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Home My WebLink About20 - Traffic Impact Study - Billings Clinic BILLINGS CLINIC – BOZEMAN TRAFFIC IMPACT STUDY 15063.01 Billings Clinic 2800 10th Avenue North Billings, MT 59101 June 2020 Billings Clinic TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 4 Streets .............................................................................................................................................. 4 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 7 Traffic Volumes.................................................................................................................................. 7 Crash History .................................................................................................................................... 7 Intersection Capacity ....................................................................................................................... 10 TRIP GENERATION ................................................................................................................................ 10 TRIP DISTRIBUTION ............................................................................................................................... 14 TRAFFIC ASSIGNMENT .......................................................................................................................... 14 TRAFFIC IMPACTS ................................................................................................................................. 14 Traffic Volumes................................................................................................................................ 14 Intersection Capacity ....................................................................................................................... 17 Mitigation Alternatives ..................................................................................................................... 24 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 29 Conclusions .................................................................................................................................... 29 Recommendations ........................................................................................................................... 30 APPENDICES APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2020) APPENDIX C – INTERNAL CAPTURE WORKSHEETS – FULL BUILDOUT (2040) APPENDIX D – CAPACITY CALCULATIONS – PHASE 1 (2021) AND FULL BUILDOUT (2040) APPENDIX E – AUXILIARY TURN LANE AND SIGNAL WARRANTS – FULL BUILDOUT (2040) APPENDIX F – CAPACITY CALCULATIONS – FULL BUILDOUT (2040) – IMPROVED LIST OF TABLES TABLE 1: INTERSECTION CRASH FREQUENCY/SEVERITY SUMMARY ......................................................... 7 TABLE 2: INTERSECTION CRASH COLLISION TYPES ................................................................................. 9 TABLE 3: EXISTING CONDITIONS (2020) CAPACITY CALCULATION SUMMARY ...................................... 11 TABLE 4: PHASE 1 (2021) TRIP GENERATION SUMMARY ........................................................................ 12 Billings Clinic TIS ii TABLE 5: FULL BUILDOUT (2040) TRIP GENERATION SUMMARY ............................................................. 13 TABLE 6: PHASE 1 (2021) CAPACITY CALCULATION SUMMARY ........................................................ 20-21 TABLE 7: FULL BUILDOUT (2040) CAPACITY CALCULATION SUMMARY ............................................. 22-23 TABLE 8: FULL BUILDOUT (2040) TURN WARRANT SUMMARY ................................................................ 25 TABLE 9: FULL BUILDOUT (2040) TRAFFIC SIGNAL WARRANT SUMMARY ............................................... 27 TABLE 10: FULL BUILDOUT (2040) IMPROVED CAPACITY CALCULATIONS ............................................. 28 LIST OF FIGURES FIGURE 1: SITE LOCATION ..................................................................................................................... 2 FIGURE 2: FULL BUILD OUT SITE PLAN .................................................................................................... 3 FIGURE 3: EXISTING (2020) TRAFFIC VOLUMES ....................................................................................... 8 FIGURE 4: PHASE 1 (2021) TRIP DISTRIBUTION AND ASSIGNMENTS ...................................................... 15 FIGURE 5: FULL BUILDOUT (2040) TRIP DISTRIBUTION AND ASSIGNMENTS .......................................... 16 FIGURE 6: PHASE 1 (2021) TRAFFIC VOLUMES ...................................................................................... 18 FIGURE 7: FULL BUILDOUT (2040) TRAFFIC VOLUMES ........................................................................... 19 Billings Clinic-Bozeman TIS 1 INTRODUCTION This traffic impact study (TIS) summarizes the projected impacts associated with a large, mixed-use development in Bozeman, Montana. The property owner and developer for the project is Billings Clinic. The purpose of the study was to assess the traffic-related impacts that the project may have on the surrounding transportation system and to provide recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION & DESCRIPTION The Billings Clinic-Bozeman development site is generally located southwest of East Valley Center Road between North 27th Avenue and Davis Lane. The site is bordered by Bozeman School District property to the south, Cattail Lake Subdivision Public Park to the southwest, Interstate 90 to the northeast, and by undeveloped properties to the north, east and west. The legal description of the property is Lot 2A of Minor Subdivision 221E in Section 26, Township 1 South, Range 5 East in Gallatin County, Montana. Figure 1 on the following page depicts the study area, including key intersections, and the location of the project. SITE DEVELOPMENT PLAN The current master plan for the Billings Clinic-Bozeman development proposes construction of approximately 695,250 square feet (SF) of medical/hospital facilities, 100,000 SF of leasable commercial (retail/office) space, 35 loft apartment units (situated above ground-floor commercial suites), 35 two-bedroom free-standing residential units, 59 additional apartments, a multi-level parking garage, and a public transit station, as well as development of 9.5 acres of park/open space. The Billings Clinic-Bozeman development project will be developed in phases. Phase 1 of the project is planned to include approximately 125,000 SF of ancillary medical (non-hospital) facilities, such as clinics, medical offices, an ambulatory surgery center and other such out-patient medical facilities. Phase 1 will be located at the northwest corner of the property as illustrated in Figure 1 on the following page. Access to the Billings Clinic-Bozeman development site is planned via full movement approaches on street connections to Davis Lane, Valley Center Road, North 27th Avenue, and Catamount Street. As of this writing, it is expected that Phase 1 development will construct street connections on East Valley Center Road (approximately 800 feet northwest of the North 27th Avenue intersection) and on North 27th Avenue (approximately 400 feet south of East Valley Center Road). On-site parking for the Billings Clinic-Bozeman development site will be accommodated via a multi-level parking garage as well as shared and dedicated parking lots and limited on-street parking. Phase 1 parking will be provided via surface parking lots and on-street parking. As of this time, a detailed parking configuration has not been established for Phase 1 development. Buildout and occupancy of Phase 1 of the Billings Clinic-Bozeman site is projected for late 2021. Figure 2 shows the size and location of the full buildout, including new access roadways. Completion of development for the full site is expected by approximately 2040. Billings Clinic-Bozeman TIS 2 Figure 1: Site Location Billings Clinic-Bozeman TIS 3 Figure 2: Full Buildout (2040) Site Plan Billings Clinic-Bozeman TIS 4 EXISTING CONDITIONS Streets The proposed development of this project site will have a direct impact on the adjacent streets and intersections. The following paragraphs describe the existing area roadways that are most likely to be affected by the traffic volumes generated by this development. Catamount Street Catamount Street is classified as a local street by the Montana Department of Transportation (MDT) functional classification system and as a minor arterial in the Bozeman Transportation Master Plan. Between Davis Lane and North 27th Avenue, Catamount Street has a two-lane typical section with bike lanes, curb and gutter, and sidewalk on both sides. The posted speed limit on Catamount