 0 1 01029 220 88 0 0 1317116 114 10 0 0 02406828:00 AM 15 7 3 0 0 22530 6 73 0 2 01096 181 56 0 0 1243100 135 6 0 0 02416188:15 AM 17 7 5 0 0 02931 7 66 0 1 110410 186 54 0 0 0250106 134 5 1 0 02466298:30 AM 19 13 4 0 0 03632 5 72 0 0 01093 147 70 0 0 0220103 84 7 0 0 0194559TOTALS 62 34 17 0 0 2 113 127 21 276 0 4 1 424 28 734 268 0 0 2 1,030 425467 28 1 0 0 921 2,488PEAK HOURFACTOR0.82 0.65 0.85 0.00 0.00 0.25 0.78 0.93 0.75 0.95 0.00 0.50 0.25 0.97 0.70 0.83 0.76 0.00 0.00 0.50 0.81 0.92 0.86 0.70 0.25 0.00 0.00 0.94 0.91% HEAVYVEHICLES4.00%0.00%7.69%0.00%3.16%0.88%6.25%4.05%0.00%3.13%0.00%2.25%0.88%0.00%1.83%1.91%4.69%0.00%0.00%3.22%2.63%% BUSES& RVs3.00%0.00%3.85%0.00%2.11%0.00%3.13%2.48%0.00%1.71%0.00%0.92%0.00%0.00%0.65%0.41%1.21%0.00%0.00%0.79%0.95%28467425006227634210421171272873426802Total 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 KAGY BOULEVARD WEST KAGY BOULEVARDWeekday, AM Peak PeriodWEST KAGY BOULEVARD WEST KAGY BOULEVARD 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 SummaryJackrabbit Lane (MT 85) & Frank RoadBelgrade, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°39'36.50" N | Longitude: 111°03'49.82" WFebruary 25 & 26, 2026Video Traffic Recorder | Unit E5-07(Average of Wednesday & Thursday) Int-02_S-19th-Ave+W-Kagy-Blvd_202602_25+26 619 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 SummaryJackrabbit Lane (MT 85) & Frank RoadBelgrade, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°39'36.50" N | Longitude: 111°03'49.82" WFebruary 25 & 26, 2026Video Traffic Recorder | Unit E5-07(Average of Wednesday & Thursday) SEASONAL/DAILY ADJ.FACTOR1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 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 54 6 10 0 0 07045 10 106 0 1 01615 137 38 1 0 018193 173 4 0 0 02706824:15 PM 9 4 7 0 0 02054 10 106 0 0 01703 137 42 0 0 018257 148 6 0 0 02115834:30 PM 13 6 7 0 1 12653 7 108 0 1 01682 140 36 0 0 017857 158 3 0 0 02185904:45 PM 11 9 9 0 1 02945 5 109 0 0 11591 133 44 0 1 017871 142 6 0 0 0219585 2,4405:00 PM 20 7 12 0 0 03966 9 109 0 0 01842 154 48 0 0 020486 188 3 0 0 0277704 2,4625:15 PM 14 6 4 0 1 02452 7 117 0 0 11763 136 48 0 0 018786 184 2 0 1 0272659 2,5385:30 PM 15 7 6 0 0 02850 7 102 0 1 01593 138 39 0 0 018076 190 4 0 0 1270637 2,5855:45 PM 7 8 3 0 1 01849 5 82 0 2 11362 148 38 0 1 018869 196 3 0 0 0268610 2,610TOTALS 143 53 58 0 4 1 254 414 60 839 0 5 3 1,313 21 1,123 333 1 2 0 1,478 595 1,379 31 0 1 1 2,005 5,050SEASONAL/DAILY ADJ.FACTOR1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 1.000 1.000 1.000 1.008 1.008 1.008 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 20 7 12 0 0 03966 9 109 0 0 01842 154 48 0 0 020486 188 3 0 0 02777045:15 PM 14 6 4 0 1 02452 7 117 0 0 11763 136 48 0 0 018786 184 2 0 1 02726595:30 PM 15 7 6 0 0 02850 7 102 0 1 01593 138 39 0 0 018076 190 4 0 0 12706375:45 PM 7 8 3 0 1 01849 5 82 0 2 11362 148 38 0 1 018869 196 3 0 0 0268610TOTALS 56 28 25 0 2 0 109 217 28 410 0 3 2 655 10 576 173 0 1 0 759 317 758 12 0 1 1 1,087 2,610PEAK HOURFACTOR0.70 0.88 0.52 0.00 0.50 0.00 0.70 0.82 0.78 0.88 0.00 0.38 0.50 0.89 0.83 0.94 0.90 0.00 0.25 0.00 0.93 0.92 0.97 0.75 0.00 0.25 0.25 0.98 0.93% HEAVYVEHICLES25.17%0.00%3.45%0.00%14.96%0.97%3.33%0.72%0.00%0.91%0.00%1.16%0.30%0.00%0.95%1.18%0.65%0.00%0.00%0.80%1.58%% BUSES& RVs12.59%0.00%1.72%0.00%7.48%0.00%1.67%0.36%0.00%0.30%0.00%0.45%0.00%0.00%0.34%0.67%0.15%0.00%0.00%0.30%0.67%12758317115641028282302252171057617310Total 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 KAGY BOULEVARD WEST KAGY BOULEVARD SOUTH 19TH AVENUE SOUTH 19TH AVENUEWeekday, PM Peak PeriodWEST KAGY BOULEVARD WEST KAGY BOULEVARD SOUTH 19TH AVENUE SOUTH 19TH AVENUEInt-02_S-19th-Ave+W-Kagy-Blvd_202602_25+26 619 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.FACTOR1.009 1.000 1.000 1.009 1.000 1.000 1.009 1.008 1.009 1.000 1.000 1.000 1.009 1.008 1.007 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMERIGHT PEDS BIKESVEHICLETOTALSRIGHT PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME7:00 AM 0 1 1011 1 0110 87 5 0 1 19233 91 2 0 0 01262297:15 AM 0 0 1012 0 0121 130 8 0 1 113959 126 1 0 0 01863377:30 AM 1 3 1118 1 0182 196 16 0 3 221495 174 4 0 0 02735067:45 AM 0 2 3018 1 1181 275 10 0 2 328695 245 2 0 0 0342646 1,7188:00 AM 1 2 2124 2 0245 287 6 0 2 129835 262 4 0 0 0301624 2,1138:15 AM 2 1 0214 1 0143 270 7 0 1 028042 262 1 0 0 0305601 2,3778:30 AM 2 3 1223 2 1231 242 8 0 4 125176 214 4 0 0 0294570 2,4418:45 AM 0 3 2027 2 0271 238 12 0 3 325192 239 4 0 0 0335613 2,408TOTALS 6 15 11 6 147 10 2 147 14 1,725 72 0 17 12 1,811 527 1,613 22 00 0 2,162 4,126SEASONAL/DAILY ADJ.FACTOR1.009 1.000 1.000 1.009 1.000 1.000 1.009 1.008 1.009 1.000 1.000 1.000 1.009 1.008 1.007 1.000 1.000 1.000INTERSECTIONSTART TIMERIGHT PEDS BIKESVEHICLETOTALSRIGHT PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 0 2 3018 1 1181 275 10 0 2 328695 245 2 0 0 03426468:00 AM 1 2 2124 2 0245 287 6 0 2 129835 262 4 0 0 03016248:15 AM 2 1 0214 1 0143 270 7 0 1 028042 262 1 0 0 03056018:30 AM 2 3 1223 2 1231 242 8 0 4 125176 214 4 0 0 0294570TOTALS 5 8 6 5 79 6 2 79 10 1,074 31 0 9 5 1,115 248 983 11 0 0 0 1,242 2,441PEAK HOURFACTOR0.63 0.67 0.50 0.63 0.82 0.75 0.50 0.82 0.50 0.94 0.78 0.00 0.56 0.42 0.94 0.65 0.94 0.69 0.00 0.00 0.00 0.91 0.94% HEAVYVEHICLES16.67%16.67%10.88%10.88%7.14%2.38%4.17%0.00%2.48%1.52%3.04%4.55%0.00%2.68%2.91%% BUSES& RVs0.00%0.00%2.72%2.72%0.00%1.28%2.78%0.00%1.33%0.76%0.74%0.00%0.00%0.74%1.07%11983248007986625101,0743195Intersection Turning Movement Count SummarySouth 19th Avenue & West Lincoln StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°39'51.16" N | Longitude: 111°03'45.72" WFebruary 25 & 26, 2026Video Traffic Recorder | Unit E5-06(Average of Wednesday & Thursday) Eastbound (From the West) Westbound (From the East) Northbound (From the South) Southbound (From the North)Weekday, AM Peak Period SummaryWeekday, AM Peak PeriodWEST LINCOLN STREET WEST LINCOLN STREET 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)WEST LINCOLN STREET WEST LINCOLN STREETTotal Vehicles | Weekday, AM Peak Period Peak HourTotal Pedestrians Crossing Total Bicycles CrossingInt-03_S-19th-Ave+W-Lincoln-St_202602_25+26 619 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 SummarySouth 19th Avenue & West Lincoln StreetBozeman, Gallatin County, MontanaWeekday, AM (7:00 - 9:00 a.m.) & PM (4:00 - 6:00 p.m.) Peak PeriodsLatitude: 45°39'51.16" N | Longitude: 111°03'45.72" WFebruary 25 & 26, 2026Video Traffic Recorder | Unit E5-06(Average of Wednesday & Thursday) Weekday, AM Peak PeriodSEASONAL/DAILY ADJ.FACTOR1.009 1.000 1.000 1.009 1.000 1.000 1.009 1.008 1.009 1.000 1.000 1.000 1.009 1.008 1.007 1.000 1.000 1.000INTERSECTION HOURLYSTART TIMERIGHT PEDS BIKESVEHICLETOTALSRIGHT PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS VOLUME4:00 PM 4 1 2474 1 0741 263 6 0 1 227043 277 2 0 0 03226704:15 PM 2 3 1293 2 0931 248 9 1 4 125939 229 1 0 0 02696234:30 PM 5 2 1572 0 0721 257 8 0 2 026642 223 2 0 0 02676104:45 PM 4 3 1464 1 0640 260 7 0 3 126745 236 1 0 0 0282617 2,5205:00 PM 6 0 2686 2 0860 279 12 0 3 229148 293 1 0 0 0342725 2,5755:15 PM 1 3 1175 2 1751 262 9 1 3 127354 289 0 0 0 0343692 2,6445:30 PM 3 1 1367 1 1671 255 10 0 1 026655 276 1 0 0 0332668 2,7025:45 PM 2 4 1254 2 1541 237 9 0 4 124761 279 1 0 0 0341644 2,729TOTALS 27 17 10 27 585 11 3 585 6 2,061 70 2 21 8 2,139 387 2,102 9 0 00 2,498 5,249SEASONAL/DAILY ADJ.FACTOR1.009 1.000 1.000 1.009 1.000 1.000 1.009 1.008 1.009 1.000 1.000 1.000 1.009 1.008 1.007 1.000 1.000 1.000INTERSECTIONSTART TIMERIGHT PEDS BIKESVEHICLETOTALSRIGHT PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 6 0 2686 2 0860 279 12 0 3 229148 293 1 0 0 03427255:15 PM 1 3 1175 2 1751 262 9 1 3 127354 289 0 0 0 03436925:30 PM 3 1 1367 1 1671 255 10 0 1 026655 276 1 0 0 03326685:45 PM 2 4 1254 2 1541 237 9 0 4 124761 279 1 0 0 0341644TOTALS 12 8 5 12 282 7 3 282 3 1,033 40 1 11 4 1,077 218 1,137 3 0 0 0 1,358 2,729PEAK HOURFACTOR0.50 0.50 0.63 0.50 0.82 0.88 0.75 0.82 0.75 0.93 0.83 0.25 0.69 0.50 0.93 0.89 0.97 0.75 0.00 0.00 0.00 0.99 0.94% HEAVYVEHICLES3.70%3.70%1.71%1.71%0.00%1.02%1.43%0.00%1.03%1.55%0.76%11.11%0.00%0.92%1.07%% BUSES& RVs0.00%0.00%0.17%0.17%0.00%0.34%1.43%0.00%0.37%0.78%0.29%0.00%0.00%0.36%0.34%31,1372180028287531231,03340114WEST LINCOLN STREET SOUTH 19TH AVENUE SOUTH 19TH AVENUEWeekday, PM Peak PeriodWEST LINCOLN STREET WEST LINCOLN STREET 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 SummaryWEST LINCOLN STREETInt-03_S-19th-Ave+W-Lincoln-St_202602_25+26 619 Milestone Drive ● Belgrade, Montana 59714-7245 ● E5EngineeringPLLC@gmail.com ● (406) 209-3960Page 2 of 2 Appendix C Trip Generation Analyses ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Affordable Housing | Income Limits 223 160 DU Total Estimated Vehicle Trip Ends 385 385 770 17 41 58 44 30 74 Total Estimated Walk or Bike Trip Ends 16 21 37 26 12 38 Total Residential = 160 DU Total Estimated Vehicle Trip Ends = 385 385 770 17 41 58 44 30 74 Total Estimated Walk or Bike Trip Ends = 16 21 37 26 12 38 1Units: DU = Dwelling Units ITE Land Use Code 223: Affordable Housing - (Land Use Subcategory: Income Limits) | Setting/Location = General Urban/Suburban | Not Close to Rail Transit 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. 29% Entering 71% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 59% Entering 41% Exiting Estimated Walk or Bike Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. Adapted from ITE Land Use Codes No. 221 - Multifamily Housing (Mid-Rise) & No. 226 - Off-Campus Student Apartment (Mid-Rise) 43% Entering 57% Exiting Estimated Walk or Bike Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. Adapted from ITE Land Use Codes No. 221 - Multifamily Housing (Mid-Rise) & No. 226 -Off-Campus Student Apartment (Mid-Rise) 69% Entering 31% Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 11th Edition (2021). Estimated Trip Generation Summary RW-Bozeman 1825 West Kagy Boulevard Development Estimated Trip Ends Analysis Equation Directional Distribution R2 Value Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends WB = 0.23X WB= Estimated Walk or Bike Trip Ends X = Dwelling Units N/A Average Rate Utilized WB = 0.24X WB = Estimated Walk or Bike Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 4.81(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.36(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.46(X) T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated-Trip-Gen_RW-Bozeman_1825-W-Kagy-Blvd Page 1 of 1 Appendix D Crash Experience Analyses Highway Safety Software Urban Intersection Report Project Information Analyst T. Eastwood Date 3/10/2025 Jurisdiction City of Bozeman / MDT Analysis Year 2026 Project Description 1825 W Kagy TIS | Existing Conditions Input Data Intersection Type Three-leg, Minor-Stop (3ST)Method Type General AADTmaj (veh/day)12110 AADTmin (veh/day)410 Approaches with Left-Turn Lanes 0 Approaches with Right-Turn Lanes 0 Calibration Factor 1.00 Lighting No Crash Modification Factors Left-Turn Lanes - CMF1 1.000 Lighting - CMF5 1.000 Right-Turn Lanes - CMF3 1.000 Combined CMF 1.000 Predicted Intersection Crashes Crash Severity Nspf,int by Severity Predicted Crash Rate (crashes/year) Predicted Crash Rate (crashes/million entering veh) Fatal and Injury (FI)0.307 0.335 0.073 Property Damage Only (PDO)0.432 0.432 0.095 Total 0.740 0.767 0.168 Expected Roadway Section Crashes Crash Severity Average Observed Crashes (crashes/year) Weight Expected Crash Rate (crashes/year) Expected Crash Rate (crashes/million entering veh) Fatal and Injury (FI)--0.225 0.049 Property Damage Only (PDO)--0.290 0.063 Total 0.000 -0.515 0.113 Copyright © 2026 University of Florida. All Rights Reserved.HSS™Version 2026 Generated: 03/14/2026 12:52:24 Int-01_W-Kagy-Blvd+Hawks-Ridge_2026-Ex.xhz Highway Safety Software Urban Intersection Report Project Information Analyst T. Eastwood Date 3/10/2026 Jurisdiction City of Bozeman / MDT Analysis Year 2026 Project Description 1825 W Kagy TIS | Existing Conditions Input Data Intersection Type Four-leg, Signal (4SG)Method Type General AADTmaj (veh/day)21330 AADTmin (veh/day)12110 Intersection Red Light Cameras No Lighting Yes Approaches with Left-Turn Lanes 4 Approaches with Right-Turn Lanes 1 Types of Left-Turn Phasing ProtectedPermissive | ProtectedPermissive | Permissive | Permissive # Alcohol Sales Establishments (<1000 ft) 0 # Bus Stops (<1000 ft)0 School within 1000 ft?No Max Lanes Crossed by Pedestrian 6 Pedestrian Volume, ped/day 70 Calibration Factor 1.00 Crash Modification Factors Left-Turn Lanes - CMF1 0.660 Red Light Running Cameras - CMF6 1.000 Left Turn Phases - CMF2 0.980 Bus Stops - CMF1p 1.000 Right-Turn Lanes - CMF3 0.960 Schools - CMF2p 1.000 Right-Turn on Red - CMF4 1.000 Alcohol Sales - CMF3p 1.000 Lighting - CMF5 0.911 Combined CMF (Vehicle)0.566 Combined CMF (Pedestrian)1.000 Predicted Intersection Crashes Crash Severity Nspf,int by Severity Predicted Crash Rate (crashes/year) Predicted Crash Rate (crashes/million entering veh) Fatal and Injury (FI)2.175 1.322 0.108 Property Damage Only (PDO)4.518 2.555 0.209 Total 6.693 3.877 0.318 Expected Roadway Section Crashes Crash Severity Average Observed Crashes (crashes/year) Weight Expected Crash Rate (crashes/year) Expected Crash Rate (crashes/million entering veh) Fatal and Injury (FI)--1.016 0.083 Property Damage Only (PDO)--1.964 0.161 Total 2.200 -2.980 0.244 Copyright © 2026 University of Florida. All Rights Reserved.HSS™Version 2026 Generated: 03/14/2026 12:59:58 Int-02_S-19th-Ave+W-Kagy-Blvd_2026-Ex.xhz Highway Safety Software Urban Intersection Report Project Information Analyst T. Eastwood Date 3/10/2026 Jurisdiction City of Bozeman / MDT Analysis Year 2026 Project Description 1825 W Kagy TIS | Existing Conditions Input Data Intersection Type Four-leg, Minor-Stop (4ST)Method Type General AADTmaj (veh/day)26005 AADTmin (veh/day)2375 Approaches with Left-Turn Lanes 2 Approaches with Right-Turn Lanes 0 Calibration Factor 1.00 Lighting Yes Crash Modification Factors Left-Turn Lanes - CMF1 0.530 Lighting - CMF5 0.913 Right-Turn Lanes - CMF3 1.000 Combined CMF 0.484 Predicted Intersection Crashes Crash Severity Nspf,int by Severity Predicted Crash Rate (crashes/year) Predicted Crash Rate (crashes/million entering veh) Fatal and Injury (FI)1.717 0.915 0.088 Property Damage Only (PDO)2.608 1.262 0.122 Total 4.325 2.177 0.210 Expected Roadway Section Crashes Crash Severity Average Observed Crashes (crashes/year) Weight Expected Crash Rate (crashes/year) Expected Crash Rate (crashes/million entering veh) Fatal and Injury (FI)--0.594 0.057 Property Damage Only (PDO)--0.820 0.079 Total 0.400 -1.414 0.137 Copyright © 2026 University of Florida. All Rights Reserved.HSS™Version 2026 Generated: 03/14/2026 16:17:26 Int-03_S-19th-Ave+W-Lincoln-St_2026-Ex.xhz Appendix E Average Annual Growth Rate (AAGR) Analyses Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 2002 7,020 - - - - 2003 7,250 3.28% - - - 2004 7,280 0.41% - - - 2005 8,130 11.68% 5.01% - - 2006 8,150 0.25% 3.98% - - 2007 9,670 18.65% 9.93% 6.61% - 2008 9,490 -1.86%5.29% 5.53% - 2009 9,680 2.00% 5.90% 5.86% - 2010 9,110 -5.89% -1.97%2.30% - 2011 9,070 -0.44% -1.50%2.16% - 2012 9,870 8.82% 0.65% 0.41% 3.47% 2013 9,940 0.71% 2.95% 0.93% 3.21% 2014 11,310 13.78% 7.63% 3.16% 4.50% 2015 13,740 21.49% 11.66% 8.57% 5.39% 2016 13,458 -2.05%10.63% 8.21% 5.14% 2017 13,229 -1.70%5.36% 6.03% 3.18% 2018 13,242 0.10%-1.22%5.90% 3.39% 2019 13,321 0.60%-0.34%3.33% 3.24% 2020 10,172 -23.64% -8.39% -5.84%1.11% 