Street is 25 mph. Catron Street Catron Street is classified as a local street by both MDT and the City of Bozeman. Between Davis Lane and North 27th Avenue, Catron Street has a paved surface width of approximately 30 feet with no pavement markings except at crosswalks. Catron Street has curb and gutter and sidewalk on both sides. The speed limit on Catron Street is posted at 25 mph. Cattail Street Cattail Street is classified as a local street by MDT and as a collector by the City of Bozeman. Between Davis Lane and North 27th Avenue, Cattail Street has a paved surface width of approximately 35 feet with no pavement markings except at crosswalks, and curb and gutter and sidewalk along both sides. Between North 27th Avenue and North 19th Avenue, Cattail street has a paved surface width of approximately 45 feet with no curb and gutter or pavement markings to delineate lanes or shoulders. In this stretch, there is sidewalk along the north side. The posted speed limit on Cattail Street is 25 mph. Davis Lane Davis Lane is classified as a local street by MDT and as a minor arterial by the City of Bozeman. Davis Lane has a two-lane typical section with gravel shoulders from East Valley Center Road to approximately ¼ mile north of Catamount Street where it then has curb and gutter on both sides and sidewalk on the east side. The posted speed limit on Davis Lane is 35 mph. East Valley Center Road East Valley Center Road is classified as a minor arterial by MDT and as a principal arterial by the City of Bozeman. West of North 27th Avenue, East Valley Center Road has a two-lane typical section with paved shoulders and the posted speed limit is 60 mph. East of North 27th Avenue, the street is median-separated with two lanes eastbound and one lane westbound, and with a left-turn lane onto North 27th Avenue. The street has paved shoulders and the posted speed limit in this section is 45 mph. Westlake Road Westlake Road is a County facility that is classified as a local street by both MDT and the City of Bozeman. Between Davis Lane and East Valley Center Road, Westlake Road has a gravel surface width of approximately 25 feet with no pavement markings. There is no posted speed limit on Westlake Road. Billings Clinic-Bozeman TIS 5 North 19th Avenue North 19th Avenue is classified as a principal arterial by both MDT and the City of Bozeman. Adjacent to the project site, North 19th Avenue has a four-lane, median-separated typical section with dedicated turn lanes at the intersections with Valley Center Road, Cattail Street, and two private approaches. There is an eight-foot wide multi-use path along the west side of the street between Cattail Street and Valley Center Road and on the east side along the frontage of the Ford dealership. The street has paved shoulders and a posted speed limit of 40 mph. North 27th Avenue North 27th Avenue is classified as a local street by MDT and as a collector by the City of Bozeman. North 27th Avenue has a two-lane typical section with paved shoulders starting at East Valley Center Road and extending south approximately 900 feet to the north property boundary for the Bozeman School District #7 property. The School District property has access onto North 27th Avenue and will continue to have access throughout construction. It is anticipated that the land will be sold and developed by the full phase scenario (2040). South of the school district property the typical section includes bike lanes in both directions, on-street, parallel parking on the west side, and both curb and gutter, and sidewalk on both sides. The sidewalk ends at Catron Street and begins again on the west side only at Cattail Street. The posted speed limit is 25 mph. Intersections The following paragraphs describe the existing major street intersections that are adjacent to the development site and will potentially be impacted by the new development. Davis Lane / East Valley Center Road The intersection of Davis Lane and East Valley Center Road is a three-legged intersection that is stop-controlled on the south approach (Davis Lane). All legs have single entering and exiting lanes (no auxiliary turn bays). Davis Lane / Westlake Road The intersection of Davis Lane and Westlake Road is a four-legged intersection that is stop-controlled on the east approach (Westlake Road) only. There is currently no control on the west approach, which is an unpaved private driveway. All legs have single entering and exiting lanes (no auxiliary turn bays). The west (private drive) approach is offset approximately 20 feet to the north (centerline to centerline) from the east (Westlake Road) approach. East Valley Center Road / Westlake Road The intersection of East Valley Center Road and Westlake Road is a three-legged intersection that is stop-controlled on the south approach (Westlake Road). All legs have single entering and exiting lanes (no auxiliary turn bays). East Valley Center Road / North 27th Avenue The intersection of East Valley Center Road and North 27th Avenue is a three-legged intersection that is stop-controlled on the south approach (North 27th Avenue). The south approach has dedicated left- and right-turn lanes, the east approach has dedicated thru and left-turn lanes, and the west approach has a single, shared-movement lane. All three intersection legs have single outbound lanes. Catamount Street / Davis Lane The intersection of Catamount Street and Davis Lane is a four-legged intersection that is stop-controlled on the east approach (Catamount Street). There is currently no control on the west leg, which is an unpaved private road (farm field access). All legs Billings Clinic-Bozeman TIS 6 have single entering and exiting lanes (no auxiliary turn bays) and the entering lane on each leg allows for all turning movements. The west (private road) approach is offset approximately 12 feet to the south (centerline to centerline) from the east (Catamount Street) approach. Catamount Street / North 27th Avenue The intersection of Catamount Street and North 27th Avenue is a four-legged intersection that is stop-controlled on the east and west approaches (Catamount Street). All legs have single entering and exiting lanes (no auxiliary turn bays). Catamount Street / East Valley Center Road The intersection of Catamount Street and East Valley Center Road is a four-legged intersection that is stop-controlled on the east and west approaches (Catamount Street). The north and south approaches each have two dedicated thru lanes and one median-separated, dedicated left-turn lane. The east and west legs each have a single entering lane with unrestricted turning movements. Note that the east leg serves as a private access approach for a hotel and a restaurant. Catron Street / North 27th Avenue The intersection of Catron Street and North 27th Avenue is a four-legged intersection that is stop-controlled on the east and west approaches (Catron Street). All legs have single entering and exiting lanes (no auxiliary turn bays). Cattail Street / Davis Lane The intersection of Cattail Street and Davis Lane is a four-legged intersection that is stop-controlled on the east and west approaches (Cattail Street). All legs have single entering and exiting lanes (no auxiliary turn bays). Cattail Street / North 27th Avenue The intersection of Cattail Street and North 27th Avenue is a three-legged intersection that is stop-controlled on the west leg (Cattail Street). All legs have single entering and exiting lanes (no auxiliary turn bays) Cattail Street / North 19th Avenue The intersection of Cattail Street and North 19th Avenue is a four-legged intersection that is controlled with a traffic signal. Each approach has a dedicated left-turn lane. The east and west approaches (Cattail Street) both have shared thru/right-turn lanes. The north approach (North 19th Avenue) has two dedicated thru lanes and a dedicated right-turn lane. The south approach has a dedicated thru lane and a shared thru/right-turn lane. The traffic signal operates with eight phases and is fully actuated. All four approaches are served by protected left-turn phases, and the southbound approach has a right-turn overlap. East Valley Center Road / North 19th Avenue The intersection of East Valley Center Road and North 19th Avenue is a four-legged intersection that is controlled with a traffic signal. The west approach (Valley Center Road) has a shared thru/left and a dedicated right-turn lane. The east approach has a dedicated left-turn lane and a shared thru/right lane. The north approach (North 19th Avenue) has two dedicated thru lanes and a both dedicated right-turn lane and left-turn lane. The south approach has dual, dedicated left-turn lanes, a dedicated thru lane and a shared thru/right-turn lane. The traffic signal is coordinated with the North 19th Avenue signals. The south approach is served by a protected left-turn phase, and the west approach has a right-turn overlap. Billings Clinic-Bozeman TIS 7 Bicycle/Pedestrian Facilities There are bike lanes on North 27th Avenue from Cattail Street north to the boundary between the School District #7 and Billings Clinic-Bozeman properties, as well as along Catamount Street between Davis Lane and North 27th Avenue. There is also a shared use path along the west side of North 27th Avenue between Cattail Street and Catamount Street. Additionally, there is a trail system within Cattail Creek Subdivision that extends throughout the general area connecting with other bike and pedestrian facilities. All subdivisions in the area also have developed sidewalks. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for the above-listed study area intersections on Thursday, June 14 and Thursday, June 21, 2018. Counts for two internal intersections (East Valley Center Road/North 27th Avenue PM peak and East Valley Center Road/Westlake Road) were estimated based on data from adjacent study area intersections. In general, the weekday peak hour periods were found to occur from 7:30 to 8:30 AM and 5:00 to 6:00 PM. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Due to inability to gather accurate traffic counts in 2020 as a result of Covid-19, existing conditions (2020 volumes) were calculated from 2018 counts with an annual growth rate of 4-percent for all movements. New traffic volume growth, as anticipated in the traffic impact studies from the nearby developments of Winco, Catron Crossing, Creekside Phase 1 and 2, and The Springs Living (currently at 40% occupancy), as well as others were included in the growth calculation. Figure 3 on the following page summarizes the resulting calculated Existing Conditions (2020) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Crash History Historical crash data was obtained from MDT for the 5-year period from January 1, 2013 through December 31, 2017. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Note that data was only available for five (5) study area intersections. Table 1 below illustrates the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2018 peak hour traffic counts and published historical ADT volumes from the MDT website. Crash rates for the study area intersections ranged from 0.08 crashes/MVE to 0.46 crashes/MVE. Table 1: Intersection Crash Frequency/Severity PDO Injury Fatality Frequency Severity Annual Crashes Frequency (crashes/MVE) Davis Lane & East Valley Center Road 7756 5 4 1 0 0.35 0.49 1.1 0.39 Catamount Street & North 27th Avenue 2406 2 1 0 1 0.46 2.07 0.4 0.46 Catron Street & North 27th Avenue 4217 2 1 1 0 0.26 0.52 0.6 0.39 Davis Lane & Cattail Street 6816 1 1 0 0 0.08 0.08 1.2 0.48 Cattail Street & North 19th Avenue 28841 15 11 4 0 0.28 0.43 3.2 0.30 2 Crashes reported from January 1, 2013 to December 31, 2017 3 Crash and severity rates expressed as crashes per million vehicles entering (MVE) based on MDT severity factors ⁴Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology 1 Daily Entering Volume (DEV) estimated from 2013 through 2017 MDT published ADTs. Intersection Crash Rates (per MVE3)Crash Type2013-2017 DEV1 Reported Crashes2 HSM Predictions⁴ Billings Clinic-Bozeman TIS 8 Figure 3: Existing Conditions (2020) Traffic Volumes Billings Clinic-Bozeman TIS 9 As a means of evaluating the historical crash frequency rates, Sanderson Stewart calculated expected rates using the predictive crash rate formulas in the American Association of State Highway Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane configurations, traffic signal phasing, and approach speeds. The calculation results in a crashes-per-year prediction. Sanderson Stewart then back-calculated a frequency rate on the basis of million vehicles entering for the sake of comparison with the actual historical crash rate. The results of the calculations for this study showed that the crash frequency prediction for the intersection of Catron Street and North 27th Avenue was approximately 50% higher than the calculated historical rate, while the prediction for the intersection of Davis Lane and Cattail Street was six times higher than the historical rate. For the remaining study area intersections that were analyzed, the predicted HSM rates were very similar to the historical rates. The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1. Severity index is defined as the weighted average by crash severity, including fatality, injury, and property damage only (PDO) crashes. Severity rate is defined as the crash rate multiplied by the severity index. Severity rates for study area intersections were in this case found to be relatively low with one exception. There was one fatal crash reported at the intersection of Catamount Street and North 27th Avenue, resulting in a severity rate of 2.07 that is more than four times the crash frequency rate. There were six injury crashes reported at three other intersections. Severity rate calculation results are also summarized in Table 1 (page 6). Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis, which showed that 73% of the reported crashes at the intersection of North 19th Avenue and Cattail Street were classified as rear-end collisions. This is a common crash type at signalized intersections because the signalized control is dynamic, thereby requiring that drivers recognize and react to changing conditions in real time. However, there are some specific and potentially correctable conditions that can cause an increase in rear-end collisions. Looking more closely at the individual crash reports for the intersection, 9 of the 11 rear end crashes occurred either northbound (8) or southbound (1) on North 19th Avenue where the speed limit is posted at 40 mph and 85th percentile speeds are likely higher yet. Therefore, it is possible that the higher speeds in the corridor are contributing to the high percentage of rear-end collisions. It is also worth noting that 4 of the 11 rear end crashes occurred under what was classified as icy or wet roadway conditions. Another potential contributing factor for rear end collisions at a signalized intersection is a yellow change interval that is too short for the prevailing operating speeds in that corridor. Based on the application of yellow change interval formulas from the Institute of Transportation Engineers (ITE) Traffic Engineering Handbook with assumed 45 mph thru-movement operating speeds and assumed 35 mph turning movement operating speeds, it was calculated that the “design” yellow change intervals should be 4.4 seconds for thru traffic, 3.7 seconds for turning traffic in the northbound direction, 4.2 seconds for through traffic, and 3.5 seconds for turning traffic in the southbound direction. The existing signal timing plan uses a change interval of Rear End Right Angle Sideswipe Lost Control Left Turn OD Head On Fixed Object Roll Over Total Davis Lane & East Valley Center Road 1 2 0 0 0 0 1 1 5 Catamount Street & North 27th Avenue 0 1 0 0 0 0 1 0 2 Catron Street & North 27th Avenue 0 2 0 0 0 0 0 0 2 Davis Lane & Cattail Street 0 0 1 0 0 0 0 0 1 Cattail Street & North 19th Avenue 11 1 0 1 1 1 0 0 15 Intersection Collision Type Table 2: Intersection Crash Collision Types Billings Clinic-Bozeman TIS 10 3.9 seconds for thru traffic and 3.0 seconds for left-turning traffic for both the northbound and southbound phases. The variance between actual and recommended design change interval may or may not be significant relative to the high percentage of rear-end crashes at this location. Other factors that typically contribute to a high occurrence of rear end crashes include poor signal visibility, a lack of dedicated turn lanes where high turning movement demands are prevalent, and poor signal coordination in a corridor. However, none of those factors seem to be an obvious issue for the North 19th Avenue/Cattail Street intersection. None of the other study area intersections for which crash data was available exhibited any significant collision type trends. As such, no further investigations related to collision type were pursued. Intersection Capacity Existing Conditions (2020) capacity calculations were performed for the signalized study area intersection using Synchro, Version 10, which relies on 2010 Highway Capacity Manual (HCM2010) (Transportation Research Board, 2010) methodologies and for the stop-controlled intersections using Highway Capacity Software (HCS7). The HCM defines level of service (LOS) as “a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience.” LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is generally considered as the minimum acceptable performance level for planning and