2021 10,986 8.00%-6.04% -3.98%1.93% 2022 11,063 0.70%-6.00% -3.51%1.15% 2023 14,923 34.89% 13.63% 2.42% 4.15% 2024 14,983 0.40% 10.90% 2.38% 2.85% 2025 15,103 0.80% 10.93% 8.23% 0.95% 10,841 3.96%3.76%3.09%3.12% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) Traffic Growth Rate Analyses AVERAGES =Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsMDT Count Location 16-3B-023 South 19th Avenue | Between Stucky Road & West Kagy Boulevard Study Area | RW-Bozeman 1825 West Kagy Boulevard Development Area-Roadway-Traffic-Growth-Projections Page 1 of 5 Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 1994 7,610 - - - - 1995 8,990 18.13% - - - 1996 10,340 15.02% - - - 1997 7,860 -23.98%1.08% - - 1998 11,880 51.15% 9.74% - - 1999 12,890 8.50% 7.62% 11.12% - 2000 11,650 -9.62%14.02% 5.32% - 2001 12,560 7.81% 1.87% 3.97% - 2002 12,680 0.96%-0.55%10.04% - 2003 12,410 -2.13%2.13% 0.88% - 2004 11,670 -5.96% -2.42% -1.97%4.37% 2005 13,260 13.62% 1.50% 2.62% 3.96% 2006 13,260 0.00% 2.23% 1.09% 2.52% 2007 17,290 30.39% 14.00% 6.40% 8.20% 2008 15,460 -10.58%5.25% 4.49% 2.67% 2009 15,770 2.01% 5.95% 6.21% 2.04% 2010 16,690 5.83%-1.17%4.71% 3.66% 2011 17,510 4.91% 4.24% 5.72% 3.38% 2012 18,260 4.28% 5.01% 1.10% 3.71% 2013 15,570 -14.73% -2.29%0.14% 2.29% 2014 19,130 22.86% 2.99% 3.94% 5.07% 2015 19,910 4.08% 2.93% 3.59% 4.15% 2016 17,502 -12.09%3.98%-0.01%2.81% 2017 17,237 -1.51% -3.41% -1.15% -0.03% 2018 17,254 0.10%-4.66%2.08% 1.10% 2019 17,358 0.60%-0.28% -1.93%0.96% 2020 16,809 -3.16% -0.83% -3.33%0.07% 2021 18,154 8.00% 1.71% 0.73% 0.36% 2022 18,803 3.57% 2.70% 1.75% 0.29% 2023 18,916 0.60% 4.01% 1.86% 1.97% 2024 18,992 0.40% 1.52% 1.82%-0.07% 2025 23,519 23.84% 7.75% 6.95% 1.68% 15,225 4.61%2.99%2.89%2.51% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) AVERAGES = Traffic Growth Rate Analyses Study Area | RW-Bozeman 1825 West Kagy Boulevard Development Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsMDT Count Location 16-3B-024 South 19th Avenue | Between West Kagy Boulevard & Remington Way Area-Roadway-Traffic-Growth-Projections Page 2 of 5 Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 1994 4,070 - - - - 1995 5,480 34.64% - - - 1996 7,160 30.66% - - - 1997 5,580 -22.07%11.09% - - 1998 8,940 60.22% 17.72% - - 1999 8,010 -10.40%3.81% 14.50% - 2000 7,670 -4.24%11.19% 6.96% - 2001 8,130 6.00%-3.12%2.57% - 2002 9,430 15.99% 5.59% 11.06% - 2003 8,690 -7.85%4.25%-0.57%- 2004 8,150 -6.21%0.08% 0.35% 7.19% 2005 10,950 34.36% 5.11% 7.38% 7.17% 2006 10,970 0.18% 8.08% 6.18% 4.36% 2007 12,390 12.94% 14.98% 5.61% 8.30% 2008 12,450 0.48% 4.37% 7.46% 3.37% 2009 12,700 2.01% 5.00% 9.28% 4.72% 2010 11,280 -11.18% -3.08%0.60% 3.93% 2011 11,240 -0.35% -3.35%0.49% 3.29% 2012 12,180 8.36%-1.38% -0.34%2.59% 2013 11,940 -1.97%1.91%-0.83%3.23% 2014 13,560 13.57% 6.45% 1.32% 5.22% 2015 11,620 -14.31% -1.56%0.60% 0.60% 2016 14,539 25.12% 6.78% 5.28% 2.86% 2017 12,451 -14.36% -2.80%0.44% 0.05% 2018 12,463 0.10% 2.36% 0.86% 0.01% 2019 17,720 42.18% 6.82% 5.50% 3.39% 2020 16,480 -7.00%9.80% 7.24% 3.86% 2021 17,798 8.00% 12.61% 4.13% 4.70% 2022 11,474 -35.53% -13.49% -1.62% -0.60% 2023 11,543 0.60%-11.19% -1.52% -0.34% 2024 11,589 0.40%-13.33% -8.14% -1.56% 2025 13,474 16.27% 5.50%-3.95%1.49% 11,004 5.70%3.11%2.99%3.08% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) AVERAGES = Traffic Growth Rate Analyses Study Area | RW-Bozeman 1825 West Kagy Boulevard Development Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsMDT Count Location 16-3B-082 West Kagy Boulevard | East of South 19th Avenue Area-Roadway-Traffic-Growth-Projections Page 3 of 5 Reported 1-Year 3-Year 5-Year 10-Year Year AADT AAGR AAGR AAGR AAGR 1999 16,770 - - - - 2000 13,840 -17.47%- - - 2001 17,070 23.34% - - - 2002 16,710 -2.11% -0.12%- - 2003 14,660 -12.27%1.94% - - 2004 14,260 -2.73% -5.82% -3.19%- 2005 18,360 28.75% 3.19% 5.82% - 2006 18,360 0.00% 7.79% 1.47% - 2007 20,630 12.36% 13.10% 4.30% - 2008 22,060 6.93% 6.31% 8.52% - 2009 22,500 1.99% 7.01% 9.55% 2.98% 2010 18,350 -18.44% -3.83% -0.01%2.86% 2011 18,280 -0.38% -6.07% -0.09%0.69% 2012 24,720 35.23% 3.19% 3.68% 3.99% 2013 25,300 2.35% 11.30% 2.78% 5.61% 2014 24,140 -4.58%9.71% 1.42% 5.41% 2015 20,200 -16.32% -6.51%1.94% 0.96% 2016 23,409 15.89%-2.56%5.07% 2.46% 2017 21,705 -7.28% -3.48% -2.57%0.51% 2018 21,727 0.10% 2.46%-3.00% -0.15% 2019 25,823 18.85% 3.33% 1.36% 1.39% 2020 24,015 -7.00%3.43% 3.52% 2.73% 2021 25,936 8.00% 6.08% 2.07% 3.56% 2022 26,118 0.70% 0.38% 3.77% 0.55% 2023 26,295 0.68% 3.07% 3.89% 0.39% 2024 26,400 0.40% 0.59% 0.44% 0.90% 2025 26,611 0.80% 0.63% 2.07% 2.79% 21,268 2.61%2.30%2.40%2.21% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT) AVERAGES = Traffic Growth Rate Analyses Study Area | RW-Bozeman 1825 West Kagy Boulevard Development Average Annual Daily Traffic (AADT) &Traffic Growth ProjectionsMDT Count Location 16-3B-110 South 19th Avenue | North of West Lincoln Street Area-Roadway-Traffic-Growth-Projections Page 4 of 5 Reported 1-Year 3-Year 5-Year 10-Year Year Count AAGR AAGR AAGR AAGR 1994 20,670 - - - - 1995 21,274 2.92% - - - 1996 21,745 2.21% - - - 1997 21,693 -0.24%1.62% - - 1998 21,915 1.02% 0.99% - - 1999 22,007 0.42% 0.40% 1.26% - 2000 21,985 -0.10%0.45% 0.66% - 2001 21,964 -0.10%0.07% 0.20% - 2002 22,429 2.12% 0.64% 0.67% - 2003 22,927 2.22% 1.41% 0.91% - 2004 22,711 -0.94%1.12% 0.63% 0.95% 2005 23,092 1.68% 0.98% 0.99% 0.82% 2006 22,856 -1.02% -0.10%0.80% 0.50% 2007 22,463 -1.72% -0.37%0.03% 0.35% 2008 22,707 1.09%-0.56% -0.19%0.36% 2009 23,395 3.03% 0.78% 0.60% 0.61% 2010 25,144 7.48% 3.83% 1.72% 1.35% 2011 26,254 4.41% 4.96% 2.81% 1.80% 2012 27,414 4.42% 5.43% 4.06% 2.03% 2013 28,596 4.31% 4.38% 4.72% 2.23% 2014 28,877 0.98% 3.23% 4.30% 2.43% 2015 29,543 2.31% 2.52% 3.28% 2.49% 2016 31,238 5.74% 2.99% 3.54% 3.17% 2017 31,827 1.89% 3.30% 3.03% 3.55% 2018 32,186 1.13% 2.90% 2.39% 3.55% 2019 31,887 -0.93%0.69% 2.00% 3.15% 2020 30,905 -3.08% -0.98%0.91% 2.08% 2021 31,854 3.07%-0.35%0.39% 1.95% 2022 31,797 -0.18% -0.09% -0.02%1.49% 2023 32,389 1.86% 1.58% 0.13% 1.25% 2024 32,730 1.05% 0.91% 0.52% 1.26% 26,080 1.57%1.53%1.55%1.78% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate Montana State University Student Enrollment and Full-Time Employee Counts obtained from Montana State University Data & Analytics Traffic Growth Rate Analyses Study Area | RW-Bozeman 1825 West Kagy Boulevard Development Average Annual Growth AnalysesMontana State University Bozeman Headcount & Full-Time Employee Counts AVERAGES = Area-Roadway-Traffic-Growth-Projections Page 5 of 5 Appendix F Capacity & Level-of-Service (LOS) Analyses Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Intersection Operations Summaries Appendix F F-1 Traffic Operations Summary Intersection:West Kagy Boulevard & RW-Bozeman 1825 West Kagy Boulevard Development Hawk's Ridge Private Driveway 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 10 723 0 412 3 0 7 15 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 11 806 0 459 3 0 8 17 Ped + Bike Volume, PBV (ped+bike/hr)0 3 Lane Group Lane Group Volume, VLG (veh/hr)25 1,304 Capacity, c (veh/hr)346 3,835 Volume-to-Capacity Ratio, VA/c 0.07 0.34 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 12 937 0 523 3 0 8 17 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 13 1,053 0 588 3 0 9 19 Ped + Bike Volume, PBV (ped+bike/hr)2 9 Lane Group Lane Group Volume, VLG (veh/hr)28 1,685 Capacity, c (veh/hr)186 3,675 Volume-to-Capacity Ratio, VA/c 0.15 0.46 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 21 937 0 524 8 0 23 28 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 24 1,053 0 589 9 0 26 31 Ped + Bike Volume, PBV (ped+bike/hr)16 23 Lane Group Lane Group Volume, VLG (veh/hr)57 1,731 Capacity, c (veh/hr)131 3,609 Volume-to-Capacity Ratio, VA/c 0.44 0.48 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-Righ; LR = Left-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. F A 0.7 0.1 52.3 52.3 2.2A A F 0.44 0.1 0.0 1.9 2.5 0.0 48.1 385 645 240 0.34 0.4 0.0 27.8 27.8 0.7A A D 0.5 0.0 0.0 12.5 385 645 240 2 0.89 LT TR LR C A C 0.0 A Minor A A C A 5.0 240 16.2 25 346 0.07 0.2 57 Major Major Minor 0.890.89 0.89 LT TR LR 1,066 591 28 1,740 1,749 186 0.61 0.34 0.15 0.0 0.0 DA A 0.4 0.0 27.8 1,732 0 0 3 0 LT TR LR 2 0 5 1,076 598 Major Major 2 ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.7 0.1 52.3 0 5 16 1,746 A A F 131 0.62 16.2 0.5 2026 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2031 BACKGROUND TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.90 0.3 0.0 16.2 Traffic Control 0.89 0.89 0.90 0.90 817 1,741 0.47 0.0 0.0 385 0.3 463 1,748 0.26 0.0 0.0 645 D A Major Major Minor HAWK'S RIDGE DRIVEWAY From the North (Southbound) Uncontrolled Uncontrolled Stop Controlled From the West (Eastbound) WEST KAGY BOULEVARD WEST KAGY BOULEVARD From the East (Westbound) South Side of West Kagy Boulevard Traffic Operations Summary Intersection:West Kagy Boulevard & RW-Bozeman 1825 West Kagy Boulevard Development Hawk's Ridge Private Driveway 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 13 506 0 642 8 0 10 13 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 14 556 0 705 9 0 11 14 Ped + Bike Volume, PBV (ped+bike/hr)0 1 Lane Group Lane Group Volume, VLG (veh/hr)25 1,310 Capacity, c (veh/hr)266 3,742 Volume-to-Capacity Ratio, VA/c 0.10 0.35 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 15 675 0 824 9 0 12 15 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 17 750 0 916 10 0 13 17 Ped + Bike Volume, PBV (ped+bike/hr)2 7 Lane Group Lane Group Volume, VLG (veh/hr)30 1,722 Capacity, c (veh/hr)126 3,600 Volume-to-Capacity Ratio, VA/c 0.24 0.48 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 38 675 0 828 22 0 23 23 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 42 750 0 920 24 0 26 26 Ped + Bike Volume, PBV (ped+bike/hr)15 20 Lane Group Lane Group Volume, VLG (veh/hr)51 1,788 Capacity, c (veh/hr)96 3,531 Volume-to-Capacity Ratio, VA/c 0.53 0.51 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-Righ; LR = Left-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. 1.8 0.1 79.0 79.0 3.1A A F 1,744 96 5.1 0.0 60.5 385 645 240 LT TR LR 42.2 1.1A A E A A E 0.7 0.1 42.2 240 0.7 0.1 42.2 0.1 0.0 0.9 LT TR LR F LT TR LR 570 1,729 0.33 0.0 0.0 385 0.4 A 714 1,747 0.41 0.0 0.0 645 A 0.90 0.90 0.90 Major Major Minor A A F 1.8 0.1 ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled 2 1 2 15 79.0 0.47 0.54 0.53 0.2 0.0 2.4 792 944 51 1,691 E A 0.90 0.90 0.90 Major Major Minor 767 926 30 ESTIMATED 2031 BACKGROUND TRAFFIC Traffic Control Uncontrolled Uncontrolled Stop Controlled 2 1 2 2 2.5 0.0 22.5 385 1,727 1,747 126 0.44 0.53 0.24 645 A A C 0.4 0.1 19.9 19.9 0.6 C A 0.1 A 25 266 0.10 0.3 7.5 240 19.9 C 0 1 0 0 0.91 0.91 0.91 Major Major Minor From the West (Eastbound) From the East (Westbound) West Kagy Boulevard From the North (Southbound) 2026 EXISTING CONDITIONS Traffic Control Uncontrolled Uncontrolled Stop Controlled WEEKDAY, PM PEAK HOUR WEST KAGY BOULEVARD WEST KAGY BOULEVARD South Side of HAWK'S RIDGE DRIVEWAY Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development West Kagy Boulevard (Average of Synchro & TEAPAC Analyses) 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 62 34 17 0 128 21 278 0 28 734 270 1 429 467 28 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 68 37 0 0 140 23 260 0 31 805 0 1 470 512 22 Ped + Bike Volume, PBV (ped+bike/hr)7 9 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)37 0 23 260 805 0 592 2,370 Capacity, c (veh/hr)456 356 437 685 1,318 579 2,638 7,455 Volume-to-Capacity Ratio, VA/c 0.08 0.00 0.05 0.38 0.61 0.00 0.22 0.32 HCM 95% Queue Length, Q95 (veh)1.5 0.0 1.0 4.8 15.1 1.4 HCM 95% Queue Length, Q95 (ft)38 1 27 124 385 37 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 30.2 29.9 30.0 21.0 29.4 21.6 Level of Service, LOS C C C C C C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 109 120 44 0 149 66 325 0 47 942 315 1 514 578 52 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 121 133 0 0 166 73 316 0 52 1,047 20 1 571 642 49 Ped + Bike Volume, PBV (ped+bike/hr)19 27 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)133 0 73 316 1,047 20 903 3,192 Capacity, c (veh/hr)442 359 440 841 998 432 2,637 6,989 Volume-to-Capacity Ratio, VA/c 0.30 0.00 0.17 0.38 1.05 0.05 0.34 0.46 HCM 95% Queue Length, Q95 (veh)5.0 0.0 2.8 5.8 26.8 2.1 HCM 95% Queue Length, Q95 (ft)127 1 73 150 685 54 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 33.9 31.7 32.5 14.0 82.1 39.0 Level of Service, LOS C C C B F D Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 110 120 44 0 154 67 331 0 47 943 316 1 522 578 52 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 122 133 0 0 171 74 322 0 52 1,048 21 1 580 642 49 Ped + Bike Volume, PBV (ped+bike/hr)24 32 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)133 0 74 322 1,048 21 918 3,216 Capacity, c (veh/hr)443 361 442 850 981 421 2,651 6,977 Volume-to-Capacity Ratio, VA/c 0.30 0.00 0.17 0.38 1.07 0.05 0.35 0.46 HCM 95% Queue Length, Q95 (veh)5.0 0.0 2.9 5.9 27.2 2.2 HCM 95% Queue Length, Q95 (ft)127 1 74 153 693 55 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 34.0 32.0 32.0 14.0 89.0 41.0 Level of Service, LOS C C C B F D Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; T = Through; R = Right; and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. 1.5 171 52 160 370 370 600 40.0 45.0 29.0 47.0 12.0 691 263 292 314 625 1,985 0.46 0.59 0.17 0.93 0.35 7.0 D D C D B 21.5 10.1 L L L L TR 36.9 25.5 78.8 27.6 0.90 0.90 581 6 2 122 128 173 38 529 263 150 160 370 370 600 40.2 44.2 28.3 46.0 12.4 L L L L TR 121 166 52 572 691 5.0 6.8 1.5 20.8 10.1 10.0 7.5 67 150 33.0 C L 31 437 0.07 0.8 0.91 0.91 0.91 0.91 From the West (Eastbound) WEST KAGY BOULEVARD WEST KAGY BOULEVARD From the East (Westbound) SOUTH 19TH AVENUE From the South (Northbound) Signalized Signalized Signalized Signalized SOUTH 19TH AVENUE From the North (Southbound) WEEKDAY, AM PEAK HOUR ESTIMATED 2031 BACKGROUND TRAFFIC Traffic Control Signalized Signalized Signalized Signalized 32.0 26.2 29.0 17.8 Traffic Control Minor Minor Major 2 5 2 0 6 194 370 600 25.7 10.8 C 0.90 0.90 Major ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Signalized Signalized Signalized Signalized 36.9 25.7 85.3 28.0 Minor Minor Major Major 6 18 2026 EXISTING CONDITIONS 0.21 2.6 6 2 21 370 18.9 B 254131 160 35.3 D L TR 471 534 532 1,951 0.89 0.27 C D C E C 0.90 Minor C 140 387 0.36 5.2 L 68 317 13 264 291 318 618 1,986 B L 0.90 0.90 0.90 Minor Major Major C C B 0.46 0.57 0.16 0.93 0.35 27.0 C 23.9 28.4 45.7 C D 5.0 C DD C F C 28.6 48.0D D C D B 130 178 39 546 263 150 Int-02-Ops-Summary_S-19th-Ave+W-Kagy-Blvd Page 1 of 2 Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development West Kagy Boulevard (Average of Synchro & TEAPAC Analyses) 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 56 28 25 0 217 28 410 0 10 576 173 0 318 758 12 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 60 30 0 0 234 30 398 0 11 621 0 0 343 818 4 Ped + Bike Volume, PBV (ped+bike/hr)7 10 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)30 0 30 398 621 0 824 2,550 Capacity, c (veh/hr)561 462 553 718 1,270 554 3,058 7,568 Volume-to-Capacity Ratio, VA/c 0.05 0.00 0.05 0.55 0.49 0.00 0.27 0.34 HCM 95% Queue Length, Q95 (veh)1.1 0.0 1.1 8.2 10.1 1.2 HCM 95% Queue Length, Q95 (ft)29 1 30 206 255 29 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 25.6 25.5 25.6 23.7 25.9 21.5 Level of Service, LOS C C C C C C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 91 93 51 0 253 108 478 0 40 758 202 0 399 965 56 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 100 102 0 0 278 119 480 0 44 833 0 0 438 1,060 53 Ped + Bike Volume, PBV (ped+bike/hr)19 29 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)102 0 119 480 833 0 1,180 3,508 Capacity, c (veh/hr)563 467 566 801 1,114 481 3,055 7,192 Volume-to-Capacity Ratio, VA/c 0.18 0.00 0.21 0.60 0.75 0.00 0.39 0.49 HCM 95% Queue Length, Q95 (veh)3.3 0.2 3.8 9.1 18.1 1.4 HCM 95% Queue Length, Q95 (ft)85 5 99 230 457 36 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 26.9 25.9 27.1 20.2 37.7 27.9 Level of Service, LOS C C C C D C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 92 93 51 0 257 109 485 0 40 761 205 0 419 965 56 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 101 102 0 0 282 120 488 0 44 836 0 0 460 1,060 53 Ped + Bike Volume, PBV (ped+bike/hr)26 39 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)102 0 120 488 836 0 1,195 3,548 Capacity, c (veh/hr)566 467 568 832 1,060 452 3,087 7,168 Volume-to-Capacity Ratio, VA/c 0.18 0.00 0.21 0.59 0.79 0.00 0.39 0.49 HCM 95% Queue Length, Q95 (veh)3.4 0.2 4.0 9.4 18.6 1.5 HCM 95% Queue Length, Q95 (ft)87 5 102 237 470 37 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 27.0 26.0 28.0 19.0 41.0 30.0 Level of Service, LOS C C C B D C Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; T = Through; R = Right; and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. 