design purposes in Bozeman. The results of the Existing Conditions (2020) intersection capacity calculations showed that all the study area unsignalized intersections operate at LOS C or better during the AM and PM peak hours. Projected 95th percentile queuing is minimal except at the two signalized intersections. Cattail Street/North 19th Avenue has queues on the east and westbound approaches during AM and PM peak hours. North 19th Avenue/East Valley Center Road has 95th percentile queuing on three of the approaches in the PM peak hour and one in the AM peak hour. North 19th Avenue/East Valley Center Road is at LOS D in the PM peak hour. Table 3 on the following page displays the results of the Existing Conditions (2020) capacity calculations. Capacity calculation worksheets for each of the study area intersections can be found in Appendix B. TRIP GENERATION An accurate estimate of site-generated traffic must be made to analyze the impacts of a new development. This study utilized Trip Generation, 10th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source for determining trip generation projections. For the purposes of this study, trip generation was calculated using several land use categories. Tables 4 and 5 (pages 11 and 12) illustrate the results of the trip generation calculations for the Phase 1 (2021) scenario and for the Full Buildout (2040) scenario, respectively. At full buildout and occupancy, the Billings Clinic-Bozeman mixed-use development is projected to generate a total of 18,889 gross average weekday trips with 1550 trips (1104 entering/446 exiting) generated during the AM peak hour and 1714 trips (618 entering/1096 exiting) generated during the PM peak hour. For Phase 1, the anticipated development is projected to generate 4448 gross average weekday trips with 374 trips (291 entering/83 exiting) generated during the AM peak hour and 427 trips (121 entering/306 exiting) generated during the PM peak hour. Billings Clinic-Bozeman TIS 11 Table 3: Existing Conditions (2020) Capacity Calculations Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 0.0 A 0 0.0 A 0 WB 0.6 A 0 0.1 A 0 NB 13.8 B 1 21.3 C 3 EB 8.8 A 0 9.0 A 0 WB 10.1 B 0 10.6 B 0 NB 0.0 A 0 0.1 A 0 SB 0.1 A 0 0.0 A 0 EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 NB 10.1 B 0 12.8 B 1 EB 0.0 A 0 0.0 A 0 WB 0.4 A 0 0.3 A 0 NB 10.6 B 1 12.9 B 1 WB 10.2 B 1 10.5 B 1 NB 0.0 A 0 0.0 A 0 SB 0.3 A 0 0.5 A 0 EB 9.6 A 1 10.0 A 1 WB 9.6 A 1 11.1 B 1 NB 1.8 A 0 1.0 A 0 SB 0.0 A 0 0.2 A 0 EB 9.9 A 1 10.3 B 1 WB 12.2 B 1 15.1 C 1 NB 2.7 A 1 1.8 A 1 SB 0.0 A 0 0.4 A 0 EB 10.5 B 1 11.9 B 1 WB 10.2 B 1 13.3 B 2 NB 1.4 A 0 1.8 A 0 SB 2.2 A 0 3.8 A 1 EB 12.8 B 1 22.5 C 2 WB 12.1 B 1 20.5 C 2 NB 0.0 A 0 0.1 A 0 SB 0.2 A 0 0.1 A 0 EB 9.4 A 1 9.8 A 1 NB 2.4 A 1 4.1 A 1 SB 0.0 A 0 0.0 A 0 EB 29.5 C 2 51.6 D 5 WB 42.1 D 1 78.4 E 4 NB 9.3 A 9 14.5 B 17 SB 10.1 B 13 16.3 B 17 Intersection 12.7 B --22.4 C -- EB 43.7 D 18 41.6 D 19 WB 33.4 C 1 39.8 D 2 NB 30.1 C 8 52.5 D 13 SB 18.2 B 12 23.3 C 10 Intersection 28.7 C --38.4 D -- Intersection Control One-Way Stop Controlled (NB) Intersection Approach Existing (2020) AM Peak PM Peak Davis Lane & E Valley Center Road Intersection Control Two-Way Stop Controlled (EB/WB) Davis Lane & Westlake Road Intersection Control One-Way Stop Controlled (NB) Westlake Road & E Valley Center Road Intersection Control One-Way Stop Controlled (NB) North 27th Avenue & E Valley Center Road Intersection Control One-Way Stop Controlled (WB) Catamount Street & E Valley Center Road Intersection Control Two-Way Stop Controlled (EB/WB) Catron Street & North 27th Avenue Davis Lane & Catamount Street Intersection Control Two-Way Stop Controlled (EB/WB) Catamount Street & North 27th Avenue Intersection Control Two-Way Stop Controlled (EB/WB) Intersection Control Two-Way Stop Controlled (EB/WB) Davis Lane & Cattail Street Intersection Control One-Way Stop Controlled (EB) Intersection Control Signalized North 19th Avenue & E Valley Center Rd Cattail Street & North 27th Avenue Intersection Control Signalized Cattail Street & North 19th Avenue Billings Clinic-Bozeman TIS 12 Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are those trips that do not have origins or destinations external to a project site. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange. Since Phase 1 development for this site is expected to include only targeted medical/medical office facilities, internal capture would likely be minimal. However, the Full Buildout (2040) land development plan is likely to generate a significant number of internal capture trips due to the mixed-used nature of the project. Using standard ITE procedures, the development is projected to generate 984 weekday IC trips (492 entering/492 exiting) with 144 IC trips (72 entering/72 exiting) during the AM peak hour and 210 IC trips (105 entering/105 exiting) during the PM peak hour. The IC trip calculation results for each individual and applicable land use are summarized in Table 5 (page 13). Internal capture calculation worksheets for this study are included in Appendix C. Pass-by trips are those trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to that site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets and gas stations. Once again, due to the nature of planned development, Phase 1 is not expected to generate a substantial volume of pass-by trips. Therefore, pass- by trips were considered as negligible for the Phase 1 analysis. However, since the project is ultimately planned to include a substantial amount of retail and restaurant development, pass-by trips are expected for the Full Buildout (2040) scenario. Based on standard ITE procedures, it was projected that 1216 pass-by trips (586 entering/630 exiting) will be generated on a typical weekday, including 52 pass-by trips (30 entering/22 exiting) during the AM peak hour and 84 pass-by trips (48 entering/36 exiting) during the PM peak hour. Table 5 (page 13) summarizes the pass-by trip calculations results. A portion of the external trips generated by the Billings Clinic-Bozeman mixed-use development could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. Residents of adjacent residential neighborhoods Intensity Units total enter exit total enter exit total enter exit Ambulatory Surgery Building 1 29.25 1000 ft 2 GFA 1116 558 558 108 84 24 96 28 68Clinic/Medical Office Building 2 95.75 1000 ft2 GFA 3332 1666 1666 266 207 59 331 93 238 Total Gross Trips 4448 2224 2224 374 291 83 427 121 306 (1) Ambulatory Surgery Building - Land Use 630* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 38.16 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 3.69 (78% entering/22% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.28 (29% entering/71% exiting) (2) Clinic/Medica Office Building - Land Use 720* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 34.80 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 2.78 (78% entering/22% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.46 (28% entering/72% exiting) *Trip Generation, 10th Edition, Institute of Transportation Engineers, 2017 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 Phase 1 Core Medical Campus Land Use Independent Variable Average Weekday AM Peak Hour PM Peak Hour Table 4: Trip Generation Summary – Phase 1 (2021) Billings Clinic-Bozeman TIS 13 Intensity Units total enter exit total enter exit total enter exit Clinical/Med Office Bldg¹ 124.75 1000 ft 2 GFA 4760 2380 2380 460 359 101 409 119 290 Internal Capture Trips** 29 10 19 10 5 5 3 1 2 Ambulatory Surgery Bldg² 40.5 1000 ft 2 GFA 1409 705 704 113 88 25 140 39 101 Internal Capture Trips** 9 3 6 4 2 2 1 0 1 Clinic Building/Office Bldg 2¹ 80 1000 ft 2 GFA 3053 1527 1526 295 230 65 262 76 186 Internal Capture Trips** 18 6 12 6 3 3 2 1 1 Hospital³ 450 1000 ft 2 GFA 4824 2412 2412 401 273 128 437 140 297 Internal Capture Trips** 101 34 67 36 17 19 11 3 8 General Office Building⁴25 1000 ft 2 GFA 244 122 122 29 25 4 29 5 24 Internal Capture Trips** 6 2 4 2 1 1 1 0 1 Shopping Center⁵60 1000 ft 2 GFA 2265 1133 1132 56 35 21 229 110 119 Internal Capture Trips** 362 185 177 23 14 9 87 42 45 Pass-By Trips** (Avg. Rate = 34%) 647 322 325 11 7 4 48 23 25 High-Turnover (Sit-Down) Restaurant⁶15 1000 ft 2 GFA 1683 842 841 149 82 67 147 91 56 Internal Capture Trips** 361 229 132 54 29 25 64 33 31 Pass-By Trips** (Avg. Rate = 43%) 569 264 305 41 23 18 36 25 11 Single-Family Detached Housing⁷35 Dwelling Units 330 165 165 26 7 19 35 22 13 Internal Capture Trips** 37 9 28 3 0 3 15 9 6 Multifamily Housing (Mid-Rise)⁸59 Dwelling Units 321 161 160 21 5 16 26 16 10 Internal Capture Trips** 61 14 47 6 1 5 26 16 10 18889 9447 9442 1550 1104 446 1714 618 1096 984 492 492 144 72 72 210 105 105 1216 586 630 52 30 22 84 48 36 16689 8369 