10.5 1.4 12.9 20.5 108 265 36 327 518 D D C C C 150 160 370 370 600 36.0 150 160 370 370 600 42.0 28.0 35.0 21.0 0.90 0.61 3.8 0.68 35 292 509105 255 C C L L L L TR D D C 6 7 41.1 25.7 31.9 21.2 6.6 13.1 WEEKDAY, PM PEAK HOUR WEST KAGY BOULEVARD WEST KAGY BOULEVARD SOUTH 19TH AVENUE SOUTH 19TH AVENUE L 60 293 0.21 L 234 471 0.50 L 11 325 0.03 L TR From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2026 EXISTING CONDITIONS Traffic Control Signalized Signalized Signalized Signalized 2.1 9 370 19.6 C B 27.7 26.9 25.8 16.0 C C 0.93 0.93 0.93 0.93 Minor Minor Major Major B 0.47.9 343 822 513 1,848 ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Signalized Signalized Signalized Signalized C C D C ESTIMATED 2031 BACKGROUND TRAFFIC Traffic Control Signalized Signalized 31.0 27.8 37.1 24.2 Major Major 31.5 27.5 40.4 25.1 0.91 0.91 0.91 0.91 C C 0.41 0.69 101 282 44 460 1,113 247 407 236 513 1,820 0.19 2 5 1 2 6 C C D C Minor Minor Major Major 0.91 0.91 0.91 0.91 6 20 Signalized Signalized 13 Minor Minor L L L TR 100 44 438 1,113 250 408 241 493 35.2 1,808 27.8 29.9 27.9 28.7 C C 168 330 370 600 16.5 15.8 B B L 64 150 C C 26.8 21.7 28.8 C 200 160 32.6 C 4 6 278 0.18 0.89 0.62 3.7 10.1 1.4 11.5 20.2 0.40 0.67 0.44 Int-02-Ops-Summary_S-19th-Ave+W-Kagy-Blvd Page 2 of 2 Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development West Lincoln 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)5 79 0 10 1,074 31 0 248 983 11 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)5 84 0 11 1,137 33 0 263 1,041 12 Ped + Bike Volume, PBV (ped+bike/hr)22 36 Lane Group Lane Group Volume, VLG (veh/hr)89 2,584 Capacity, c (veh/hr)848 8,960 Volume-to-Capacity Ratio, VA/c 0.10 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)8 85 0 16 1,338 36 0 268 1,175 18 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)9 90 0 17 1,423 38 0 285 1,250 19 Ped + Bike Volume, PBV (ped+bike/hr)25 41 Lane Group Lane Group Volume, VLG (veh/hr)99 3,132 Capacity, c (veh/hr)694 8,565 Volume-to-Capacity Ratio, VA/c 0.14 0.37 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)8 85 0 16 1,356 38 0 268 1,183 18 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)9 90 0 17 1,443 40 0 285 1,259 19 Ped + Bike Volume, PBV (ped+bike/hr)41 57 Lane Group Lane Group Volume, VLG (veh/hr)99 3,162 Capacity, c (veh/hr)672 8,514 Volume-to-Capacity Ratio, VA/c 0.15 0.37 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: R = Right; 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. 2.8 29.9 90 155 15.4 20.7 C C C A 12.5 0.1 28.5 0.1 20.2 3.4B A D A 0.1 0.0 4.7 0.0 2.6 0.0 119.4 0.0 225 540 295 530 0.1 1.1 498 3,445 429 3,470 0.03 0.43 0.66 0.37 354 318 0.02 0.28 12.4 0.1 25.8 0.1 19.2 3.1B A D A 15.3 19.6 C C 2.6 0.0 109.2 0.0 225 540 295 530 0.1 1.1 2.8 29.9 90 155 0.03 0.42 0.63 0.37 0.1 0.0 4.3 0.0 0.02 0.27 285 1,269 502 3,448 451 3,470 9 90 357 337 L TR L TRRR 0.0 530 0.1 A 0.0 540 0.1 A 2.4 61.0 295 16.2 C 0.1 2.6 225 11.0 B 0.7 19.0 155 15.6 C 0.0 0.0 90 13.6 B 1,170 L 263 TR 1,052 0.0 0.0 R 5 426 0.01 R 84 422 0.20 15.5 2.3 C A L TR L TRRR 9 90 14 8 14 0 609 3,444 581 3,478 0.02 0.34 0.45 0.30 L 11 TR 16 0 0.94 0.94 0.94 0.94 A A 0.2 4.8 C A Minor Minor Major Major 17 1,462 A A 16 16 9 ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 15.4 20.7 0.2 5.3 25 16 0 17 1,483 285 1,278 C C 2026 EXISTING CONDITIONS WEEKDAY, AM PEAK HOUR ESTIMATED 2031 BACKGROUND TRAFFIC Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled 0.94 0.94 13.6 15.6 0.2 3.3 Traffic Control 0.94 0.94 0.94 0.94 C C Minor Minor Major Major B C A A 0.94 0.94 15.3 19.6 Minor Minor Major Major SOUTH 19TH AVENUE From the North (Southbound) Stop Controlled Stop Controlled Uncontrolled Uncontrolled From the West (Eastbound) WEST LINCOLN STREET WEST LINCOLN STREET From the East (Westbound) SOUTH 19TH AVENUE From the South (Northbound) Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development West Lincoln 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)12 282 1 3 1,033 40 0 218 1,137 3 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)13 300 1 3 1,098 43 0 232 1,208 3 Ped + Bike Volume, PBV (ped+bike/hr)23 38 Lane Group Lane Group Volume, VLG (veh/hr)312 2,900 Capacity, c (veh/hr)859 8,799 Volume-to-Capacity Ratio, VA/c 0.36 0.33 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)19 305 1 5 1,280 45 0 235 1,431 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)20 328 1 5 1,376 48 0 253 1,539 5 Ped + Bike Volume, PBV (ped+bike/hr)26 44 Lane Group Lane Group Volume, VLG (veh/hr)348 3,576 Capacity, c (veh/hr)676 8,383 Volume-to-Capacity Ratio, VA/c 0.52 0.43 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)19 305 1 5 1,293 46 0 235 1,451 5 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)20 328 1 5 1,390 49 0 253 1,560 5 Ped + Bike Volume, PBV (ped+bike/hr)42 60 Lane Group Lane Group Volume, VLG (veh/hr)348 3,613 Capacity, c (veh/hr)652 8,330 Volume-to-Capacity Ratio, VA/c 0.53 0.43 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: R = Right; 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. 5.2 228.6 90 155 17.4 59.4 C F R R R 300 453 0.66 4.7 119.4 155 27.2 D R 13 406 0.03 0.1 2.6 90 14.2 B F A 16.9 0.2 23.2 0.0 67.9 8.3C A C A 17.6 71.0 C F 2.5 0.0 88.9 0.0 225 540 295 530 0.2 10.0 5.2 254.0 90 155 0.02 0.42 0.57 0.45 0.1 0.0 3.5 0.0 0.07 0.95 6 1,440 253 1,566 310 3,431 444 3,493 20 328 306 346 F A L TR L TR 17.4 59.4 0.3 3.1 16.6 0.2 21.7 0.0 56.9 7.2C A C A 0.1 0.0 3.2 0.0 2.5 0.0 81.3 0.0 225 540 295 530 0.2 9.0 318 3,432 464 3,493 0.02 0.42 0.54 0.44 311 365 0.07 0.90 45.7 295 14.8 B 0.0 0.0 530 0.0 A 0.0 1.8 0.0 225 13.6 B 0.0 0.0 540 0.2 A 26.7 4.2 D A L 4 TR 1,140 L 232 TR 1,211 3,495 10 15 0 B D A A 14.2 27.2 0.2 2.4 423 3,425 597 13 0.01 0.33 0.39 0.35 C F A A 17.6 71.0 0.3 3.2 0.93 0.93 0.93 18 0 ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled ESTIMATED 2031 BACKGROUND TRAFFIC Traffic Control Minor Minor Major Major 0.93 15 11 18 0 15 27 C F A A Minor Minor Major Major 0.93 0.93 0.93 0.93 L TR L TR 6 1,425 253 1,544 R R 20 328 Stop Controlled Stop Controlled Uncontrolled Uncontrolled 0.94 0.94 0.94 0.94 Minor Minor Major Major From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) 2026 EXISTING CONDITIONS Traffic Control Stop Controlled Stop Controlled Uncontrolled Uncontrolled WEEKDAY, PM PEAK HOUR WEST LINCOLN STREET WEST LINCOLN STREET SOUTH 19TH AVENUE SOUTH 19TH AVENUE Traffic Operations Summary Intersection:Hawk's Ridge Private Driveway & RW-Bozeman 1825 West Kagy Boulevard Development Site Access 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 26 0 14 15 0 25 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 33 0 18 19 0 31 0 Ped + Bike Volume, PBV (ped+bike/hr)2 4 Lane Group Lane Group Volume, VLG (veh/hr)0 100 Capacity, c (veh/hr)1,035 4,190 Volume-to-Capacity Ratio, VA/c 0.00 0.02 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor 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 19 0 36 24 0 27 0 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 0 24 0 45 30 0 34 0 Ped + Bike Volume, PBV (ped+bike/hr)2 5 Lane Group Lane Group Volume, VLG (veh/hr)24 133 Capacity, c (veh/hr)1,032 4,103 Volume-to-Capacity Ratio, VA/c 0.02 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: LR = Left-Right; LT = Left-Through; 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. LR LT TR A A A 8.6 4.5 0.0 8.6 4.5 0.0 From the South (Northbound) From the North (Southbound) Minor 0.80 0.80 0.80 Stop Controlled Uncontrolled Major Major Uncontrolled A 3.6 0.0 150 33 1,035 0.03 0.1 A 2.6 35 8.6 0.0 0.0 40 0.0 A 4.1 A 2 2 0 0 LT TR A 1,405 1,750 36 31 0.0 0.03 0.02 A 0.0 2 3 0 0 From the West (Eastbound) Hawk's Ridge Private Driveway ESTIMATED 2031 TOTAL TRAFFIC WEEKDAY, AM PEAK HOUR 8.6 3.6 0.0 Traffic Control Minor Major HAWK'S RIDGE DRIVEWAY From the North (Southbound) Major A A LR SITE ACCESS East Side of the Hawk's Ridge Private Driveway HAWK'S RIDGE DRIVEWAY From the South (Northbound) 0.80 0.80 0.80 Stop Controlled Uncontrolled Uncontrolled From the West (Eastbound) 1,321 WEEKDAY, PM PEAK HOUR SITE ACCESS East Side of the HAWK'S RIDGE DRIVEWAY HAWK'S RIDGE DRIVEWAY ESTIMATED 2031 TOTAL TRAFFIC Traffic Control 24 75 34 1,032 1,750 0.02 0.06 0.02 0.1 0.1 0.0 2.6 2.6 0.0 35 150 40 A A A A A 8.6 4.1 Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development Site Access Minor Analysis Analysis Approach Intersection Scenario Data U R T R T Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 15 1,382 3 1,153 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 17 1,536 3 1,281 Ped + Bike Volume, PBV (ped+bike/hr)31 43 Lane Group Lane Group Volume, VLG (veh/hr)17 2,837 Capacity, c (veh/hr)316 7,312 Volume-to-Capacity Ratio, VA/c 0.05 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 Analysis Analysis Approach Intersection Scenario Data U R T R T Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 11 1,330 8 1,440 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 12 1,446 9 1,565 Ped + Bike Volume, PBV (ped+bike/hr)30 42 Lane Group Lane Group Volume, VLG (veh/hr)12 3,032 Capacity, c (veh/hr)338 7,326 Volume-to-Capacity Ratio, VA/c 0.04 0.41 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; T = Through; R = Right Turns | Lane Groups: R = Right; TR = Through-Right; and T = Through 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. C A A 16.0 0.0 0.0 C AC A A 16.0 0.0 0.0 16.0 0.0 0.04 0.42 0.45 0.1 0.0 0.0 2.6 0.0 0.0 30 290 260 12 1,454 1,565 338 3,488 3,500 12 30 0 0 R TR T Minor Major Major 0.92 0.92 0.92 From the South (Northbound) From the North (Southbound) ESTIMATED 2031 TOTAL TRAFFIC Traffic Control Stop Controlled Uncontrolled Uncontrolled 0.0 A WEEKDAY, PM PEAK HOUR West Side of SITE ACCESS SOUTH 19TH AVENUE SOUTH 19TH AVENUE South 19th Avenue From the East (Westbound) 17.0 C 5.1 0.0 0.0 30 290 260 0.44 0.37 0.2 0.0 0.0 17.0 C 0.0 A 0.0 A Minor Major Major SOUTH 19TH AVENUE From the North (Southbound) Stop Controlled Uncontrolled Uncontrolled South 19th Avenue West Side of SITE ACCESS From the East (Westbound) SOUTH 19TH AVENUE From the South (Northbound) C A A 0.90 316 3,496 3,500 0.05 ESTIMATED 2031 TOTAL TRAFFIC WEEKDAY, AM PEAK HOUR 0.90 0.90 17.0 0.0 0.0 Traffic Control 12 31 0 0 R TR T 17 1,539 1,281 Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2026 Existing Conditions Appendix F F-2 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2026 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy 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)10 723 412 3 7 15 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 24 Capacity, c (veh/h)1111 346 v/c Ratio 0.01 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.2 95% Queue Length, Q₉₅ (ft)0.0 5.0 Control Delay (s/veh)8.3 0.1 16.2 Level of Service (LOS)A A C Approach Delay (s/veh)0.3 16.2 Approach LOS A C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/10/2026 7:19:28 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_AM_2026-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2026 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy 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)13 506 642 8 10 13 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)14 25 Capacity, c (veh/h)895 266 v/c Ratio 0.02 0.09 95% Queue Length, Q₉₅ (veh)0.0 0.3 95% Queue Length, Q₉₅ (ft)0.0 7.5 Control Delay (s/veh)9.1 0.2 19.9 Level of Service (LOS)A A C Approach Delay (s/veh)0.4 19.9 Approach LOS A C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/10/2026 7:23:38 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_PM_2026-Ex.xtw HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Kagy Blvd 1825 Kagy TIS Weekday, AM Peak Hour - 2026 Existing Conditions E5 Engineering, PLLC | T. Eastwood Page 1 of 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 34 17 128 21 278 28 734 270 430 467 28 Future Volume (veh/h) 62 34 17 128 21 278 28 734 270 430 467 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 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 1690 1745 1635 1772 1703 1731 1895 1795 1809 1769 1660 1728 Adj Flow Rate, veh/h 68 37 19 141 23 305 31 807 297 473 513 31 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 0 8 1 6 4 0 2 1 2 5 0 Cap, veh/h 235 341 267 288 333 545 536 1673 734 518 1916 116 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.03 0.49 0.49 0.18 0.64 0.64 Sat Flow, veh/h 951 1745 1366 1277 1703 1467 1805 3410 1495 1685 3017 182 Grp Volume(v), veh/h 68 37 19 141 23 305 31 807 297 473 268 276 Grp Sat Flow(s),veh/h/ln 951 1745 1366 1277 1703 1467 1805 1705 1495 1685 1577 1622 Q Serve(g_s), s 7.5 2.1 1.4 12.2 1.3 19.8 1.0 18.9 15.2 16.7 8.9 9.0 Cycle Q Clear(g_c), s 8.9 2.1 1.4 14.3 1.3 19.8 1.0 18.9 15.2 16.7 8.9 9.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 235 341 267 288 333 545 536 1673 734 518 1002 1030 V/C Ratio(X) 0.29 0.11 0.07 0.49 0.07 0.56 0.06 0.48 0.40 0.91 0.27 0.27 Avail Cap(c_a), veh/h 327 509 398 410 497 686 563 1673 734 810 1002 1030 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.0 39.7 39.4 45.6 39.4 29.9 14.2 20.4 19.4 19.2 9.6 9.6 Incr Delay (d2), s/veh 0.7 0.1 0.1 1.3 0.1 0.9 0.0 1.0 1.7 10.2 0.7 0.6 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 1.8 0.9 0.5 4.0 0.6 7.2 0.4 7.4 5.4 7.9 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 43.6 39.8 39.5 46.8 39.4 30.8 14.3 21.4 21.1 29.4 10.3 10.3 LnGrp LOS D D D D D C B C C C B B Approach Vol, veh/h 124 469 1135 1017 Approach Delay, s/veh 41.9 36.0 21.1 19.2 Approach LOS D D C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.1 66.4 29.5 6.8 83.7 29.5 Change Period (Y+Rc), s 3.0 7.5 6.0 3.6 7.5 6.0 Max Green Setting (Gmax), s 42.0 26.5 35.0 5.0 62.9 35.0 Max Q Clear Time (g_c+I1), s 18.7 20.9 10.9 3.0 11.0 21.8 Green Ext Time (p_c), s 2.4 2.7 0.7 0.0 2.7 1.7 Intersection Summary HCM 7th Control Delay, s/veh 23.9 HCM 7th LOS C Queues 3: S 19th Ave & W Kagy Blvd 1825 Kagy TIS Weekday, AM Peak Hour - 2026 Existing Conditions E5 Engineering, PLLC | T. Eastwood Page 2 of 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 68 37 19 141 23 305 31 807 297 473 544 v/c Ratio 0.35 0.13 0.06 0.72 0.09 0.45 0.07 0.58 0.38 0.72 0.27 Control Delay (s/veh) 47.7 41.5 0.4 67.2 40.5 18.3 10.6 30.8 5.3 16.5 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 47.7 41.5 0.4 67.2 40.5 18.3 10.6 30.8 5.3 16.5 9.3 Queue Length 50th (ft) 49 25 0 106 16 138 5 242 0 130 90 Queue Length 95th (ft) 89 53 0 166 39 135 19 #466 72 274 148 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 362 507 453 359 483 802 474 1395 778 768 2043 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.07 0.04 0.39 0.05 0.38 0.07 0.58 0.38 0.62 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/11/26 2026 Existing Conditions 13:14:17 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.581 (Critical V/C 0.732) Control Delay 23.7 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 62.9" Gmax= 35.0" 120" Gavg= 44.3" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 83" Gmax= 42.0" Gmax= 26.5" Gmax= 35.0" Gavg= 19.0" Gavg= 22.3" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 16.3 B R+ T 22/2 0.524 0.534 3495 1870 535 0.286 11.3 B+ 239 ft 44.3" 25.0" 19.0" 22.3" 25.0" L 13/1 0.350 0.229 1834 546 473 0.866 21.9 C+ 233 ft NB Approach 36.7 D+ R 12/1 1567 423 1 0.002 22.1 C+ 1 ft T 22/2 0.221 0.269 3565 962 807 0.839 37.3 D+ 304 ft L 13/1 0.221 0.269 926 337 31 0.092 23.4 C+ 22 ft WB Approach 15.8 B R 11/1 0.025 0.301 1554 825 260 0.315 11.2 B+ 113 ft T 12/1 0.292 0.301 1790 540 23 0.043 20.5 C+ 14 ft L 11/1 0.292 0.301 1381 485 141 0.291 23.7 C+ 96 ft EB Approach 21.7 C+ R 11/1 1474 445 1 0.002 20.2 C+ 1 ft T 12/1 0.292 0.301 1893 571 37 0.065 20.6 C+ 22 ft L 12/1 0.292 0.301 1067 399 68 0.170 22.3 C+ 45 ft HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Kagy Blvd 1825 Kagy TIS Weekday, PM Peak Hour - 2026 Existing Conditions E5 Engineering, PLLC | T. Eastwood Page 1 of 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 28 25 217 28 410 10 576 173 318 758 12 Future Volume (veh/h) 56 28 25 217 28 410 10 576 173 318 758 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 1.00 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 1403 1745 1704 1772 1745 1772 1895 1809 1809 1783 1715 1728 Adj Flow Rate, veh/h 60 30 27 233 30 441 11 619 186 342 815 13 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 25 0 3 1 3 1 0 1 1 1 1 0 Cap, veh/h 243 495 409 401 495 613 367 1585 690 494 1877 30 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.01 0.46 0.46 0.13 0.57 0.57 Sat Flow, veh/h 692 1745 1442 1275 1745 1481 1805 3436 1495 1698 3282 52 Grp Volume(v), veh/h 60 30 27 233 30 441 11 619 186 342 405 423 Grp Sat Flow(s),veh/h/ln 692 1745 1442 1275 1745 1481 1805 1718 1495 1698 1629 1705 Q Serve(g_s), s 9.0 1.6 1.8 21.2 1.6 32.4 0.4 15.4 10.0 13.0 18.4 18.4 Cycle Q Clear(g_c), s 10.6 1.6 1.8 22.8 1.6 32.4 0.4 15.4 10.0 13.0 18.4 18.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 243 495 409 401 495 613 367 1585 690 494 932 975 V/C Ratio(X) 0.25 0.06 0.07 0.58 0.06 0.72 0.03 0.39 0.27 0.69 0.43 0.43 Avail Cap(c_a), veh/h 286 604 499 481 604 705 413 1585 690 825 932 975 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 33.9 34.0 42.2 33.9 32.0 18.2 23.0 21.5 15.2 15.8 15.8 Incr Delay (d2), s/veh 0.5 0.1 0.1 1.3 0.1 3.0 0.0 0.7 1.0 1.8 1.5 1.4 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 1.6 0.7 0.6 6.9 0.7 12.2 0.2 6.2 3.6 4.9 6.9 7.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 38.3 34.0 34.0 43.6 34.0 35.1 18.2 23.7 22.5 17.0 17.3 17.2 LnGrp LOS D C C D C D B C C B B B Approach Vol, veh/h 117 704 816 1170 Approach Delay, s/veh 36.2 37.8 23.4 17.2 Approach LOS D D C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.6 67.5 42.9 5.2 81.9 42.9 Change Period (Y+Rc), s 3.0 7.5 6.0 3.6 7.5 6.0 Max Green Setting (Gmax), s 42.0 26.5 45.0 5.0 62.9 45.0 Max Q Clear Time (g_c+I1), s 15.0 17.4 12.6 2.4 20.4 34.4 Green Ext Time (p_c), s 1.7 2.8 0.9 0.0 4.5 2.5 Intersection Summary HCM 7th Control Delay, s/veh 25.0 HCM 7th LOS C Queues 3: S 19th Ave & W Kagy Blvd 1825 Kagy TIS Weekday, PM Peak Hour - 2026 Existing Conditions E5 Engineering, PLLC | T. Eastwood Page 2 of 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 60 30 27 233 30 441 11 619 186 342 828 v/c Ratio 0.25 0.07 0.07 0.81 0.08 0.70 0.03 0.41 0.25 0.55 0.41 Control Delay (s/veh) 40.8 35.8 0.4 68.1 35.8 29.8 11.5 27.5 5.3 12.2 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 40.8 35.8 0.4 68.1 35.8 29.8 11.5 27.5 5.3 12.2 14.5 Queue Length 50th (ft) 50 20 0 188 20 267 3 176 0 100 155 Queue Length 95th (ft) 89 42 0 262 43 252 11 311 57 188 299 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 355 602 540 429 591 836 385 1496 750 774 1997 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.05 0.05 0.54 0.05 0.53 0.03 0.41 0.25 0.44 0.41 Intersection Summary 1825 West Kagy Boulevard TIS 03/11/26 2026 Existing Conditions 13:22:46 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.514 (Critical V/C 0.673) Control Delay 18.4 Level of Service B Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 62.9" Gmax= 45.0" 130" Gavg= 37.0" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 75" Gmax= 42.0" Gmax= 26.5" Gmax= 45.0" Gavg= 14.0" Gavg= 20.0" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 14.9 B+ R+ T 22/2 0.484 0.493 3649 1788 826 0.462 14.4 B+ 360 ft 37.0" 25.0" 14.0" 20.0" 25.0" L 13/1 0.323 0.187 1847 531 342 0.644 16.0 B 147 ft NB Approach 27.9 C R 12/1 1577 418 1 0.002 20.4 C+ 1 ft T 22/2 0.204 0.267 3603 955 619 0.648 28.0 C 199 ft L 13/1 0.204 0.267 706 282 11 0.039 21.0 C+ 7 ft WB Approach 15.7 B R 11/1 0.023 0.333 1584 822 400 0.486 12.3 B+ 160 ft T 12/1 0.346 0.333 1842 610 30 0.049 17.2 B 16 ft L 11/1 0.346 0.333 1387 540 233 0.432 21.5 C+ 138 ft EB Approach 18.5 B R 11/1 1554 514 1 0.002 16.9 B 1 ft T 12/1 0.346 0.333 1893 627 30 0.048 17.2 B 15 ft L 12/1 0.346 0.333 774 343 60 0.175 19.2 B 39 ft HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & W Lincoln St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Lincoln Street Analysis Year 2026 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 Kagy 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)5 79 0 10 1074 31 0 248 983 11 Percent Heavy Vehicles (%)17 11 0 7 0 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)7.24 7.12 4.24 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.47 3.41 2.27 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 84 11 264 Capacity, c (veh/h)426 422 609 581 v/c Ratio 0.01 0.20 0.02 0.45 95% Queue Length, Q₉₅ (veh)0.0 0.7 0.1 2.4 95% Queue Length, Q₉₅ (ft)0.0 19.0 2.6 61.0 Control Delay (s/veh)13.6 15.6 11.0 16.2 Level of Service (LOS)B C B C Approach Delay (s/veh)13.6 15.6 0.1 3.2 Approach LOS B C A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/10/2026 11:12:07 PMInt-03_S-19th-Ave+W-Lincoln-St_AM_2026-Ex.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & W Lincoln St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Lincoln Street Analysis Year 2026 North/South Street South 19th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 Kagy 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 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)12 282 1 3 1033 40 0 218 1137 3 Percent Heavy Vehicles (%)4 2 0 0 0 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 4.1 Critical Headway (sec)6.98 6.94 6.40 4.10 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.34 3.32 2.50 2.20 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)13 300 4 232 Capacity, c (veh/h)406 453 423 597 v/c Ratio 0.03 0.66 0.01 0.39 95% Queue Length, Q₉₅ (veh)0.1 4.7 0.0 1.8 95% Queue Length, Q₉₅ (ft)2.6 119.4 0.0 45.7 Control Delay (s/veh)14.2 27.2 13.6 14.8 Level of Service (LOS)B D B B Approach Delay (s/veh)14.2 27.2 0.1 2.4 Approach LOS B D A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/10/2026 11:16:35 PMInt-03_S-19th-Ave+W-Lincoln-St_PM_2026-Ex.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2031 Background Traffic Appendix F F-3 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated 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)12 937 523 3 8 17 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.200 0.200 0.200 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)13 28 Capacity, c (veh/h)961 186 v/c Ratio 0.01 0.15 95% Queue Length, Q₉₅ (veh)0.0 0.5 95% Queue Length, Q₉₅ (ft)0.0 12.5 Control Delay (s/veh)8.8 0.3 27.8 Level of Service (LOS)A A D Approach Delay (s/veh)0.4 27.8 Approach LOS A D Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:30:06 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_AM_2031-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated 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)15 675 824 9 12 15 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.200 0.200 0.200 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)17 30 Capacity, c (veh/h)673 126 v/c Ratio 0.02 0.24 95% Queue Length, Q₉₅ (veh)0.1 0.9 95% Queue Length, Q₉₅ (ft)2.5 22.5 Control Delay (s/veh)10.5 0.4 42.2 Level of Service (LOS)B A E Approach Delay (s/veh)0.7 42.2 Approach LOS A E Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:32:35 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_PM_2031-Bkgnd.xtw HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 109 120 44 149 66 325 47 942 315 515 578 52 Future Volume (veh/h) 109 120 44 149 66 325 47 942 315 515 578 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 0.96 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 1690 1717 1676 1772 1731 1731 1881 1795 1809 1769 1660 1715 Adj Flow Rate, veh/h 121 133 49 166 73 361 52 1047 350 572 642 58 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 2 5 1 4 4 1 2 1 2 5 1 Cap, veh/h 236 409 332 258 412 817 347 1030 445 603 1706 154 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.03 0.30 0.30 0.32 0.58 0.58 Sat Flow, veh/h 862 1717 1395 1138 1731 1446 1791 3410 1472 1685 2917 263 Grp Volume(v), veh/h 121 133 49 166 73 361 52 1047 350 572 347 353 Grp Sat Flow(s),veh/h/ln 862 1717 1395 1138 1731 1446 1791 1705 1472 1685 1577 1603 Q Serve(g_s), s 15.6 7.7 3.3 16.9 4.0 17.6 2.4 36.3 26.1 35.3 14.0 14.1 Cycle Q Clear(g_c), s 19.6 7.7 3.3 24.6 4.0 17.6 2.4 36.3 26.1 35.3 14.0 14.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 236 409 332 258 412 817 347 1030 445 603 923 937 V/C Ratio(X) 0.51 0.33 0.15 0.64 0.18 0.44 0.15 1.02 0.79 0.95 0.38 0.38 Avail Cap(c_a), veh/h 282 501 407 319 505 894 360 1030 445 650 923 937 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.1 37.7 36.1 47.9 36.4 15.5 27.2 41.9 38.3 33.2 13.2 13.3 Incr Delay (d2), s/veh 1.7 0.5 0.2 3.0 0.2 0.4 0.2 32.2 13.2 22.7 1.2 1.2 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 3.5 3.3 1.2 5.0 1.8 5.8 1.0 19.3 10.8 19.4 5.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.9 38.2 36.3 50.9 36.6 15.8 27.4 74.0 51.5 55.9 14.4 14.4 LnGrp LOS D D D D D B C F D E B B Approach Vol, veh/h 303 600 1449 1272 Approach Delay, s/veh 40.9 28.1 66.9 33.1 Approach LOS D C E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 41.7 43.8 34.6 7.7 77.7 34.6 Change Period (Y+Rc), s 3.0 7.5 6.0 3.6 7.5 6.0 Max Green Setting (Gmax), s 42.0 26.5 35.0 5.0 62.9 35.0 Max Q Clear Time (g_c+I1), s 37.3 38.3 21.6 4.4 16.1 26.6 Green Ext Time (p_c), s 1.3 0.0 1.5 0.0 3.7 1.9 Intersection Summary HCM 7th Control Delay, s/veh 46.4 HCM 7th LOS D Queues Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 121 133 49 166 73 361 52 1047 350 572 700 v/c Ratio 0.53 0.40 0.14 0.82 0.22 0.46 0.15 0.97 0.51 0.93 0.37 Control Delay (s/veh) 50.1 44.1 0.9 74.7 39.8 13.6 14.6 62.5 7.4 53.1 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 50.1 44.1 0.9 74.7 39.8 13.6 14.6 62.5 7.4 53.1 13.1 Queue Length 50th (ft) 87 92 0 125 50 129 12 ~467 4 363 139 Queue Length 95th (ft) 138 140 0 191 85 146 29 #735 94 #582 224 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 345 497 463 305 493 822 350 1076 691 664 1876 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.27 0.11 0.54 0.15 0.44 0.15 0.97 0.51 0.86 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Background Traffic 08:14:27 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.686 (Critical V/C 0.886) Control Delay 45.3 Level of Service D Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 62.9" Gmax= 35.0" 120" Gavg= 59.3" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 98" Gmax= 42.0" Gmax= 26.5" Gmax= 35.0" Gavg= 29.8" Gavg= 26.5" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 22.0 C+ R+ T 22/2 0.524 0.605 3482 2111 686 0.325 10.3 B+ 301 ft 59.3" 25.0" 29.8" 26.5" 25.0" L 13/1 0.350 0.304 1834 632 572 0.905 36.0 D+ 475 ft NB Approach 86.3 F R 12/1 1545 419 17 0.041 26.5 C+ 14 ft T 22/2 0.221 0.270 3565 966 1047 1.084 90.1 F 634 ft L 13/1 0.221 0.270 795 289 52 0.180 29.2 C 47 ft WB Approach 21.9 C+ R 11/1 0.025 0.255 1532 865 316 0.365 12.2 B+ 154 ft T 12/1 0.292 0.255 1830 468 73 0.156 28.4 C 61 ft L 11/1 0.292 0.255 1265 324 166 0.512 37.4 D+ 154 ft EB Approach 31.9 C R 11/1 1509 386 1 0.003 27.1 C+ 1 ft T 12/1 0.292 0.255 1853 474 133 0.281 29.5 C 114 ft L 12/1 0.292 0.255 971 292 121 0.415 34.5 C 118 ft HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 91 93 51 253 108 478 40 758 202 399 965 56 Future Volume (veh/h) 91 93 51 253 108 478 40 758 202 399 965 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.96 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 1513 1717 1704 1772 1745 1772 1867 1809 1809 1783 1715 1701 Adj Flow Rate, veh/h 100 102 56 278 119 525 44 833 222 438 1060 62 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 2 3 1 3 1 2 1 1 1 1 2 Cap, veh/h 221 534 442 366 542 761 252 1240 533 477 1645 96 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.03 0.36 0.36 0.20 0.53 0.53 Sat Flow, veh/h 635 1717 1421 1162 1745 1477 1778 3436 1478 1698 3122 183 Grp Volume(v), veh/h 100 102 56 278 119 525 44 833 222 438 553 569 Grp Sat Flow(s),veh/h/ln 635 1717 1421 1162 1745 1477 1778 1718 1478 1698 1629 1676 Q Serve(g_s), s 18.0 5.7 3.7 30.0 6.6 35.0 2.0 26.6 14.7 22.1 31.6 31.6 Cycle Q Clear(g_c), s 24.5 5.7 3.7 35.6 6.6 35.0 2.0 26.6 14.7 22.1 31.6 31.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 221 534 442 366 542 761 252 1240 533 477 858 883 V/C Ratio(X) 0.45 0.19 0.13 0.76 0.22 0.69 0.17 0.67 0.42 0.92 0.64 0.64 Avail Cap(c_a), veh/h 243 594 492 407 604 814 266 1240 533 684 858 883 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.2 32.8 32.1 45.9 33.1 24.0 25.1 35.0 31.2 28.1 22.0 22.0 Incr Delay (d2), s/veh 1.5 0.2 0.1 7.3 0.2 2.3 0.3 2.9 2.4 13.5 3.7 3.6 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 2.9 2.4 1.3 9.4 2.9 12.6 0.9 11.3 5.5 10.3 12.4 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 43.7 33.0 32.3 53.2 33.3 26.3 25.4 38.0 33.6 41.6 25.7 25.6 LnGrp LOS D C C D C C C D C D C C Approach Vol, veh/h 258 922 1099 1560 Approach Delay, s/veh 37.0 35.3 36.6 30.1 Approach LOS D D D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29.2 54.4 46.4 7.6 76.0 46.4 Change Period (Y+Rc), s 3.0 7.5 6.0 3.6 7.5 6.0 Max Green Setting (Gmax), s 42.0 26.5 45.0 5.0 62.9 45.0 Max Q Clear Time (g_c+I1), s 24.1 28.6 26.5 4.0 33.6 37.6 Green Ext Time (p_c), s 2.0 0.0 1.7 0.0 6.6 2.8 Intersection Summary HCM 7th Control Delay, s/veh 33.7 HCM 7th LOS C Queues Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 100 102 56 278 119 525 44 833 222 438 1122 v/c Ratio 0.37 0.22 0.13 0.87 0.25 0.66 0.17 0.74 0.35 0.80 0.64 Control Delay (s/veh) 39.9 35.3 1.9 70.1 36.1 20.6 17.3 44.3 7.0 32.6 23.