8320 1354 1002 352 1420 465 955 (1) Clinic/Med Office Bldg - Land Use 630* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 38.16 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 3.69 (78% entering/22% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.28 (29% entering/71% exiting) (2) Ambulatory/Surgery Building - Land Use 720* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 34.8 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 2.78 (78% entering/22% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.46 (28% entering/72% exiting) (3) Hospital - Land Use 610* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 10.72 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.89 (68% entering/32% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.97 (32% entering/68% exiting) (4) General Office Building - Land Use 710* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 9.74 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 1.16 (86% entering/14% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 1.15 (16% entering/84% exiting) (5) Shopping Center - Land Use 820* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 37.75 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.94 (62% entering/38% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.81 (48% entering/52% exiting) (6) High-Turnover (Sit-Down) Restaurant - Land Use 932* Units = 1000 ft 2 Gross Floor Area (GFA) Average Weekday: Average Rate = 112.18 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 9.94 (55% entering/45% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 9.77 (62% entering/38% exiting) (7) Single-Family Detached Housing - Land Use 210* Units = Dwelling Units Average Weekday: Average Rate = 9.44 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.74 (25% entering/75% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.99 (63% entering/37% exiting) (8) Multifamily Housing (Mid-Rise) - Land Use 221* Units = Dwelling Units Average Weekday: Average Rate = 5.44 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.36 (26% entering/74% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.44 (61% entering/39% exiting) *Trip Generation, 10th Edition, Institute of Transportation Engineers, 2017 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 Land Use Independent Variable Average Weekday AM Peak Hour PM Peak Hour Core Medical Campus Total Gross Trips Total Internal Capture Trips Total Pass-By Trips Total New External Personal Vehicle Auxiliary Site Development Table 5: Trip Generation Summary – Full Buildout (2040) Billings Clinic-Bozeman TIS 14 or people staying at nearby, off-site hotels could potentially walk or bike to the project site. That said, sidewalks and multi-use trails are intermittent in this area, a fact that makes such trips less likely until better infrastructure is in place. In terms of transit potential, the closest Streamline Bus stop is at the intersection of Catron Street and North 27th Avenue, which is over ½ mile from the site. Finally, since a majority of the trips to this development are generated by medical land uses, those trips may be less likely to be made via alternate mode options. Given the above considerations, alternate mode trips were conservatively assumed to be negligible for the purposes of this study. With adjustments made for internal capture and pass-by trips, at full buildout, the Billings Clinic-Bozeman mixed-use development is projected to generate 16,689 net new external vehicular trips on a typical weekday with 1354 trips (1002 entering/352 exiting) during the AM peak hour and 1420 trips (465 entering/955 exiting) during the PM peak hour. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes and/or simple inspection of existing traffic patterns within the project area. For this study, Sanderson Stewart calculated the trip distribution scheme using projected (2040) traffic volumes for the study area streets from the City of Bozeman Transportation Master Plan (TMP) and the “Streets of Bozeman” Story Map. Volumes were evaluated and used to calculate separate distributions for the residential/commercial portion and the hospital portion of the development based on reasonable expected routes for the land uses. The percentage of trips expected for each land use group were used to weight the two distributions and calculate a composite distribution for the Full Buildout (2040) scenario. For Phase 1 analysis, the same distribution was used but volumes from roadway connections that are not expected to be completed by 2021 were routed through the existing network. Figures 4 and 5 (pages 15 and 16) present the calculated trip distribution schemes for Phase 1 (2021) and Full Buildout (2040), respectively. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, the primary site-generated trips for the Billings Clinic-Bozeman mixed-use development were assigned to the study area roadway network. Pass-by trips were assigned using a distribution calculated from the existing conditions counts since pass-by trips are inherently part of the existing traffic demand pattern. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figures 4 and 5 for Phase 1 (2021) and Full Buildout (2040) scenarios, respectively. TRAFFIC IMPACTS Traffic Volumes For the purposes of this study, based on information from the Client, it was assumed that Phase 1 buildout and occupancy for Billings Clinic mixed-use site development would occur by the end of calendar year 2021, and that full buildout and occupancy of the entire development would occur by 2040. In addition to the site-generated traffic from the subject development, background traffic volumes are also expected to increase for study area streets and intersections due to general growth in the Billings Clinic-Bozeman TIS 15 Figure 4: Phase 1 (2021) Trip Distribution and Assignments Billings Clinic-Bozeman TIS 16 Figure 5: Full Buildout (2040) Trip Distribution and Assignment Billings Clinic-Bozeman TIS 17 Bozeman area. New developments since 2018, including a new residential living facility (The Springs Living) that is currently at 40 percent occupancy and an anticipated light manufacture of small goods (Catron Crossing) have contributed to a slight growth of traffic volumes in the surrounding area. To account for the growth, Sanderson Stewart reviewed projected volume conditions from the Bozeman TMP, the “Streets of Bozeman” Story Map, and data provided by MDT. It was determined that an annual background growth rate of 4-percent for Phase 1 was conservative. For modeling ambient growth for the full build out a growth rate of 2.25 percent is appropriate for movements on North 19th Avenue and East Valley Center Road, and 1.50 percent for all other movements and intersections. Figures 6 and 7 (pages 18 and 19) illustrate the projected AM and PM peak hour traffic volume projections that were calculated for this study for the Phase 1 (2021) and Full Buildout (2040) scenarios, respectively. Intersection Capacity Sanderson Stewart initially performed peak hour intersection capacity calculations for the Phase 1 (2021) and Full Buildout (2040) scenarios based on existing lane configurations and traffic control features. The site access intersections were presumed to be stop-controlled and to have single-lane approaches for the purposes of this analysis with exception of Cattail Street/North 19th Avenue and North 19th Avenue/E Valley Center Road. Tables 6 and 7 (pages 20-21 and 22-23) show the results of the Phase 1 (2021) and Full Buildout (2040) scenario capacity calculations, respectively. The Phase 1 (2021) scenario capacity calculation results showed that four study area intersections are projected to exhibit substandard LOS conditions on one or more approaches. Davis Lane/East Valley Center Road, a one-way stop controlled intersection, has a LOS D on the northbound approach during the PM peak hour. Davis Lane/Cattail Street, a two-way stop controlled intersection, has queues on the East and West bound approaches during the PM peak hour. Cattail Street/North 19th Avenue had queues on the westbound direction during both the AM and PM peak hours. During the PM peak hour it also projected lengthy queueing on the eastbound approach. The intersection where approach queues are projected to be lengthy in most directions, including the overall LOS performance for the signalized intersection, is at the North 19th Avenue/East Valley Center Road. This intersection is projected to have lengthy queues in the eastbound direction both during AM and PM peak hour, but also substandard LOS in the WB, NB and SB approaches in the PM peak hour. This intersection has a LOS D for the northbound and southbound approaches of North 19th Avenue at the Cattail Street intersection. The Full Buildout (2040) scenario