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 39.9 35.3 1.9 70.1 36.1 20.6 17.3 44.3 7.0 32.6 23.8 Queue Length 50th (ft) 77 67 0 223 79 260 13 330 0 223 350 Queue Length 95th (ft) 126 105 9 313 122 241 33 #601 71 365 480 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 343 590 534 401 591 898 252 1126 628 649 1746 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.17 0.10 0.69 0.20 0.58 0.17 0.74 0.35 0.67 0.64 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Background Traffic 08:17:36 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.648 (Critical V/C 0.850) Control Delay 23.6 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 62.9" Gmax= 45.0" 130" Gavg= 43.5" Gavg= 26.8" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 84" Gmax= 42.0" Gmax= 26.5" Gmax= 45.0" Gavg= 17.5" Gavg= 23.0" Gavg= 26.8" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 18.3 B R+ T 22/2 0.484 0.518 3610 1875 1115 0.595 16.8 B 537 ft 43.5" 26.8" 17.5" 23.0" 26.8" L 13/1 0.323 0.208 1845 509 438 0.860 22.1 C+ 219 ft NB Approach 36.8 D+ R 12/1 1557 428 1 0.002 22.1 C+ 1 ft T 22/2 0.204 0.274 3596 988 833 0.843 37.4 D+ 313 ft L 13/1 0.204 0.274 525 230 44 0.191 25.9 C+ 36 ft WB Approach 19.7 B R 11/1 0.023 0.319 1579 840 484 0.576 14.1 B+ 218 ft T 12/1 0.346 0.319 1846 590 119 0.202 20.9 C+ 75 ft L 11/1 0.346 0.319 1298 449 278 0.619 29.0 C 197 ft EB Approach 23.6 C+ R 11/1 1535 491 1 0.002 19.4 B 1 ft T 12/1 0.346 0.319 1854 592 102 0.172 20.7 C+ 64 ft L 12/1 0.346 0.319 707 279 100 0.359 26.6 C+ 83 ft HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & W Lincoln St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Lincoln Street Analysis Year 2031 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)8 85 0 16 1338 36 0 268 1175 18 Percent Heavy Vehicles (%)17 11 0 7 0 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)7.24 7.12 4.24 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.47 3.41 2.27 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 90 17 285 Capacity, c (veh/h)357 337 502 451 v/c Ratio 0.02 0.27 0.03 0.63 95% Queue Length, Q₉₅ (veh)0.1 1.1 0.1 4.3 95% Queue Length, Q₉₅ (ft)2.8 29.9 2.6 109.2 Control Delay (s/veh)15.3 19.6 12.4 25.8 Level of Service (LOS)C C B D Approach Delay (s/veh)15.3 19.6 0.1 4.7 Approach LOS C C A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 4:15:51 PMInt-03_S-19th-Ave+W-Lincoln-St_AM_2031-Bkgnd.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & W Lincoln St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Lincoln Street Analysis Year 2031 North/South Street South 19th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated Background Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)19 305 1 5 1280 45 0 235 1431 5 Percent Heavy Vehicles (%)4 2 0 0 0 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 4.1 Critical Headway (sec)6.98 6.94 6.40 4.10 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.34 3.32 2.50 2.20 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)20 328 6 253 Capacity, c (veh/h)311 365 318 464 v/c Ratio 0.07 0.90 0.02 0.54 95% Queue Length, Q₉₅ (veh)0.2 9.0 0.1 3.2 95% Queue Length, Q₉₅ (ft)5.2 228.6 2.5 81.3 Control Delay (s/veh)17.4 59.4 16.6 21.7 Level of Service (LOS)C F C C Approach Delay (s/veh)17.4 59.4 0.1 3.0 Approach LOS C F A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 4:18:16 PMInt-03_S-19th-Ave+W-Lincoln-St_PM_2031-Bkgnd.xtw Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Estimated 2031 Total Traffic Appendix F F-4 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)21 937 524 8 23 28 Percent Heavy Vehicles (%)1 2 1 Proportion Time Blocked 0.200 0.200 0.200 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)4.11 6.42 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.52 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 57 Capacity, c (veh/h)923 131 v/c Ratio 0.03 0.44 95% Queue Length, Q₉₅ (veh)0.1 1.9 95% Queue Length, Q₉₅ (ft)2.5 48.1 Control Delay (s/veh)9.0 0.6 52.3 Level of Service (LOS)A A F Approach Delay (s/veh)0.7 52.3 Approach LOS A F Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:34:52 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_AM_2031-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated Total Traffic Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)38 675 828 22 23 23 Percent Heavy Vehicles (%)2 1 1 Proportion Time Blocked 0.200 0.200 0.200 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)4.12 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)42 51 Capacity, c (veh/h)635 96 v/c Ratio 0.07 0.53 95% Queue Length, Q₉₅ (veh)0.2 2.4 95% Queue Length, Q₉₅ (ft)5.1 60.5 Control Delay (s/veh)11.1 1.3 79.0 Level of Service (LOS)B A F Approach Delay (s/veh)1.8 79.0 Approach LOS A F Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:36:43 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_PM_2031-Total.xtw HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 110 120 44 154 67 331 47 943 316 523 578 52 Future Volume (veh/h) 110 120 44 154 67 331 47 943 316 523 578 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 0.95 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 1690 1717 1676 1772 1731 1731 1881 1795 1809 1769 1660 1715 Adj Flow Rate, veh/h 122 133 49 171 74 368 52 1048 351 581 642 58 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 2 5 1 4 4 1 2 1 2 5 1 Cap, veh/h 238 415 338 263 419 829 340 1002 429 610 1695 153 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.03 0.29 0.29 0.33 0.58 0.58 Sat Flow, veh/h 856 1717 1395 1138 1731 1446 1791 3410 1459 1685 2916 263 Grp Volume(v), veh/h 122 133 49 171 74 368 52 1048 351 581 347 353 Grp Sat Flow(s),veh/h/ln 856 1717 1395 1138 1731 1446 1791 1705 1459 1685 1577 1602 Q Serve(g_s), s 15.8 7.6 3.3 17.4 4.1 17.7 2.4 35.3 26.8 36.0 14.2 14.2 Cycle Q Clear(g_c), s 19.9 7.6 3.3 25.1 4.1 17.7 2.4 35.3 26.8 36.0 14.2 14.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 238 415 338 263 419 829 340 1002 429 610 917 931 V/C Ratio(X) 0.51 0.32 0.15 0.65 0.18 0.44 0.15 1.05 0.82 0.95 0.38 0.38 Avail Cap(c_a), veh/h 281 501 407 320 505 901 353 1002 429 650 917 931 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 37.4 35.7 47.7 36.0 15.0 27.9 42.4 39.4 33.0 13.5 13.5 Incr Delay (d2), s/veh 1.7 0.4 0.2 3.4 0.2 0.4 0.2 41.1 15.8 23.4 1.2 1.2 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 3.5 3.3 1.2 5.2 1.8 5.9 1.0 20.1 11.2 19.9 5.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.6 37.8 35.9 51.1 36.2 15.4 28.1 83.5 55.2 56.4 14.7 14.7 LnGrp LOS D D D D D B C F E E B B Approach Vol, veh/h 304 613 1451 1281 Approach Delay, s/veh 40.6 27.8 74.6 33.6 Approach LOS D C E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 42.2 42.8 35.0 7.7 77.3 35.0 Change Period (Y+Rc), s 3.0 7.5 6.0 3.6 7.5 6.0 Max Green Setting (Gmax), s 42.0 26.5 35.0 5.0 62.9 35.0 Max Q Clear Time (g_c+I1), s 38.0 37.3 21.9 4.4 16.2 27.1 Green Ext Time (p_c), s 1.2 0.0 1.5 0.0 3.7 1.9 Intersection Summary HCM 7th Control Delay, s/veh 49.5 HCM 7th LOS D Queues Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 122 133 49 171 74 368 52 1048 351 581 700 v/c Ratio 0.52 0.39 0.14 0.82 0.22 0.46 0.15 1.01 0.52 0.93 0.37 Control Delay (s/veh) 49.3 43.4 0.8 74.0 39.3 13.1 15.1 70.8 7.7 52.0 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 49.3 43.4 0.8 74.0 39.3 13.1 15.1 70.8 7.7 52.0 13.3 Queue Length 50th (ft) 88 92 0 129 50 128 13 ~488 4 366 141 Queue Length 95th (ft) 139 138 0 195 86 150 29 #736 94 #604 224 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 345 497 463 306 493 832 341 1042 678 670 1868 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.27 0.11 0.56 0.15 0.44 0.15 1.01 0.52 0.87 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Total Traffic 08:20:48 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.691 (Critical V/C 0.898) Control Delay 46.6 Level of Service D Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 62.9" Gmax= 35.0" 120" Gavg= 60.0" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 98" Gmax= 42.0" Gmax= 26.5" Gmax= 35.0" Gavg= 30.5" Gavg= 26.5" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 22.3 C+ R+ T 22/2 0.524 0.612 3482 2121 686 0.323 10.2 B+ 301 ft 60.0" 25.0" 30.5" 26.5" 25.0" L 13/1 0.350 0.311 1832 640 581 0.907 36.7 D+ 488 ft NB Approach 89.7 F R 12/1 1532 412 18 0.044 26.8 C+ 15 ft T 22/2 0.221 0.270 3565 959 1048 1.093 93.7 F 649 ft L 13/1 0.221 0.270 795 287 52 0.181 29.5 C 48 ft WB Approach 22.2 C+ R 11/1 0.025 0.255 1533 871 322 0.370 12.1 B+ 156 ft T 12/1 0.292 0.255 1830 464 74 0.159 28.7 C 62 ft L 11/1 0.292 0.255 1264 321 171 0.533 38.2 D+ 160 ft EB Approach 32.3 C R 11/1 1509 383 1 0.003 27.4 C+ 1 ft T 12/1 0.292 0.255 1853 470 133 0.283 29.9 C 115 ft L 12/1 0.292 0.255 965 288 122 0.424 35.1 D+ 120 ft HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 92 93 51 257 109 485 40 761 205 419 965 56 Future Volume (veh/h) 92 93 51 257 109 485 40 761 205 419 965 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.95 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 1513 1717 1704 1772 1745 1772 1867 1809 1809 1783 1715 1701 Adj Flow Rate, veh/h 101 102 56 282 120 533 44 836 225 460 1060 62 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 2 3 1 3 1 2 1 1 1 1 2 Cap, veh/h 221 539 445 369 547 800 249 1150 489 498 1636 96 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.03 0.33 0.33 0.22 0.52 0.52 Sat Flow, veh/h 630 1717 1419 1161 1745 1475 1778 3436 1462 1698 3121 183 Grp Volume(v), veh/h 101 102 56 282 120 533 44 836 225 460 553 569 Grp Sat Flow(s),veh/h/ln 630 1717 1419 1161 1745 1475 1778 1718 1462 1698 1629 1675 Q Serve(g_s), s 18.3 5.6 3.7 30.4 6.6 33.9 2.1 27.8 15.7 25.2 31.8 31.8 Cycle Q Clear(g_c), s 24.9 5.6 3.7 36.1 6.6 33.9 2.1 27.8 15.7 25.2 31.8 31.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 221 539 445 369 547 800 249 1150 489 498 854 878 V/C Ratio(X) 0.46 0.19 0.13 0.76 0.22 0.67 0.18 0.73 0.46 0.92 0.65 0.65 Avail Cap(c_a), veh/h 241 594 491 407 604 848 263 1150 489 665 854 878 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 32.5 31.9 45.7 32.9 21.7 27.1 38.0 34.0 30.6 22.3 22.3 Incr Delay (d2), s/veh 1.5 0.2 0.1 7.6 0.2 1.8 0.3 4.0 3.1 15.5 3.8 3.7 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 2.4 1.3 9.6 2.9 12.1 0.9 12.1 5.9 16.1 12.5 12.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 43.5 32.7 32.0 53.3 33.1 23.5 27.4 42.1 37.1 46.1 26.1 26.0 LnGrp LOS D C C D C C C D D D C C Approach Vol, veh/h 259 935 1105 1582 Approach Delay, s/veh 36.8 33.7 40.5 31.8 Approach LOS D C D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 32.2 51.0 46.8 7.6 75.6 46.8 Change Period (Y+Rc), s 3.0 7.5 6.0 3.6 7.5 6.0 Max Green Setting (Gmax), s 42.0 26.5 45.0 5.0 62.9 45.0 Max Q Clear Time (g_c+I1), s 27.2 29.8 26.9 4.1 33.8 38.1 Green Ext Time (p_c), s 2.0 0.0 1.7 0.0 6.6 2.7 Intersection Summary HCM 7th Control Delay, s/veh 35.1 HCM 7th LOS D Queues Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 101 102 56 282 120 533 44 836 225 460 1122 v/c Ratio 0.37 0.21 0.13 0.88 0.25 0.66 0.18 0.77 0.37 0.83 0.65 Control Delay (s/veh) 39.7 35.0 1.9 70.5 35.9 19.5 17.9 46.8 7.2 36.9 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 39.7 35.0 1.9 70.5 35.9 19.5 17.9 46.8 7.2 36.9 24.0 Queue Length 50th (ft) 77 66 0 226 80 248 13 346 0 254 354 Queue Length 95th (ft) 127 105 9 318 123 248 33 #603 72 401 480 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 342 590 533 400 591 900 246 1079 608 642 1738 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.17 0.11 0.71 0.20 0.59 0.18 0.77 0.37 0.72 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Total Traffic 08:23:36 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.653 (Critical V/C 0.861) Control Delay 24.9 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 62.9" Gmax= 45.0" 130" Gavg= 46.6" Gavg= 28.2" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 88" Gmax= 42.0" Gmax= 26.5" Gmax= 45.0" Gavg= 19.8" Gavg= 23.8" Gavg= 28.2" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 19.1 B R+ T 22/2 0.484 0.530 3610 1907 1115 0.585 16.9 B 555 ft 46.6" 28.2" 19.8" 23.8" 28.2" L 13/1 0.323 0.225 1843 528 460 0.871 24.5 C+ 252 ft NB Approach 40.0 D+ R 12/1 1538 415 1 0.002 23.6 C+ 1 ft T 22/2 0.204 0.271 3596 970 836 0.862 40.7 D+ 336 ft L 13/1 0.204 0.271 525 223 44 0.197 27.7 C 38 ft WB Approach 20.4 C+ R 11/1 0.023 0.320 1578 864 491 0.568 13.9 B+ 226 ft T 12/1 0.346 0.320 1846 589 120 0.204 22.1 C+ 81 ft L 11/1 0.346 0.320 1297 444 282 0.635 30.8 C 212 ft EB Approach 25.0 C+ R 11/1 1533 489 1 0.002 20.5 C+ 1 ft T 12/1 0.346 0.320 1854 592 102 0.172 21.8 C+ 68 ft L 12/1 0.346 0.320 703 273 101 0.370 28.2 C 89 ft HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & W Lincoln St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Lincoln Street Analysis Year 2031 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)8 85 0 16 1356 38 0 268 1183 18 Percent Heavy Vehicles (%)17 11 0 7 0 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)7.24 7.12 4.24 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.47 3.41 2.27 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 90 17 285 Capacity, c (veh/h)354 318 498 429 v/c Ratio 0.02 0.28 0.03 0.66 95% Queue Length, Q₉₅ (veh)0.1 1.1 0.1 4.7 95% Queue Length, Q₉₅ (ft)2.8 29.9 2.6 119.4 Control Delay (s/veh)15.4 20.7 12.5 28.5 Level of Service (LOS)C C B D Approach Delay (s/veh)15.4 20.7 0.1 5.2 Approach LOS C C A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 4:21:22 PMInt-03_S-19th-Ave+W-Lincoln-St_AM_2031-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & W Lincoln St Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Lincoln Street Analysis Year 2031 North/South Street South 19th Avenue Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)19 305 1 5 1293 46 0 235 1451 5 Percent Heavy Vehicles (%)4 2 0 0 0 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 6.4 4.1 4.1 Critical Headway (sec)6.98 6.94 6.40 4.10 4.14 Base Follow-Up Headway (sec)3.3 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.34 3.32 2.50 2.20 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)20 328 6 253 Capacity, c (veh/h)306 346 310 444 v/c Ratio 0.07 0.95 0.02 0.57 95% Queue Length, Q₉₅ (veh)0.2 10.0 0.1 3.5 95% Queue Length, Q₉₅ (ft)5.2 254.0 2.5 88.9 Control Delay (s/veh)17.6 71.0 16.9 23.2 Level of Service (LOS)C F C C Approach Delay (s/veh)17.6 71.0 0.1 3.2 Approach LOS C F A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 4:23:48 PMInt-03_S-19th-Ave+W-Lincoln-St_PM_2031-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Hawk's Ridge & Site Access Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 3/10/2026 East/West Street 1825 W Kagy Site Access Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 W Kagy TIS | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)0 26 14 15 25 0 Percent Heavy Vehicles (%)0 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 18 Capacity, c (veh/h)1035 1569 v/c Ratio 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 95% Queue Length, Q₉₅ (ft)2.6 0.0 Control Delay (s/veh)8.6 7.3 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)8.6 3.6 Approach LOS A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 6:20:22 AMInt-A_Hawks-Ridge+Site-Access_AM_2031-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection Hawk's Ridge & Site Access Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman Date Performed 3/10/2026 East/West Street 1825 W Kagy Site Access Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 W Kagy TIS | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)0 19 36 24 27 0 Percent Heavy Vehicles (%)0 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 45 Capacity, c (veh/h)1032 1566 v/c Ratio 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.1 95% Queue Length, Q₉₅ (ft)2.6 2.6 Control Delay (s/veh)8.6 7.4 0.2 Level of Service (LOS)A A A Approach Delay (s/veh)8.6 4.5 Approach LOS A A Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 6:21:59 AMInt-A_Hawks-Ridge+Site-Access_PM_2031-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Site Access Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street Site Access Analysis Year 2031 North/South Street South 19th Avenue Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description 1825 W Kagy TIS | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)15 1382 3 1153 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 Capacity, c (veh/h)316 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.2 95% Queue Length, Q₉₅ (ft)5.1 Control Delay (s/veh)17.0 Level of Service (LOS)C Approach Delay (s/veh)17.0 Approach LOS C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 2:28:19 PMInt-B_S-19th-Ave+Site-Access_AM_2031-Total.