capacity calculation results showed that seven study area intersections are projected to exhibit substandard LOS conditions on one or more approaches. The one-way stop-controlled intersection of Davis Lane/East Valley Center Road is predicted to operate at LOS D and F, on the minor approach during AM and PM peak hour, respectively. North 27th Avenue/East Valley Center Road is predicted to operate at a LOS F on the minor approach during the PM peak hour. The two-way stop-controlled intersections of Catamount Street/East Valley Center Road and Davis Lane/Cattail Street operate at LOS D or F in the PM peak hour on both minor approaches (eastbound and westbound directions). Catamount Street/East Valley Center Road also operates at LOS F on the minor approach during the AM peak hour. The signalized intersections of Cattail Street/North 19th Avenue and North 19th Avenue/East Valley Center Road are predicted to have 95th percentile queues that are lengthy on all approaches primarily during the PM peak hour; North 19th Avenue/East Valley Center Road is also predicted to operate at a substandard level on three approaches in the peak AM hour. The East Valley Center Road/site access intersection is projected to have queueing in the minor approach during the PM peak hour. All other site access intersections are projected to operate at LOS B or better during AM and PM peak hours with minimal projected 95th percentile queuing. Detailed capacity calculation worksheets for the Phase 1 (2021) and Full Buildout (2040) traffic projection scenarios are included in Appendix D. Billings Clinic-Bozeman TIS 18 Figure 6: Phase 1 (2021) Traffic Volumes Billings Clinic-Bozeman TIS 19 Figure 7: Full Buildout (2040) Traffic Volumes Billings Clinic-Bozeman TIS 20 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 0.0 A 0 0.0 A 0 WB 0.6 A 0 0.1 A 0 NB 14.4 B 1 27.8 D 5 EB 8.8 A 0 9.0 A 0 WB 9.9 A 0 10.6 B 0 NB 0.0 A 0 0.1 A 0 SB 0.2 A 0 0.0 A 0 EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 NB 11.5 B 0 13.8 B 0 EB 0.0 A 0 0.0 A 0 WB 0.1 A 0 0.2 A 0 NB 14.1 B 1 17.0 C 2 WB 10.1 B 1 10.9 B 1 NB 0.0 A 0 0.0 A 0 SB 0.2 A 0 0.5 A 0 EB 10.1 B 1 11.0 B 1 WB 10.3 B 1 12.3 B 1 NB 0.6 A 0 0.9 A 0 SB 0.0 A 0 0.1 A 0 EB 10.3 B 1 11.8 B 1 WB 15.1 C 1 18.6 C 1 NB 1.1 A 1 1.6 A 1 SB 0.0 A 0 0.2 A 0 EB 11.2 B 1 13.8 B 2 WB 10.9 B 1 16.5 C 3 NB 0.7 A 0 1.4 A 0 SB 1.8 A 0 2.1 A 1 Intersection Control One-Way Stop Controlled (NB) Intersection Approach Phase 1 (2021) AM Peak PM Peak Davis Lane & E Valley Center Road Intersection Control Two-Way Stop Controlled (EB/WB) Davis Lane & Westlake Road Intersection Control One-Way Stop Controlled (NB) Westlake Road & E Valley Center Road Intersection Control One-Way Stop Controlled (NB) North 27th Avenue & E Valley Center Road Intersection Control One-Way Stop Controlled (WB) Davis Lane & Catamount Street Intersection Control Two-Way Stop Controlled (EB/WB) Catamount Street & North 27th Avenue Intersection Control Two-Way Stop Controlled (EB/WB) Catamount Street & E Valley Center Road Intersection Control Two-Way Stop Controlled (EB/WB) Catron Street & North 27th Avenue Table 6: Phase 1 (2021) Capacity Calculations Billings Clinic-Bozeman TIS 21 Table 6: Phase 1 (2021) Capacity Calculations cont. Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 13.3 B 1 26.5 D 3 WB 12.7 B 1 28.8 D 3 NB 0.0 A 0 0.2 A 0 SB 0.2 A 0 0.1 A 0 EB 10.3 B 1 10.8 B 1 NB 1.7 A 1 3.9 A 1 SB 0.0 A 0 0.0 A 0 EB 28.7 C 2 49.8 D 6 WB 46.4 D 1 77.4 E 5 NB 10.2 B 11 18.8 B 22 SB 11.0 B 13 20.2 C 21 Intersection 13.7 B --25.6 C -- EB 42.4 D 20 59.8 E 28 WB 31.6 C 1 39.7 D 2 NB 34.8 C 8 75.2 E 14 SB 22.8 C 13 27.8 C 11 Intersection 31.5 C --53.0 D -- EB 0.0 A 0 0.0 A 0 WB 5.8 A 1 1.7 A 1 NB 12.4 B 1 14.2 B 2 EB 8.5 A 1 8.8 A 1 NB 6.2 A 1 1.9 A 1 SB 0.0 A 0 0.0 A 0 Intersection Control Two-Way Stop Controlled (EB/WB) Intersection Approach Phase 1 (2021) AM Peak PM Peak Davis Lane & Cattail Street Intersection Control One-Way Stop Controlled (EB) Cattail Street & North 27th Avenue Intersection Control Signalized North 27th Avenue & Site Access E Valley Center Road & Site Access Intersection Control One-Way Stop Controlled (EB) Cattail Street & North 19th Avenue Intersection Control One-Way Stop Controlled (NB) Intersection Control Signalized North 19th Avenue & E Valley Center Road Billings Clinic-Bozeman TIS 22 Table 7: Full Buildout (2040) Capacity Calculations Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 0.0 A 0 0.0 A 0 WB 0.6 A 0 0.2 A 0 NB 33.9 D 5 1552.1 F 94 EB 9.2 A 0 9.3 A 0 WB 11.2 B 1 12.6 B 1 NB 0.0 A 0 0.0 A 0 SB 1.1 A 1 0.4 A 0 EB 0.0 A 0 0.0 A 0 WB 5.6 A 1 1.9 A 1 NB 17.3 C 1 21.6 C 3 EB 0.0 A 0 0.0 A 0 WB 2.4 A 1 1.4 A 1 NB 23.0 C 2 329.4 F 31 EB 12.5 B 1 14.8 B 1 WB 13.1 B 1 15.9 C 1 NB 0.0 A 0 0.0 A 0 SB 0.2 A 0 0.4 A 0 EB 12.9 B 2 14.1 B 2 WB 13.9 B 1 18.3 C 2 NB 3.6 A 1 2.2 A 1 SB 0.6 A 0 0.5 A 0 EB 14.8 B 2 30.7 D 4 WB 108.8 F 6 317.5 F 10 NB 1.1 A 1 1.8 A 1 SB 0.0 A 0 0.2 A 1 EB 14.1 B 1 22.7 C 3 WB 13.1 B 1 62.5 F 14 NB 0.6 A 0 1.3 A 1 SB 1.5 A 1 1.9 A 1 EB 22.0 C 2 629.8 F 31 WB 19.7 C 2 868.4 F 39 NB 0.0 A 0 0.2 A 0 SB 0.2 A 0 0.1 A 0 EB 12.4 B 1 14.2 B 2 NB 1.3 A 1 3.7 A 1 SB 0.0 A 0 0.0 A 0 Davis Lane & Cattail Street Intersection Control One-Way Stop Controlled (EB) Cattail Street & North 27th Avenue Intersection Control One-Way Stop Controlled (NB) Intersection Approach Full Buildout (2040) AM Peak PM Peak Davis Lane & E Valley Center Road Intersection Control Two-Way Stop Controlled (EB/WB) Davis Lane & Westlake Road Intersection Control One-Way Stop Controlled (NB) Westlake Road & E Valley Center Road Intersection Control One-Way Stop Controlled (WB) Intersection Control One-Way Stop Controlled (NB) North 27th Avenue & E Valley Center Road Catamount Street & E Valley Center Road Davis Lane & Catamount Street Intersection Control Two-Way Stop Controlled (EB/WB) Catamount Street & North 27th Avenue Intersection Control Two-Way Stop Controlled (EB/WB) Intersection Control Two-Way Stop Controlled (EB/WB) Catron Street & North 27th Avenue Intersection Control Two-Way Stop Controlled (EB/WB) Billings Clinic-Bozeman TIS 23 Table 7: Full Buildout (2040) Capacity Calculations cont. Avg LOS 95th % Avg LOS 95th % EB 28.9 C 4 37.5 D 13 WB 45.9 D 2 76.6 E 8 NB 25.4 C 25 56.5 E 55 SB 19.7 B 28 122.9 F 49 Intersection 23.9 C --77.3 E -- EB 142.3 F 40 308.9 F 56 WB 30.8 C 1 41.0 D 3 NB 145.5 F 13 222.0 F 27 SB 40.7 D 22 72.2 E 19 Intersection 97.9 F --191.3 F -- WB 10.1 B 1 13.8 B 2 NB 0.0 A 0 0.0 A 0 SB 5.7 A 1 6.3 A 1 EB 10.2 B 1 11.9 B 1 WB 11.7 B 1 11.9 B 1 NB 3.6 A 1 1.1 A 1 SB 0.0 A 0 0.0 A 0 EB 10.3 B 1 10.9 B 1 WB 20.9 C 1 23.1 C 1 NB 1.3 A 1 1.3 A 1 SB 0.2 A 0 0.2 A 0 EB 0.0 A 0 0.0 A 0 WB 2.5 A 1 0.8 A 1 NB 16.8 C 1 19.8 C 2 WB 11.2 B 1 12.5 B 1 NB 0.0 A 0 0.0 A 0 SB 2.0 A 1 0.8 A 1 EB 10.6 B 1 13.2 B 2 NB 5.3 A 1 1.5 A 1 SB 0.0 A 0 0.0 A 0 EB 3.6 A 1 1.2 A 0 WB 0.5 A 0 3.6 A 1 NB 9.3 A 1 10.4 B 1 SB 11.1 B 1 13.1 B 2 EB 0.0 A 0 0.0 A 0 WB 3.8 A 1 2.5 A 1 NB 9.5 A 1 10.1 B 1 EB 0.0 A 0 0.0 A 0 WB 6.2 A 1 2.6 A 1 NB 9.3 A 1 9.5 A 1 Two-Way Stop Controlled (NB/SB) One-Way Stop Controlled (EB) One-Way Stop Controlled (WB) One-Way Stop Controlled (NB) Intersection Approach Full Buildout (2040) AM Peak PM Peak Intersection Control Signalized Intersection Control One-Way Stop Controlled (WB) Cattail Street & N 27th Avenue Extension Cattail Street & North 19th Avenue Intersection Control E Valley Center Road & Site Access Intersection Control Davis Lane & Site Access Intersection Control North 27th Avenue & Site Access Intersection Control Intersection Control Signalized North 19th Avenue & E Valley Center Road Westlake Road & West Site Access Intersection Control Two-Way Stop Controlled (EB/WB) North 27th Avenue & Honor Lane Intersection Control Two-Way Stop Controlled (EB/WB) E Valley Center Road & Honor Lane Intersection Control One-Way Stop Controlled (NB) Westlake Road & East Site Access Intersection Control One-Way Stop Controlled (NB) Catamount Street & Warbler Way/Site Access Billings Clinic-Bozeman TIS 24 Mitigation Alternatives Sanderson Stewart evaluated a variety of potential mitigation improvement options to address projected impacts for study area streets and intersections. The following paragraphs provide details on that analysis. The Bozeman TMP recommends improvements to several streets and intersections in the study area. Corridor improvement recommendations include: 1. East Valley Center Road widened to a three-lane urban principal arterial standard west of North 27th Avenue 2. Davis Lane widened to a five-lane urban minor arterial standard between Baxter Lane and East Valley Center Road 3. North 27th Avenue widened to a three-lane urban collector standard between Baxter Lane and East Valley Center Road 4. Cattail Street widened to a three-lane urban collector between Davis Lane and Harper Puckett Road and between North 19th Avenue and North 27th Avenue. 