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection S 19th Ave & Site Access Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street Site Access Analysis Year 2031 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 1825 W Kagy TIS | Estimated Total Traffic Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)11 1330 8 1440 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 Capacity, c (veh/h)338 v/c Ratio 0.04 95% Queue Length, Q₉₅ (veh)0.1 95% Queue Length, Q₉₅ (ft)2.6 Control Delay (s/veh)16.0 Level of Service (LOS)C Approach Delay (s/veh)16.0 Approach LOS C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/18/2026 2:30:36 PMInt-B_S-19th-Ave+Site-Access_PM_2031-Total.xtw Appendix G Auxiliary Lane Analyses 733, 10519, 130510152025303540455001002003004005006007008009001000Left-Turn Volume (veh / hr)Major Roadway Volume (veh / hr / ln)Suggested Left-Turn Treatment Guidelines Based on Results from Benefit-CostEvaluations for Unsignalized Intersections on Arterials in Urban AreasWest Kagy Boulevard & Hawk's Ridge Private Driveway2026 - Weekday, AM Peak Hour2026 - Weekday, PM Peak HourLeft-Turn LaneWarrantedLeft-Turn Treatment Not WarrantedSource: Figure 9-35. Suggested Left-Turn Treatment Warrants Based on Results from Benefit-Cost Evaluations for Unsignalized Intersections on Arterials in Urban Areas. Adapted from A Policy on Geometric Design of Highways and Streets, 7th Edition, 2nd Printing (p. 9-106), by the American Association of State Highway and Transportation Officials, 2018, Washington, DC. 481, 12353, 1505101520253035404550050100150200250300350400450500550600Left-Turn Volume (veh / hr)Major Roadway Volume (veh / hr / ln)Suggested Left-Turn Treatment Guidelines Based on Results from Benefit-CostEvaluations for Unsignalized Intersections on Arterials in Urban AreasWest Kagy Boulevard & Hawk's Ridge Private Driveway2031 Background - Weekday, AM Peak Hour2031 Background - Weekday, PM Peak HourLeft-Turn LaneWarrantedLeft-Turn Treatment Not WarrantedSource: Figure 9-35. Suggested Left-Turn Treatment Warrants Based on Results from Benefit-Cost Evaluations for Unsignalized Intersections on Arterials in Urban Areas. Adapted from A Policy on Geometric Design of Highways and Streets, 7th Edition, 2nd Printing (p. 9-106), by the American Association of State Highway and Transportation Officials, 2018, Washington, DC.Accounts for reconstruction of West Kagy Boulevard to 4-lane divided arterial typical section. 490, 21376, 3805101520253035404550050100150200250300350400450500550600Left-Turn Volume (veh / hr)Major Roadway Volume (veh / hr / ln)Suggested Left-Turn Treatment Guidelines Based on Results from Benefit-CostEvaluations for Unsignalized Intersections on Arterials in Urban AreasWest Kagy Boulevard & Hawk's Ridge Private Driveway2031 Total - Weekday, AM Peak Hour2031 Total - Weekday, PM Peak HourLeft-Turn LaneWarrantedLeft-Turn Treatment Not WarrantedSource: Figure 9-35. Suggested Left-Turn Treatment Warrants Based on Results from Benefit-Cost Evaluations for Unsignalized Intersections on Arterials in Urban Areas. Adapted from A Policy on Geometric Design of Highways and Streets, 7th Edition, 2nd Printing (p. 9-106), by the American Association of State Highway and Transportation Officials, 2018, Washington, DC.Accounts for reconstruction of West Kagy Boulevard to 4-lane divided arterial typical section. Appendix H Mitigation Analyses Mitigation Analyses IN THIS SECTION: West Kagy Boulevard & the Hawk’s Ridge Private Driveway Appendix H H-1 Traffic Operations Summary Intersection:West Kagy Boulevard & RW-Bozeman 1825 West Kagy Boulevard Development Hawk's Ridge Private Driveway Minor Analysis Analysis Approach Intersection Scenario Data U L T U T R U L R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 12 937 0 523 3 0 8 17 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 13 1,053 0 588 3 0 9 19 Ped + Bike Volume, PBV (ped+bike/hr)2 7 Lane Group Lane Group Volume, VLG (veh/hr)28 1,685 Capacity, c (veh/hr)381 8,361 Volume-to-Capacity Ratio, VA/c 0.07 0.20 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 21 937 0 524 8 0 23 28 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 24 1,053 0 589 9 0 26 31 Ped + Bike Volume, PBV (ped+bike/hr)16 21 Lane Group Lane Group Volume, VLG (veh/hr)57 1,731 Capacity, c (veh/hr)295 8,219 Volume-to-Capacity Ratio, VA/c 0.19 0.21 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 22 1,011 0 567 8 0 23 28 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 25 1,136 0 637 9 0 26 31 Ped + Bike Volume, PBV (ped+bike/hr)18 28 Lane Group Lane Group Volume, VLG (veh/hr)57 1,864 Capacity, c (veh/hr)261 8,145 Volume-to-Capacity Ratio, VA/c 0.22 0.23 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; T = Through; TR = Through-Right; and LR = Left-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 C 0.2 0.1 22.6 C AA A C 9.1 0.0 0.1 22.6 22.6 0.8 0.03 0.32 0.19 0.22 0.1 0.0 0.0 0.8 2.5 0.0 0.0 20.2 80 385 645 240 912 3,500 3,472 261 25 1,136 646 57 0 0 10 18 L T TR LR Major Major Minor 0.89 0.89 0.89 15.2 C ESTIMATED 2045 TOTAL TRAFFIC MITIGATION Traffic Control Uncontrolled Uncontrolled Stop Controlled 381 0.07 0.2 5.0 240 15.2 C Uncontrolled Uncontrolled Stop Controlled From the West (Eastbound) WEST KAGY BOULEVARD WEST KAGY BOULEVARD From the East (Westbound) South Side of West Kagy Boulevard HAWK'S RIDGE DRIVEWAY From the North (Southbound) 0.89 0.89 0.89 Major Major Minor A A C 0.89 0.89 0.89 ESTIMATED 2031 BACKGROUND TRAFFIC MITIGATION MITIGATION SUMMARY | WEEKDAY, AM PEAK HOUR ESTIMATED 2031 TOTAL TRAFFIC MITIGATION Traffic Control Uncontrolled Uncontrolled Stop Controlled 0.1 0.0 15.2 L T Traffic Control Major Major 0.2 0.0 0.0 8.7 TR 598 3,470 0 5 16 295 LR 57 3,500 0.01 0.30 L T 0 0 5 2 0 0.0 0.0 13 1,053 28 80 385 Minor TR 591 3,489 LR 0.1 20.1 0.17 0.0 0.0 645 0.0 A 0.7 0.19 8.9 0.0 991 0.0 0.0 645 0.1 A 0.1 0.0 80 385 2.5 0.0 A 0.0 A 0.02 0.30 954 3,500 24 1,053 0.17 0.3 A 17.7 240 20.1 A A C 20.1 0.8 C AA A C Traffic Operations Summary Intersection:West Kagy Boulevard & RW-Bozeman 1825 West Kagy Boulevard Development Hawk's Ridge Private Driveway Minor Analysis Analysis Approach Intersection Scenario Data U L T U T R U L R Totals Totals Minor or Major Approach? Entry Volume, V (veh/hr)0 15 675 0 824 9 0 12 15 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 17 750 0 916 10 0 13 17 Ped + Bike Volume, PBV (ped+bike/hr)2 4 Lane Group Lane Group Volume, VLG (veh/hr)30 1,722 Capacity, c (veh/hr)245 7,967 Volume-to-Capacity Ratio, VA/c 0.12 0.22 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 38 675 0 828 22 0 23 23 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 42 750 0 920 24 0 26 26 Ped + Bike Volume, PBV (ped+bike/hr)15 17 Lane Group Lane Group Volume, VLG (veh/hr)51 1,788 Capacity, c (veh/hr)197 7,848 Volume-to-Capacity Ratio, VA/c 0.26 0.23 HCM 95% Queue Length, Q95 (veh) HCM 95% Queue Length, Q95 (ft) Available Queue Storage, SQ (ft) Average Control Delay (sec/veh) Level of Service, LOS Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 39 730 0 897 22 0 23 23 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 43 811 0 997 24 0 26 26 Ped + Bike Volume, PBV (ped+bike/hr)17 21 Lane Group Lane Group Volume, VLG (veh/hr)51 1,927 Capacity, c (veh/hr)169 7,776 Volume-to-Capacity Ratio, VA/c 0.30 0.25 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; T = Through; TR = Through-Right; and LR = Left-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 E 0.6 0.1 35.4 E AA A E 35.4 35.4 1.2 0.30 0.2 0.0 0.0 1.2 5.1 0.0 0.0 30.2 80 385 645 240 51 655 3,500 3,452 169 4 17 L T TR LR Minor 0.90 0.90 0.90 Stop Controlled 0.27 0.0 0.0 645 0.1 A ESTIMATED 2045 TOTAL TRAFFIC MITIGATION Traffic Control Uncontrolled Uncontrolled Major Major 0 0 43 811 1,021 0.07 0.23 0.30 10.9 0.0 0.1 B 3,448 0.27 0.0 0.0 645 0.1 MITIGATION SUMMARY | WEEKDAY, PM PEAK HOUR WEST KAGY BOULEVARD WEST KAGY BOULEVARD HAWK'S RIDGE DRIVEWAY 2 2 0.1 0.0 LR 0.0 744 3,500 TR 926 ESTIMATED 2031 BACKGROUND TRAFFIC MITIGATION Traffic Control Uncontrolled Uncontrolled Stop Controlled C 0.2 0.1 Minor 0 0 3,478 From the West (Eastbound) From the East (Westbound) West Kagy Boulevard From the North (Southbound) L T 0.90 0.90 0.90 Major Major A A D ESTIMATED 2031 TOTAL TRAFFIC MITIGATION Traffic Control Uncontrolled Uncontrolled 0.6 0.1 29.5 A 0 0.90 0.90 0.90 2 15 L T 5.1 1.0 0.4 240 Minor 17 750 30 197 LR 42 750 51 0.02 0.21 0.12 A C 9.9 0.0 TR 944 0.06 0.21 0.26 2.5 0.0 0.2 0.0 80 385 703 3,500 0 Major Major A A Stop Controlled 21.7 A 80 385 B A D 10.5 0.0 29.5 10.0 D A 21.7 0.5 29.5 1.2 C A 21.7 25.2 240 245 HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Background + MDT Project Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 12 937 523 3 8 17 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.10 6.80 6.90 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)13 28 Capacity, c (veh/h)991 381 v/c Ratio 0.01 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.2 95% Queue Length, Q₉₅ (ft)0.0 5.0 Control Delay (s/veh)8.7 15.2 Level of Service (LOS)A C Approach Delay (s/veh)0.1 15.2 Approach LOS A C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:40:35 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_AM_2031-Bkgnd-Mitig.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Background + MDT Project Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 15 675 824 9 12 15 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.10 6.80 6.90 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)17 30 Capacity, c (veh/h)744 245 v/c Ratio 0.02 0.12 95% Queue Length, Q₉₅ (veh)0.1 0.4 95% Queue Length, Q₉₅ (ft)2.5 10.0 Control Delay (s/veh)9.9 21.7 Level of Service (LOS)A C Approach Delay (s/veh)0.2 21.7 Approach LOS A C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:42:16 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_PM_2031-Bkgnd-Mitig.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Total + MDT Project Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 21 937 524 8 23 28 Percent Heavy Vehicles (%)0 1 2 1 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.12 6.84 6.92 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.52 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 57 Capacity, c (veh/h)954 295 v/c Ratio 0.02 0.19 95% Queue Length, Q₉₅ (veh)0.1 0.7 95% Queue Length, Q₉₅ (ft)2.5 17.7 Control Delay (s/veh)8.9 20.1 Level of Service (LOS)A C Approach Delay (s/veh)0.2 20.1 Approach LOS A C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:45:11 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_AM_2031-Total-Mitig.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2031 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Total + MDT Project Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 38 675 828 22 23 23 Percent Heavy Vehicles (%)0 2 1 1 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.14 6.82 6.92 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)42 51 Capacity, c (veh/h)703 197 v/c Ratio 0.06 0.26 95% Queue Length, Q₉₅ (veh)0.2 1.0 95% Queue Length, Q₉₅ (ft)5.1 25.2 Control Delay (s/veh)10.5 29.5 Level of Service (LOS)B D Approach Delay (s/veh)0.6 29.5 Approach LOS A D Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/17/2026 10:47:11 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_PM_2031-Total-Mitig.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2045 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, AM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Total + MDT Project Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 22 1011 567 8 23 28 Percent Heavy Vehicles (%)0 1 2 1 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.12 6.84 6.92 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.52 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)25 57 Capacity, c (veh/h)912 261 v/c Ratio 0.03 0.22 95% Queue Length, Q₉₅ (veh)0.1 0.8 95% Queue Length, Q₉₅ (ft)2.5 20.2 Control Delay (s/veh)9.1 22.6 Level of Service (LOS)A C Approach Delay (s/veh)0.2 22.6 Approach LOS A C Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/20/2026 6:54:55 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_AM_2045-Total-Mitig.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst T. Eastwood Intersection W Kagy Blvd & Hawk's Ridge Agency/Co.E5 Engineering, PLLC Jurisdiction City of Bozeman / MDT Date Performed 3/10/2026 East/West Street West Kagy Boulevard Analysis Year 2045 North/South Street Hawk's Ridge Private Driveway Time Analyzed Weekday, PM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 1825 Kagy TIS | Total + MDT Project Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 39 730 897 22 23 23 Percent Heavy Vehicles (%)0 2 1 1 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.14 6.82 6.92 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)43 51 Capacity, c (veh/h)655 169 v/c Ratio 0.07 0.30 95% Queue Length, Q₉₅ (veh)0.2 1.2 95% Queue Length, Q₉₅ (ft)5.1 30.2 Control Delay (s/veh)10.9 35.4 Level of Service (LOS)B E Approach Delay (s/veh)0.6 35.4 Approach LOS A E Copyright © 2026 University of Florida. All Rights Reserved.HCS™TWSC Version 2025 Generated: 3/20/2026 6:57:18 PMInt-01_W-Kagy-Blvd+Hawks-Ridge_PM_2045-Total-Mitig.xtw Mitigation Analyses IN THIS SECTION: South 19th Avenue & West Kagy Boulevard Appendix H H-2 Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development West Kagy Boulevard (Average of Synchro & TEAPAC Analyses) 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)0 109 120 44 0 149 66 325 0 47 942 315 1 514 578 52 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 121 133 0 0 166 73 316 0 52 1,047 20 1 571 642 49 Ped + Bike Volume, PBV (ped+bike/hr)19 27 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)133 0 73 316 1,047 20 903 3,192 Capacity, c (veh/hr)455 370 453 683 1,348 591 2,538 7,580 Volume-to-Capacity Ratio, VA/c 0.29 0.00 0.16 0.46 0.78 0.03 0.36 0.42 HCM 95% Queue Length, Q95 (veh)4.8 0.4 2.7 7.5 19.1 1.6 HCM 95% Queue Length, Q95 (ft)122 11 71 194 488 40 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 32.6 30.5 32.7 21.4 33.2 24.6 Level of Service, LOS C C C C C C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 110 120 44 0 154 67 331 0 47 943 316 1 522 578 52 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 122 133 0 0 171 74 322 0 52 1,048 21 1 580 642 49 Ped + Bike Volume, PBV (ped+bike/hr)24 32 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)133 0 74 322 1,048 21 918 3,216 Capacity, c (veh/hr)456 372 455 689 1,336 583 2,549 7,575 Volume-to-Capacity Ratio, VA/c 0.29 0.00 0.16 0.47 0.78 0.04 0.36 0.42 HCM 95% Queue Length, Q95 (veh)4.8 0.4 2.8 7.7 19.2 1.6 HCM 95% Queue Length, Q95 (ft)122 11 72 198 490 41 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 32.5 30.4 31.2 21.3 33.8 25.1 Level of Service, LOS C C C C C C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 145 158 58 0 161 88 346 0 62 980 330 1 545 602 69 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 161 176 0 0 179 98 339 0 69 1,089 37 1 606 669 68 Ped + Bike Volume, PBV (ped+bike/hr)56 74 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)176 0 98 339 1,089 37 1,062 3,491 Capacity, c (veh/hr)479 387 477 715 1,286 547 2,605 7,501 Volume-to-Capacity Ratio, VA/c 0.37 0.00 0.20 0.47 0.85 0.07 0.41 0.47 HCM 95% Queue Length, Q95 (veh)6.3 0.6 3.6 8.3 20.6 3.4 HCM 95% Queue Length, Q95 (ft)160 17 94 215 525 86 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 33.0 30.0 31.0 20.0 38.0 29.0 Level of Service, LOS C C C B D C Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; T = Through; R = Right; and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. 70 283 264 150 6.5 C CD C D C 31.6 32.2D D C D B 167 192 30.5 30.1 C C 0.45 0.56 0.14 0.84 0.34 30.6 273 304 364 695 2,048 B L 0.90 0.90 0.90 Minor Major Major C C C 168 160 42.5 L TR 572 691 686 2,050 0.83 0.34 166 303 0.44 4.8 6 2 51 370 22.0 C 255 D C 0.90 Minor D 0.55 6.6 ESTIMATED 2045 TOTAL TRAFFIC Addition of Southbound (SB) Dual Left-Turn Lanes & Signal Timing Modifications Traffic Control Signalized Signalized Signalized Signalized 37.8 29.3 37.0 28.7 Minor Minor Major Major 14 42 ESTIMATED 2031 BACKGROUND TRAFFIC Addition of Southbound (SB) Dual Left-Turn Lanes & Signal Timing Modifications D C C C Minor Major 6 13 6 2 6 239 370 600 46.8 10.7 D Major L 121 274 18 Signalized SOUTH 19TH AVENUE From the North (Southbound) MITIGATION SUMMARY | WEEKDAY, AM PEAK HOUR ESTIMATED 2031 TOTAL TRAFFIC Addition of Southbound (SB) Dual Left-Turn Lanes & Signal Timing Modifications Traffic Control Signalized Signalized Signalized Signalized 35.5 29.2 32.5 27.0 Traffic Control Minor 0.90 0.90 0.90 0.90 From the West (Eastbound) WEST KAGY BOULEVARD WEST KAGY BOULEVARD From the East (Westbound) SOUTH 19TH AVENUE From the South (Northbound) Signalized Signalized Signalized 123 150 38.7 D L 52 367 0.14 2.0 10.0 9.2 C 29.9 4.8 6.8 2.0 10.3 9.3 0.90 0.90 L L L L TR 122 171 52 581 691 4 161 125 172 51 261 241 150 160 370 370 600 38.7 42.8 22.3 47.1 10.7 D D C D B 11.1 10.2 L L L L TR 35.5 29.1 33.1 27.3 0.90 0.90 607 14 2.8 179 69 160 370 370 600 43.0 46.0 25.0 49.0 12.0 737 264 283 339 715 2,009 0.61 0.63 0.20 0.85 0.37 7.6 Mitigation_Int-02-Ops-Summary_S-19th-Ave+W-Kagy-Blvd Page 1 of 2 Traffic Operations Summary Intersection:South 19th Avenue & RW-Bozeman 1825 West Kagy Boulevard Development West Kagy Boulevard (Average of Synchro & TEAPAC Analyses) 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 91 93 51 0 253 108 478 0 40 758 202 0 399 965 56 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 100 102 0 0 278 119 480 0 44 833 0 0 438 1,060 53 Ped + Bike Volume, PBV (ped+bike/hr)19 29 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)102 0 119 480 833 0 1,180 3,508 Capacity, c (veh/hr)567 470 570 750 1,138 495 3,043 7,327 Volume-to-Capacity Ratio, VA/c 0.18 0.00 0.21 0.64 0.73 0.00 0.39 0.48 HCM 95% Queue Length, Q95 (veh)2.9 0.3 3.3 9.8 12.9 1.1 HCM 95% Queue Length, Q95 (ft)74 9 86 246 327 28 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 22.2 21.4 22.5 20.1 31.1 23.1 Level of Service, LOS C C C C C C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 92 93 51 0 257 109 485 0 40 761 205 0 419 965 56 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 101 102 0 0 282 120 488 0 44 836 0 0 460 1,060 53 Ped + Bike Volume, PBV (ped+bike/hr)26 39 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)102 0 120 488 836 0 1,195 3,548 Capacity, c (veh/hr)568 470 571 755 1,126 486 3,048 7,400 Volume-to-Capacity Ratio, VA/c 0.18 0.00 0.21 0.65 0.74 0.00 0.39 0.48 HCM 95% Queue Length, Q95 (veh)2.9 0.3 3.4 10.0 13.0 1.1 HCM 95% Queue Length, Q95 (ft)74 9 87 252 328 28 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 22.2 21.3 22.5 20.0 31.6 23.6 Level of Service, LOS C C C B C C Approach Delay (sec/veh) Approach Level of Service, LOS Minor or Major Approach? Entry Volume, V (veh/hr)0 121 123 67 0 269 144 507 0 53 790 214 0 436 1,004 74 Peak Hour Factor (PHF) Adjusted Volume, VA (veh/hr)0 133 135 0 0 296 158 512 0 58 868 0 0 479 1,103 73 Ped + Bike Volume, PBV (ped+bike/hr)61 91 Lane Group T R T R T R Lane Group Volume, VLG (veh/hr)135 0 158 512 868 0 1,353 3,816 Capacity, c (veh/hr)586 481 588 766 1,116 467 3,068 7,261 Volume-to-Capacity Ratio, VA/c 0.23 0.00 0.27 0.67 0.78 0.00 0.44 0.53 HCM 95% Queue Length, Q95 (veh)3.9 0.6 4.5 11.0 14.1 1.1 HCM 95% Queue Length, Q95 (ft)98 15 116 277 356 28 Available Queue Storage, SQ (ft)250 150 390 140 560 325 Average Control Delay (sec/veh) 23.0 22.0 23.0 21.0 34.0 25.0 Level of Service, LOS C C C C C C Approach Delay (sec/veh) Approach Level of Service, LOS U = U-Turns; L = Left Turns; T = Through; R = Right Turns | Lane Groups: L = Left; T = Through; R = Right; and TR = Through-Right Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. 0.61 3.3 9.5 1.7 7.1 16.6 0.39 0.75 0.61 B L 91 150 C C 24.6 25.5 29.0 C 236 160 34.0 C 6 7 282 0.19 0.68 27.2 27.9 24.7 25.8 C C 171 419 370 600 38.8 16.7 D L L L TR 101 44 460 1,113 262 422 237 678 1,825 Signalized Signalized 20 Minor Minor 6 13 4 6 6 C C C C Minor Minor Major Major 0.91 0.91 0.91 0.91 14 29.0 27.4 33.7 24.7 0.91 0.91 0.91 0.91 C C 0.54 0.74 133 296 58 479 1,176 246 401 213 595 1,802 ESTIMATED 2045 TOTAL TRAFFIC Addition of Southbound (SB) Dual Left-Turn Lanes & Signal Timing Modifications Traffic Control Signalized Signalized Signalized Signalized C C C C ESTIMATED 2031 TOTAL TRAFFIC Addition of Southbound (SB) Dual Left-Turn Lanes & Signal Timing Modifications Traffic Control Signalized Signalized 25.6 24.9 31.3 23.3 Major Major 30.8 22.9 C C 0.91 0.91 0.91 0.91 Minor Minor Major Major C 1.79.3 438 1,113 587 3.2 45 1,826 L 100 264 0.38 L 278 422 0.66 L 44 238 0.18 L TR From the West (Eastbound) From the East (Westbound) From the South (Northbound) From the North (Southbound) MITIGATION SUMMARY | WEEKDAY, PM PEAK HOUR WEST KAGY BOULEVARD WEST KAGY BOULEVARD SOUTH 19TH AVENUE SOUTH 19TH AVENUE ESTIMATED 2031 BACKGROUND TRAFFIC Addition of Southbound (SB) Dual Left-Turn Lanes & Signal Timing Modifications Traffic Control Signalized Signalized Signalized Signalized 370 25.3 C C 25.6 24.8 6.8 16.6 0.67 45 180 41992 241 D B L L L L TR C C C 14 16 34.3 25.4 39.3 16.7 47 29.1 150 160 370 370 600 41.0 30.0 41.0 18.0 0.81 0.65 4.6 0.27 C D C D B 150 160 370 370 600 35.0 10.7 2.5 7.7 18.9 130 270 63 194 476 Mitigation_Int-02-Ops-Summary_S-19th-Ave+W-Kagy-Blvd Page 2 of 2 HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 109 120 44 149 66 325 47 942 315 515 578 52 Future Volume (veh/h) 109 120 44 149 66 325 47 942 315 515 578 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 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 1690 1717 1676 1772 1731 1731 1881 1795 1809 1769 1660 1715 Adj Flow Rate, veh/h 121 133 49 166 73 361 52 1047 350 572 642 58 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 2 5 1 4 4 1 2 1 2 5 1 Cap, veh/h 236 409 332 258 412 638 377 1446 637 654 1894 171 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.42 0.42 0.42 0.20 0.65 0.65 Sat Flow, veh/h 862 1717 1395 1138 1731 1446 747 3410 1501 3269 2917 263 Grp Volume(v), veh/h 121 133 49 166 73 361 52 1047 350 572 347 353 Grp Sat Flow(s),veh/h/ln 862 1717 1395 1138 1731 1446 747 1705 1501 1634 1577 1603 Q Serve(g_s), s 15.6 7.7 3.3 16.9 4.0 22.4 5.2 30.6 21.0 20.4 11.9 11.9 Cycle Q Clear(g_c), s 19.6 7.7 3.3 24.6 4.0 22.4 5.2 30.6 21.0 20.4 11.9 11.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 236 409 332 258 412 638 377 1446 637 654 1024 1041 V/C Ratio(X) 0.51 0.33 0.15 0.64 0.18 0.57 0.14 0.72 0.55 0.87 0.34 0.34 Avail Cap(c_a), veh/h 282 501 407 319 505 715 377 1446 637 776 1024 1041 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.1 37.7 36.1 47.9 36.4 25.2 21.4 28.7 26.0 46.5 9.5 9.5 Incr Delay (d2), s/veh 1.7 0.5 0.2 3.0 0.2 0.8 0.8 3.2 3.4 9.6 0.9 0.9 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 3.5 3.3 1.2 5.0 1.8 7.9 1.0 12.6 7.8 9.0 4.0 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.9 38.2 36.3 50.9 36.6 26.0 22.2 31.9 29.3 56.1 10.4 10.4 LnGrp LOS D D D D D C C C C E B B Approach Vol, veh/h 303 600 1449 1272 Approach Delay, s/veh 40.9 34.2 30.9 30.9 Approach LOS D C C C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 27.0 58.4 34.6 85.4 34.6 Change Period (Y+Rc), s 3.0 7.5 6.0 7.5 6.0 Max Green Setting (Gmax), s 28.5 40.0 35.0 71.5 35.0 Max Q Clear Time (g_c+I1), s 22.4 32.6 21.6 13.9 26.6 Green Ext Time (p_c), s 1.7 4.4 1.5 3.7 1.9 Intersection Summary HCM 7th Control Delay, s/veh 32.3 HCM 7th LOS C Queues Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 121 133 49 166 73 361 52 1047 350 572 700 v/c Ratio 0.53 0.40 0.16 0.82 0.22 0.57 0.17 0.75 0.43 0.78 0.34 Control Delay (s/veh) 50.1 44.1 5.2 74.7 39.8 22.1 27.0 34.1 4.7 51.4 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 50.1 44.1 5.2 74.7 39.8 22.1 27.0 34.1 4.7 51.4 8.6 Queue Length 50th (ft) 87 92 0 125 50 174 24 357 0 218 104 Queue Length 95th (ft) 138 140 20 191 85 211 64 #581 69 274 176 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 345 497 440 305 493 663 307 1405 814 793 2082 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.27 0.11 0.54 0.15 0.54 0.17 0.75 0.43 0.72 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Background Traffic Mitigation 13:35:39 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.591 (Critical V/C 0.712) Control Delay 27.2 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 71.5" Gmax= 35.0" 120" Gavg= 54.1" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 93" Gmax= 28.5" Gmax= 40.0" Gmax= 35.0" Gavg= 18.7" Gavg= 32.4" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 23.0 C+ R+ T 22/2 0.596 0.582 3484 2035 684 0.336 10.9 B+ 301 ft 54.1" 25.0" 18.7" 32.4" 25.0" L 26/2 0.237 0.201 3561 718 571 0.796 37.5 *D+ 236 ft NB Approach 33.7 C R 12/1 1554 544 17 0.031 19.9 B 11 ft T 22/2 0.333 0.349 3565 1249 1047 0.839 34.5 *C 394 ft L 13/1 0.333 0.349 796 357 52 0.146 21.8 C+ 38 ft WB Approach 23.1 C+ R 11/1 0.025 0.269 1532 727 316 0.435 16.7 B 177 ft T 12/1 0.292 0.269 1830 494 73 0.148 25.8 C+ 56 ft L 11/1 0.292 0.269 1265 348 166 0.477 34.0 *C 144 ft EB Approach 29.0 C R 11/1 1509 407 1 0.002 24.7 C+ 1 ft T 12/1 0.292 0.269 1853 500 133 0.266 26.9 C+ 104 ft L 12/1 0.292 0.269 971 311 121 0.390 31.4 C 108 ft HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 91 93 51 253 108 478 40 758 202 399 965 56 Future Volume (veh/h) 91 93 51 253 108 478 40 758 202 399 965 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 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 1513 1717 1704 1772 1745 1772 1867 1809 1809 1783 1715 1701 Adj Flow Rate, veh/h 100 102 56 278 119 525 44 833 222 438 1060 62 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 2 3 1 3 1 2 1 1 1 1 2 Cap, veh/h 240 541 448 388 549 708 231 1231 537 533 1717 100 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.36 0.36 0.36 0.16 0.55 0.55 Sat Flow, veh/h 635 1717 1421 1162 1745 1477 500 3436 1500 3295 3122 183 Grp Volume(v), veh/h 100 102 56 278 119 525 44 833 222 438 553 569 Grp Sat Flow(s),veh/h/ln 635 1717 1421 1162 1745 1477 500 1718 1500 1647 1629 1676 Q Serve(g_s), s 13.7 4.3 2.8 22.9 5.0 28.9 6.6 20.5 11.1 12.9 23.1 23.1 Cycle Q Clear(g_c), s 18.8 4.3 2.8 27.2 5.0 28.9 10.5 20.5 11.1 12.9 23.1 23.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 240 541 448 388 549 708 231 1231 537 533 896 922 V/C Ratio(X) 0.42 0.19 0.13 0.72 0.22 0.74 0.19 0.68 0.41 0.82 0.62 0.62 Avail Cap(c_a), veh/h 243 550 455 393 558 715 231 1231 537 715 896 922 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 24.9 24.4 34.9 25.2 21.3 25.4 27.2 24.2 40.5 15.3 15.3 Incr Delay (d2), s/veh 1.2 0.2 0.1 6.1 0.2 4.1 1.8 3.0 2.3 5.7 1.3 1.3 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 2.2 1.8 1.0 7.1 2.1 10.5 0.9 8.5 4.1 5.5 8.0 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.2 25.1 24.6 40.9 25.4 25.4 27.3 30.2 26.5 46.2 16.6 16.6 LnGrp LOS C C C D C C C C C D B B Approach Vol, veh/h 258 922 1099 1560 Approach Delay, s/veh 28.1 30.1 29.3 24.9 Approach LOS C C C C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 19.2 43.3 37.5 62.5 37.5 Change Period (Y+Rc), s 3.0 7.5 6.0 7.5 6.0 Max Green Setting (Gmax), s 21.7 29.8 32.0 54.5 32.0 Max Q Clear Time (g_c+I1), s 14.9 22.5 20.8 25.1 30.9 Green Ext Time (p_c), s 1.3 3.5 1.3 6.6 0.6 Intersection Summary HCM 7th Control Delay, s/veh 27.6 HCM 7th LOS C Queues Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Background Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 100 102 56 278 119 525 44 833 222 438 1122 v/c Ratio 0.36 0.22 0.13 0.87 0.25 0.72 0.27 0.71 0.34 0.70 0.61 Control Delay (s/veh) 31.6 27.5 3.3 60.3 28.2 20.9 31.8 33.2 5.3 43.6 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 31.6 27.5 3.3 60.3 28.2 20.9 31.8 33.2 5.3 43.6 15.7 Queue Length 50th (ft) 56 49 0 165 59 197 21 250 0 134 237 Queue Length 95th (ft) 106 89 16 #287 102 282 57 #373 54 184 325 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 323 546 493 371 546 765 166 1174 655 708 1840 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.19 0.11 0.75 0.22 0.69 0.27 0.71 0.34 0.62 0.61 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Background Traffic Mitigation 13:40:06 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.621 (Critical V/C 0.721) Control Delay 23.2 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 54.5" Gmax= 32.0" 100" Gavg= 39.7" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 78" Gmax= 21.7" Gmax= 29.8" Gmax= 32.0" Gavg= 14.0" Gavg= 22.7" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 20.8 C+ R+ T 22/2 0.545 0.509 3612 1834 1112 0.606 16.7 B 513 ft 39.7" 25.0" 14.0" 22.7" 25.0" L 26/2 0.217 0.179 3583 641 438 0.683 31.3 *C 158 ft NB Approach 31.5 C R 12/1 1558 452 1 0.002 19.7 B 1 ft T 22/2 0.298 0.291 3596 1044 833 0.798 32.0 *C 280 ft L 13/1 0.298 0.291 527 244 44 0.180 23.2 C+ 32 ft WB Approach 19.4 B R 11/1 0.030 0.321 1579 792 471 0.594 14.7 B+ 209 ft T 12/1 0.320 0.321 1846 590 119 0.202 19.5 B 69 ft L 11/1 0.320 0.321 1298 456 278 0.610 27.1 *C+ 184 ft EB Approach 22.0 C+ R 11/1 1535 491 1 0.002 18.1 B 1 ft T 12/1 0.320 0.321 1854 593 102 0.172 19.3 B 58 ft L 12/1 0.320 0.321 716 287 100 0.348 24.7 C+ 76 ft HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 110 120 44 154 67 331 47 943 316 523 578 52 Future Volume (veh/h) 110 120 44 154 67 331 47 943 316 523 578 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 0.99 0.98 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 1690 1717 1676 1772 1731 1731 1881 1795 1809 1769 1660 1715 Adj Flow Rate, veh/h 122 133 49 171 74 368 52 1048 351 581 642 58 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 2 5 1 4 4 1 2 1 2 5 1 Cap, veh/h 238 415 338 263 419 647 372 1425 625 662 1883 170 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.42 0.42 0.42 0.20 0.65 0.65 Sat Flow, veh/h 856 1717 1395 1138 1731 1446 746 3410 1496 3269 2916 263 Grp Volume(v), veh/h 122 133 49 171 74 368 52 1048 351 581 347 353 Grp Sat Flow(s),veh/h/ln 856 1717 1395 1138 1731 1446 746 1705 1496 1634 1577 1602 Q Serve(g_s), s 15.8 7.6 3.3 17.4 4.1 22.8 5.2 31.0 21.4 20.7 12.0 12.0 Cycle Q Clear(g_c), s 19.9 7.6 3.3 25.1 4.1 22.8 5.2 31.0 21.4 20.7 12.0 12.