5. Catamount Street improvements from North 27th Avenue to Valley Center Road to a two- lane urban minor arterial standard. Intersection improvements recommended in the Bozeman TMP include: 1. Installation of a single-lane roundabout or traffic signal (with additional geometric improvements) when warrants are met at the intersections of Davis Lane/Catamount Street and Davis Lane/Cattail Street 2. Installation of a traffic signal when warrants are met at the intersection of Davis Lane/East Valley Center Road, with a recommended lane configuration to include northbound left and right-turn bays, a westbound left-turn bay, and an eastbound right-turn lane. 3. Installation of a traffic signal at North 27th Avenue/Valley Center Road (with additional geometric improvements) when warrants are met, with potential lane configuration modifications including the addition of an eastbound right- turn lane. Pedestrian/bicycle improvements recommended in the Bozeman TMP include: 1. Installation of a crosswalk and Rectangular Rapid Flashing Beacons (RRFB) at the intersection of Davis Lane/Cattail Street 2. Installation of bike lanes on North 19th Avenue south of East Valley Center Drive 3. Installation of a shared use path along East Valley Center Drive between North 19th Avenue and Catamount Street None of these improvement projects are designed or programmed for construction as of this writing. As such, the baseline condition for analysis was that the improvements will not be in place by 2040. However, the recommended project improvements were considered as potential mitigation alternatives through our analysis. Auxiliary turn lane warrants were evaluated for study area intersections that exhibited peak hour intersection capacity deficiencies and/or high turning movement demands for the Existing Conditions (2020), Phase 1 (2021), and Full Buildout (2040) scenarios. The analysis was completed using the methodology outlined in MDT’s Traffic Engineering Manual (November 2007). Table 8 on the following page shows the results of the analysis for the study area intersections where auxiliary turn lane warrants were found to be met. Auxiliary turn lane warrant worksheets for those intersections are included in Appendix E. Additionally, it is recommended in the Bozeman TMP that auxiliary left-turn and right-turn lanes be Billings Clinic-Bozeman TIS 25 constructed on the northbound approach at the intersection of Davis Lane/East Valley Center Road, a westbound left-turn lane bay and eastbound right-turn lane as a future capital improvements project. Our analysis also confirms a warranted eastbound right-turn lane at Davis Lane/East Valley Center Road for existing conditions. With Phase 1 projections a westbound left-turn lane is warranted at the intersection of East Valley Center Road/Site Access. Traffic signal warrants were also evaluated for the four unsignalized study area intersections experiencing LOS deficiencies based on Full Buildout (2040) scenario traffic volume projections using the criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and other considerations. For the purposes of this analysis, all but Warrants 4, 5, and 9 (Pedestrian Volume, School Crossing, and Intersection Near a Grade Crossing) were evaluated. Those warrants were not evaluated because there are no schools or railroad crossings near the site, and pedestrian demand at the intersections are very light even during peak hours compared to what would be required to meet the warrant. The results of the traffic signal warrant analyses are shown in Table 9 on page 27. Traffic signal warrant worksheets for the Full Buildout (2040) scenario are included in Appendix E. The traffic signal warrants analysis results showed that three of the volume-based traffic signal warrants are projected to be met for the intersections of Davis Lane, North 27th Avenue and Catamount Street with East Valley Center Road for the Full Buildout (2040) scenario. However, for the East Valley Center Road/Catamount Street intersection, a majority (nearly 95%) of the traffic demand on the higher-volume minor (eastbound) approach are right-turn movements. Although there is not currently an auxiliary right-turn bay on that approach now, the addition of a dedicated right-turn lane would invoke the subjective question of whether or not the eastbound right-turn movement demands should be included in the warrant analysis. The MUTCD directs that the engineer should use discretion in this determination based on whether or not a right-turn movement in a dedicated lane can be made with “low conflict.” In prior studies completed for and by MDT, when this situation has arisen, the typical approach has been to evaluate warrants under three conditions: 1) with no reduction in right turns; 2) with a 50% reduction in right turns; and 3) with a 100% reduction in right-turns. For the East Valley Center Road/Catamount Street intersection, the complete removal of right-turns and would result in none of the MUTCD traffic AM PM AM PM AM PM AM PM AM PM AM PM EB Right-Turn Lane YES YES NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NB Left-Turn Lane NO NO SB Right-Turn Lane NO NO NO NO SB Left-Turn Lane NO NO EB Right-Turn Lane YES YES NO NO NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO YES YES NB Right-Turn Lane NO NO NO YES NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO NO NO SB Left-Turn Lane NO NO EB Right-Turn Lane YES YES YES YES YES NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO YES NO NB Right-Turn Lane NO NO NO YES NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO YES YES NO SB Left-Turn Lane NO NO TURN LANE WARRANTS Davis Lane & E Valley Center Rd N 27th Ave & Site Access 2021 2040 2020 E Valley Center Rd & Catamount Street Davis Lane & Cattail Street N 27th Ave & E Valley Center Rd E Valley Center Rd & Site Access Table 8: Full Buildout (2040) Auxiliary Turn Lane Warrant Summary Billings Clinic-Bozeman TIS 26 signal warrants being met, but with no reduction and even 50% reduction of right-turn movements, the four and eight-hour volumes would meet warrants. In this case, given that the warrants are met for four and eight-hour future projected traffic demand, Sanderson Stewart would consider that the volume-based traffic signal warrants would be met for the East Valley Center Road/Catamount Street intersection. Only the Peak Hour warrant is projected to be met for the intersection of Davis Lane and Cattail Street. The Peak Hour warrant is generally intended for application for intersections near a facility that discharges a high volume of traffic in a very short duration (such as a school or a factory with shift-based operations). As such, most jurisdictions are hesitant to install a traffic signal on the basis of only the Peak Hour warrant being met unless those special conditions exist, which in this case, they do not. Therefore, although the Peak Hour warrant is projected to be met, Sanderson Stewart does not consider traffic signal warrants to be met for the Davis Lane/Cattail Street intersection. Since multiple traffic signal warrants are projected to be met for the East Valley Center Road/Davis Lane intersection for the Full Buildout (2040) analysis scenario, Sanderson Stewart performed signalized intersection capacity calculations for that intersection to gauge performance of those potential improvements and to evaluate lane configurations and signal phasing that would be appropriate for the intersections with signalized control. The calculations results showed that traffic signals with basic two-phased, semi-actuated control and existing lane configurations would result in LOS B or better operations on all approaches for the intersection. Sanderson Stewart also evaluated roundabout operations for the intersection with the analysis results showing the intersection would operate well as a single-lane roundabout. All approaches were predicted to be operating at LOS A in AM peak hour and all approaches in PM peak hour would operate at LOS A with exception of eastbound East Valley Center Road, which would operate at LOS C. As was previously reported, traffic signal warrants are met based on Design Year (2040) traffic volume projections for the intersection of East Valley Center Road and Catamount Street. No auxiliary turn lane improvements are projected to be warranted for that intersection, but an eastbound (minor approach) right-turn bay may be advisable due to the high demand for that movement. Projected turning movement volumes are not well-balanced between the mainline and minor approaches, so all-way stop control would likely not be an appropriate