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.16 Lane Grp Cap(c), veh/h 238 415 338 263 419 647 372 1425 625 662 1018 1034 V/C Ratio(X) 0.51 0.32 0.15 0.65 0.18 0.57 0.14 0.74 0.56 0.88 0.34 0.34 Avail Cap(c_a), veh/h 281 501 407 320 505 719 372 1425 625 776 1018 1034 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 37.4 35.7 47.7 36.0 24.8 21.9 29.3 26.6 46.4 9.7 9.7 Incr Delay (d2), s/veh 1.7 0.4 0.2 3.4 0.2 0.9 0.8 3.4 3.6 10.0 0.9 0.9 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 3.5 3.3 1.2 5.2 1.8 8.0 1.0 12.8 8.0 9.1 4.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 45.6 37.8 35.9 51.1 36.2 25.7 22.6 32.8 30.2 56.4 10.6 10.6 LnGrp LOS D D D D D C C C C E B B Approach Vol, veh/h 304 613 1451 1281 Approach Delay, s/veh 40.6 34.0 31.8 31.3 Approach LOS D C C C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 27.3 57.7 35.0 85.0 35.0 Change Period (Y+Rc), s 3.0 7.5 6.0 7.5 6.0 Max Green Setting (Gmax), s 28.5 40.0 35.0 71.5 35.0 Max Q Clear Time (g_c+I1), s 22.7 33.0 21.9 14.0 27.1 Green Ext Time (p_c), s 1.6 4.2 1.5 3.7 1.9 Intersection Summary HCM 7th Control Delay, s/veh 32.7 HCM 7th LOS C Queues Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 122 133 49 171 74 368 52 1048 351 581 700 v/c Ratio 0.52 0.39 0.15 0.82 0.22 0.57 0.17 0.75 0.43 0.79 0.34 Control Delay (s/veh) 49.3 43.4 5.1 74.0 39.3 22.0 27.4 34.9 4.8 51.9 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 49.3 43.4 5.1 74.0 39.3 22.0 27.4 34.9 4.8 51.9 8.8 Queue Length 50th (ft) 88 92 0 129 50 176 25 363 0 221 106 Queue Length 95th (ft) 139 138 20 195 86 216 64 #582 69 281 180 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 345 497 440 306 493 668 303 1389 807 791 2069 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.27 0.11 0.56 0.15 0.55 0.17 0.75 0.43 0.73 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Total Traffic Mitigation 13:27:38 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.594 (Critical V/C 0.720) Control Delay 27.5 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 71.5" Gmax= 35.0" 120" Gavg= 54.6" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 93" Gmax= 28.5" Gmax= 40.0" Gmax= 35.0" Gavg= 19.0" Gavg= 32.6" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 23.2 C+ R+ T 22/2 0.596 0.587 3484 2043 684 0.335 10.8 B+ 302 ft 54.6" 25.0" 19.0" 32.6" 25.0" L 26/2 0.237 0.204 3558 727 581 0.799 37.8 *D+ 241 ft NB Approach 33.9 C R 12/1 1543 540 18 0.033 20.0 C+ 12 ft T 22/2 0.333 0.350 3565 1247 1048 0.840 34.8 *C 398 ft L 13/1 0.333 0.350 796 356 52 0.146 21.9 C+ 38 ft WB Approach 23.4 C+ R 11/1 0.025 0.269 1534 730 322 0.441 16.8 B 180 ft T 12/1 0.292 0.269 1830 491 74 0.151 26.1 C+ 57 ft L 11/1 0.292 0.269 1264 345 171 0.495 34.5 *C 149 ft EB Approach 29.3 C R 11/1 1509 405 1 0.002 24.9 C+ 1 ft T 12/1 0.292 0.269 1853 497 133 0.267 27.1 C+ 105 ft L 12/1 0.292 0.269 965 307 122 0.398 31.8 C 110 ft HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 92 93 51 257 109 485 40 761 205 419 965 56 Future Volume (veh/h) 92 93 51 257 109 485 40 761 205 419 965 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 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 1513 1717 1704 1772 1745 1772 1867 1809 1809 1783 1715 1701 Adj Flow Rate, veh/h 101 102 56 282 120 533 44 836 225 460 1060 62 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 2 3 1 3 1 2 1 1 1 1 2 Cap, veh/h 239 543 449 389 552 719 230 1205 523 554 1712 100 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.35 0.35 0.35 0.17 0.55 0.55 Sat Flow, veh/h 629 1717 1419 1161 1745 1475 499 3436 1491 3295 3121 183 Grp Volume(v), veh/h 101 102 56 282 120 533 44 836 225 460 553 569 Grp Sat Flow(s),veh/h/ln 629 1717 1419 1161 1745 1475 499 1718 1491 1647 1629 1675 Q Serve(g_s), s 14.0 4.3 2.8 23.3 5.0 29.2 6.6 20.9 11.5 13.5 23.2 23.2 Cycle Q Clear(g_c), s 19.1 4.3 2.8 27.6 5.0 29.2 10.0 20.9 11.5 13.5 23.2 23.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 239 543 449 389 552 719 230 1205 523 554 894 919 V/C Ratio(X) 0.42 0.19 0.12 0.72 0.22 0.74 0.19 0.69 0.43 0.83 0.62 0.62 Avail Cap(c_a), veh/h 242 550 454 393 558 724 230 1205 523 715 894 919 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 24.8 24.3 34.9 25.1 20.8 25.6 27.9 24.8 40.2 15.4 15.4 Incr Delay (d2), s/veh 1.2 0.2 0.1 6.4 0.2 4.1 1.8 3.3 2.6 6.5 1.3 1.3 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 2.2 1.8 1.0 7.2 2.1 10.5 0.9 8.7 4.3 5.8 8.0 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.3 25.0 24.4 41.3 25.3 24.9 27.5 31.2 27.4 46.7 16.7 16.7 LnGrp LOS C C C D C C C C C D B B Approach Vol, veh/h 259 935 1105 1582 Approach Delay, s/veh 28.1 29.9 30.3 25.4 Approach LOS C C C C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 19.8 42.6 37.6 62.4 37.6 Change Period (Y+Rc), s 3.0 7.5 6.0 7.5 6.0 Max Green Setting (Gmax), s 21.7 29.8 32.0 54.5 32.0 Max Q Clear Time (g_c+I1), s 15.5 22.9 21.1 25.2 31.2 Green Ext Time (p_c), s 1.3 3.4 1.3 6.6 0.4 Intersection Summary HCM 7th Control Delay, s/veh 28.1 HCM 7th LOS C Queues Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2031 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 101 102 56 282 120 533 44 836 225 460 1122 v/c Ratio 0.36 0.21 0.13 0.87 0.25 0.72 0.27 0.73 0.35 0.71 0.61 Control Delay (s/veh) 31.5 27.4 3.3 60.8 28.1 20.6 32.4 34.3 5.4 43.7 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 31.5 27.4 3.3 60.8 28.1 20.6 32.4 34.3 5.4 43.7 15.9 Queue Length 50th (ft) 56 49 0 167 59 192 22 260 0 139 241 Queue Length 95th (ft) 107 89 16 #293 103 289 57 #375 54 193 325 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 322 546 493 370 546 768 162 1149 645 708 1831 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.19 0.11 0.76 0.22 0.69 0.27 0.73 0.35 0.65 0.61 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2031 Total Traffic Mitigation 13:32:09 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.628 (Critical V/C 0.734) Control Delay 23.4 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 54.5" Gmax= 32.0" 100" Gavg= 39.8" Gavg= 25.0" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 78" Gmax= 21.7" Gmax= 29.8" Gmax= 32.0" Gavg= 14.0" Gavg= 22.8" Gavg= 25.0" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 21.1 C+ R+ T 22/2 0.545 0.510 3612 1836 1112 0.606 16.6 B 513 ft 39.8" 25.0" 14.0" 22.8" 25.0" L 26/2 0.217 0.179 3579 640 460 0.719 31.8 *C 166 ft NB Approach 31.6 C R 12/1 1542 448 1 0.002 19.7 B 1 ft T 22/2 0.298 0.292 3596 1046 836 0.799 32.0 *C 281 ft L 13/1 0.298 0.292 527 244 44 0.180 23.2 C+ 32 ft WB Approach 19.6 B R 11/1 0.030 0.321 1578 791 479 0.605 15.0 B+ 215 ft T 12/1 0.320 0.321 1846 590 120 0.204 19.6 B 70 ft L 11/1 0.320 0.321 1297 455 282 0.620 27.3 *C+ 188 ft EB Approach 22.1 C+ R 11/1 1533 490 1 0.002 18.1 B 1 ft T 12/1 0.320 0.321 1854 592 102 0.172 19.3 B 58 ft L 12/1 0.320 0.321 711 285 101 0.354 24.9 C+ 77 ft HCM 7th Signalized Intersection Summary Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2045 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 145 158 58 161 88 346 62 980 330 546 602 69 Future Volume (veh/h) 145 158 58 161 88 346 62 980 330 546 602 69 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.96 1.00 0.95 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 1690 1717 1676 1772 1731 1731 1881 1795 1809 1769 1660 1715 Adj Flow Rate, veh/h 161 176 64 179 98 384 69 1089 367 607 669 77 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 4 2 5 1 4 4 1 2 1 2 5 1 Cap, veh/h 247 466 376 263 469 699 331 1302 561 685 1746 201 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.38 0.38 0.38 0.21 0.62 0.62 Sat Flow, veh/h 824 1717 1387 1079 1731 1444 709 3410 1469 3269 2832 326 Grp Volume(v), veh/h 161 176 64 179 98 384 69 1089 367 607 372 374 Grp Sat Flow(s),veh/h/ln 824 1717 1387 1079 1731 1444 709 1705 1469 1634 1577 1581 Q Serve(g_s), s 22.5 10.0 4.2 19.4 5.2 22.6 8.0 34.8 24.7 21.6 14.2 14.3 Cycle Q Clear(g_c), s 27.8 10.0 4.2 29.4 5.2 22.6 8.0 34.8 24.7 21.6 14.2 14.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 247 466 376 263 469 699 331 1302 561 685 972 974 V/C Ratio(X) 0.65 0.38 0.17 0.68 0.21 0.55 0.21 0.84 0.65 0.89 0.38 0.38 Avail Cap(c_a), veh/h 264 501 404 285 505 728 331 1302 561 776 972 974 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 35.5 33.4 47.4 33.8 22.1 25.4 33.7 30.6 46.1 11.6 11.6 Incr Delay (d2), s/veh 5.1 0.5 0.2 5.9 0.2 0.8 1.4 6.5 5.9 11.1 1.1 1.1 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 5.0 4.3 1.5 5.7 2.3 7.8 1.4 15.0 9.4 9.6 4.9 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 49.6 36.0 33.6 53.3 34.0 22.9 26.8 40.2 36.4 57.2 12.7 12.7 LnGrp LOS D D C D C C C D D E B B Approach Vol, veh/h 401 661 1525 1353 Approach Delay, s/veh 41.1 32.8 38.7 32.7 Approach LOS D C D C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 28.1 53.3 38.5 81.5 38.5 Change Period (Y+Rc), s 3.0 7.5 6.0 7.5 6.0 Max Green Setting (Gmax), s 28.5 40.0 35.0 71.5 35.0 Max Q Clear Time (g_c+I1), s 23.6 36.8 29.8 16.3 31.4 Green Ext Time (p_c), s 1.5 2.3 1.1 4.0 1.2 Intersection Summary HCM 7th Control Delay, s/veh 35.9 HCM 7th LOS D Queues Weekday, AM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2045 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 161 176 64 179 98 384 69 1089 367 607 746 v/c Ratio 0.63 0.47 0.18 0.89 0.26 0.57 0.25 0.83 0.50 0.81 0.37 Control Delay (s/veh) 52.5 43.4 8.2 85.0 38.4 20.4 30.7 40.4 9.9 52.6 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 52.5 43.4 8.2 85.0 38.4 20.4 30.7 40.4 9.9 52.6 10.1 Queue Length 50th (ft) 116 120 0 135 65 171 36 415 40 228 126 Queue Length 95th (ft) 179 176 32 #215 106 230 84 #617 141 301 201 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 338 497 439 267 493 697 272 1306 729 794 2002 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.35 0.15 0.67 0.20 0.55 0.25 0.83 0.50 0.76 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2045 Total Traffic Mitigation 12:29:16 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.613 (Critical V/C 0.783) Control Delay 29.2 Level of Service C Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 71.5" Gmax= 35.0" 120" Gavg= 58.0" Gavg= 25.8" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 97" Gmax= 28.5" Gmax= 40.0" Gmax= 35.0" Gavg= 20.4" Gavg= 34.7" Gavg= 25.8" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 24.3 C+ R+ T 22/2 0.596 0.598 3472 2071 726 0.351 11.0 B+ 326 ft 58.0" 25.8" 20.4" 34.7" 25.8" L 26/2 0.237 0.210 3558 744 607 0.816 40.2 *D+ 264 ft NB Approach 35.3 D+ R 12/1 1495 533 44 0.083 21.1 C+ 31 ft T 22/2 0.333 0.358 3565 1270 1089 0.857 36.6 *D+ 433 ft L 13/1 0.333 0.358 766 347 69 0.199 23.4 C+ 55 ft WB Approach 25.7 C+ R 11/1 0.025 0.266 1530 731 339 0.464 17.7 B 199 ft T 12/1 0.292 0.266 1830 485 98 0.202 28.0 C 81 ft L 11/1 0.292 0.266 1214 302 179 0.593 39.5 *D+ 169 ft EB Approach 33.2 C R 11/1 1498 397 1 0.003 26.3 C+ 1 ft T 12/1 0.292 0.266 1853 491 176 0.359 29.5 C 143 ft L 12/1 0.292 0.266 929 281 161 0.572 37.3 D+ 155 ft HCM 7th Signalized Intersection Summary Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2045 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS 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) 121 123 67 269 144 507 53 790 214 436 1004 74 Future Volume (veh/h) 121 123 67 269 144 507 53 790 214 436 1004 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.04 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 0.99 0.97 0.99 0.95 1.00 0.95 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 1513 1717 1704 1772 1745 1772 1867 1809 1809 1783 1715 1701 Adj Flow Rate, veh/h 133 135 74 296 158 557 58 868 235 479 1103 81 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 17 2 3 1 3 1 2 1 1 1 1 2 Cap, veh/h 222 550 451 361 558 729 208 1174 499 571 1671 123 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.34 0.34 0.34 0.17 0.55 0.55 Sat Flow, veh/h 593 1717 1410 1105 1745 1464 469 3436 1459 3295 3065 225 Grp Volume(v), veh/h 133 135 74 296 158 557 58 868 235 479 586 598 Grp Sat Flow(s),veh/h/ln 593 1717 1410 1105 1745 1464 469 1718 1459 1647 1629 1661 Q Serve(g_s), s 21.6 5.8 3.8 26.2 6.8 31.1 10.0 22.3 12.6 14.1 25.5 25.6 Cycle Q Clear(g_c), s 28.4 5.8 3.8 32.0 6.8 31.1 15.3 22.3 12.6 14.1 25.5 25.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 222 550 451 361 558 729 208 1174 499 571 888 905 V/C Ratio(X) 0.60 0.25 0.16 0.82 0.28 0.76 0.28 0.74 0.47 0.84 0.66 0.66 Avail Cap(c_a), veh/h 222 550 451 361 558 729 208 1174 499 715 888 905 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 25.1 24.4 37.2 25.4 20.7 28.8 29.0 25.8 40.0 16.2 16.2 Incr Delay (d2), s/veh 4.4 0.2 0.2 13.8 0.3 4.8 3.3 4.2 3.2 7.2 1.8 1.8 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 3.4 2.4 1.3 8.6 2.9 11.2 1.3 9.4 4.6 6.1 8.9 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.5 25.3 24.6 51.0 25.7 25.5 32.2 33.2 29.0 47.2 18.0 18.0 LnGrp LOS D C C D C C C C C D B B Approach Vol, veh/h 342 1011 1161 1663 Approach Delay, s/veh 31.0 33.0 32.3 26.4 Approach LOS C C C C Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 20.3 41.7 38.0 62.0 38.0 Change Period (Y+Rc), s 3.0 7.5 6.0 7.5 6.0 Max Green Setting (Gmax), s 21.7 29.8 32.0 54.5 32.0 Max Q Clear Time (g_c+I1), s 16.1 24.3 30.4 27.6 34.0 Green Ext Time (p_c), s 1.3 3.0 0.4 7.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 30.0 HCM 7th LOS C Queues Weekday, PM Peak Hour 3: S 19th Ave & W Kagy Blvd Estimated 2045 Total Traffic Mitigation RW-Bozeman 1825 West Kagy Boulevard Development TIS E5 Engineering, PLLC | T. Eastwood Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 133 135 74 296 158 557 58 868 235 479 1184 v/c Ratio 0.48 0.27 0.16 0.90 0.32 0.73 0.40 0.79 0.38 0.73 0.66 Control Delay (s/veh) 34.8 27.8 5.8 64.8 28.6 20.6 38.6 37.5 5.5 44.5 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 34.8 27.8 5.8 64.8 28.6 20.6 38.6 37.5 5.5 44.5 17.5 Queue Length 50th (ft) 76 64 0 175 77 197 30 281 0 146 275 Queue Length 95th (ft) 142 113 28 #322 132 312 76 #399 55 202 354 Internal Link Dist (ft) 275 662 665 636 Turn Bay Length (ft) 150 150 160 140 370 325 370 Base Capacity (vph) 302 546 491 359 546 785 145 1099 625 708 1784 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.25 0.15 0.82 0.29 0.71 0.40 0.79 0.38 0.68 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1825 West Kagy Boulevard TIS 03/18/26 Estimated 2045 Total Traffic Mitigation 12:42:31 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 2 - S 19th Ave & W Kagy Blvd V/C 0.659 (Critical V/C 0.763) Control Delay 25.6 Level of Service C+ Sq 21 Phase 1 Phase 2 Phase 3 **/** North Cmax= Gmax= 54.5" Gmax= 32.0" 100" Gavg= 41.9" Gavg= 27.9" Cavg= Y+Rc= 7.5" Y+Rc= 6.0" 83" Gmax= 21.7" Gmax= 29.8" Gmax= 32.0" Gavg= 14.4" Gavg= 24.5" Gavg= 27.9" Y+Rc= 3.0" Y+Rc= 7.5" Y+Rc= 6.0" Lane Width/ g/C Adj HCM L Queue Group Lanes Max Avg SatFlo Capcty Volume v/c Delay S Model 1 SB Approach 23.6 C+ R+ T 22/2 0.545 0.505 3600 1811 1174 0.648 18.8 B 597 ft 41.9" 27.9" 14.4" 24.5" 27.9" L 26/2 0.217 0.173 3579 619 479 0.774 35.2 *D+ 186 ft NB Approach 34.1 C R 12/1 1478 435 1 0.002 20.8 C+ 1 ft T 22/2 0.298 0.295 3596 1058 868 0.821 34.5 *C 312 ft L 13/1 0.298 0.295 496 217 58 0.268 28.7 C 50 ft WB Approach 21.4 C+ R 11/1 0.030 0.336 1567 802 503 0.627 16.1 B 242 ft T 12/1 0.320 0.336 1846 618 158 0.256 20.4 C+ 99 ft L 11/1 0.320 0.336 1255 441 296 0.671 30.9 *C 217 ft EB Approach 24.4 C+ R 11/1 1523 510 1 0.002 18.4 B 1 ft T 12/1 0.320 0.336 1854 621 135 0.217 20.0 C+ 83 ft L 12/1 0.320 0.336 670 269 133 0.494 28.9 C 118 ft 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com