fix, except possibly as a short-term interim solution. Intersection capacity calculations did show that a single-lane roundabout would operate very well at the intersection, resulting in all approaches operating at LOS A. It is also expected that a traffic signal with semi-actuated control to give substantial priority to mainline traffic would also operate very well for this intersection. Traffic signal warrants are also not considered to be met based on Design Year (2040) traffic volume projections for the intersection of Davis Lane and Cattail Street. The addition of warranted auxiliary northbound and southbound right-turn lanes for the intersection is also not projected to substantially improve peak hour LOS conditions. The Bozeman TMP- recommended widening of Davis Lane to a five-lane urban section was modeled and found to provide little improvement to capacity/LOS conditions, with the minor legs still experiencing LOS E and F during the PM peak hour. Here again, projected turning movement volumes are not well-balanced between the mainline and minor approaches, so all-way stop control would likely not be an appropriate fix, except possibly as a short-term interim solution. Intersection capacity calculations showed that a single-lane roundabout would operate very well at the intersection as well, resulting in all approaches operating at LOS A with exception to southbound PM peak traffic on Davis Lane, operating at LOS B. It is also expected that a traffic signal with semi-actuated control to give substantial priority to mainline traffic would also operate very well for this intersection. Billings Clinic-Bozeman TIS 27 The signalized intersection of North 19th Avenue and Cattail Street is projected to experience substandard LOS during the AM and PM peak hours. Several timing and phasing alternatives were evaluated to assess whether they would improve LOS and queuing. One alternative was to alter the west (eastbound) approach to provide a dedicated right-turn bay (thereby separating left-turn, thru, and right-turn movements), and to implement a right-turn overlap phase for that approach. Doing so improved operational metrics considerably, particularly for the eastbound approach, but the intersection as a whole and two of the four approaches are still projected to operate at LOS D during the PM peak hour. Only the addition of thru lanes on the northbound and southbound approaches is projected to improve capacity to LOS C or better for all approaches during both peak hours. However, that would require an extensive lane expansion/corridor widening project for the North 19th Avenue corridor. The signalized intersection of North 19th Avenue and East Valley Center Road is projected to experience substandard LOS during the AM and PM peak hours. Several timing and phasing alternatives were evaluated to assess whether they would improve LOS and queuing. One alternative was to alter the west (eastbound) approach to provide two east bound left-turn bays (thereby separating left-turn, thru, and right-turn movements). Doing so improved operational metrics, but the intersection as a whole and three of the four approaches are still projected to operate at LOS D or E during both AM and PM peak hour. The intersection capacity calculation results for the above-described mitigation improvement analyses are summarized in Table 10 on the following page. Detailed capacity calculation worksheets for these scenarios, as well as the calculation worksheets with warranted turn lanes modeled, are included in Appendix F.    x x    x x   x x  -- -- -- -- -- -- -- -- -- -- -- -- x x x x x x x x x x x x     x -- -- -- -- -- -- Yes     No x x 8. Roadway Network Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System 7. Crash History 9. Intersection Near a Grade Crossing East Valley Center Road & Catamount Street (100% EB RTs) Davis Lane & Cattail Street E Valley Center Road & Davis Lane Full Buildout (2040) TRAFFIC SIGNAL WARRANTS East Valley Center Road & Catamount Street (50% EB RTs) East Valley Center Road & Catamount Street (0% EB RTs) E Valley Center Road & N 27th Ave Table 9: Full Buildout (2040) Traffic Signal Warrant Summary Billings Clinic-Bozeman TIS 28 Table 10: Full Buildout (2040) – Improved Capacity Calculations Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 7.8 A 12 15.4 B 13 WB 3.7 A 3 12.1 B 14 NB 12.8 B 5 16.8 B 7 Intersection 12.8 B --14.4 B -- EB 9.2 A 6 7.4 A 4 WB 4.9 A 1 16.7 C 11 NB 7.9 A 2 9.7 A 3 Intersection 8.3 A --11.6 B -- EB 4.9 A 6 7.5 A 10 WB 5.4 A 4 7.0 A 7 NB 13.9 B 2 14.8 B 5 Intersection 5.7 A --9.0 A -- EB 9.1 A 4 8.6 A 4 WB 7.2 A 3 9.8 A 4 NB 6.0 A 1 12.0 B 4 Intersection 8.0 A --9.8 A -- Intersection Control EB 11.2 B 2 14.4 B 2 WB 9.9 A 2 12.6 B 2 NB 5.6 A 3 5.3 A 3 SB 5.3 A 3 4.9 A 4 Intersection 6.2 A --6.2 A -- Intersection Control EB 7.4 A 1 8.8 A 1 WB 6.3 A 1 6.3 A 1 NB 5.2 A 2 5.8 A 2 SB 5.7 A 2 7.0 A 2 Intersection 5.7 A --6.6 A -- Intersection Control EB 8.4 A 3 13.0 B 6 WB 8.2 A 2 13.1 B 6 NB 6.9 A 5 7.6 A 10 SB 6.4 A 4 6.8 A 8 Intersection 7.1 A --8.7 A -- Intersection Control EB 5.2 A 1 8.1 A 2 WB 5.2 A 1 8.8 A 2 NB 6.4 A 2 10.8 B 5 SB 5.3 A 2 9.4 A 4 Intersection 5.7 A --9.7 A -- Intersection Control EB 36.3 D 7 38.3 D 16 WB 39.0 D 3 46.4 D 7 NB 15.2 B 10 31.5 C 22 SB 1.8 A 5 19.3 B 24 Intersection 12.4 B --28.8 C -- Intersection Control EB 47.6 D 15 40.8 D 19 WB 43.0 D 2 66.7 E 2 NB 21.0 C 9 8.5 A 12SB35.2 D 15 59.8 E 16 Intersection 34.9 C --37.0 D -- Addition of 2 EB left-turn bays, NB/SB thru lanes North 19th Avenue & East Valley Center Road North 19th Avenue & Cattail Street Signalized Roundabout Signalized Roundabout Addition of EB right & left-turn bays, NB/SB thru lanes Intersection Control Signalized East Valley Center Road & North 27th Avenue Intersection Control Roundabout East Valley Center Road & North 27th Avenue East Valley Center Road & Catamount Street East Valley Center Road & Catamount Street Davis Lane & Cattail Street East Valley Center Road & Davis Lane East Valley Center Road & Davis Lane Intersection Control Approach Full Buildout (2040) Improved AM Peak PM Peak Intersection Control Signalized Intersection Control Roundabout Davis Lane & Cattail Street Billings Clinic-Bozeman TIS 29 CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the Billings Clinic-Bozeman site development project will generate a substantial volume of new traffic demand for area streets and intersections once the subdivision is fully developed. The conceptual development plan proposes construction of approximately 695,250 square-feet of medical office and hospital facilities, 100,000 square-feet of commercial space, and 94 apartment-style residential dwelling units. A multi-level parking garage and a public transit station, as well as development of 9.5 acres of park/open space is also proposed. Full buildout and occupancy of the entire project is projected for completion by approximately 2040. The proposed land uses associated with Phase 1 of the project (medical office and ambulatory surgery facilities) would account for approximately 20-25% of the full buildout trip generation with a projected buildout and occupancy time frame of late 2021. The Existing Conditions (2020) traffic scenario analysis showed that all study area non-signalized intersections currently operate at LOS C or better during both peak periods. Cattail Street/North 19th Avenue and North 19th Avenue/East Valley Center Road both predict LOS D or E on east and west bound approaches during the AM and PM peak hours. North 19th Avenue and East Valley Center Road intersection also has queueing on the northbound approach in the PM peak hour. Although the intersections have no delay deficiencies, there is an eastbound right-turn lane warranted during the PM peak hour at the intersection of Davis Lane/East Valley Center Road for Existing Conditions (2020). The crash and severity rates for the existing study area intersections were found to be identical to or less than HSM predicted rates, implying that from a crash frequency standpoint, there may not be any particularly concerning trends or patterns within the study area. The analysis results did show a high number of rear end crashes reported at the intersection of North 19th Avenue/Cattail Street, which could be caused in part by relatively high speeds (40 mph) in the corridor, or inadequate yellow change intervals (as compared with ITE-recommended design values), or other factors less controllable such as poor roadway conditions during inclement weather periods. Phase 1 development is expected to be complete by the end of 2021. An analysis of projected intersection capacity for the Phase 1 (2021) traffic projection scenario showed that most study area unsignalized intersections would operate at LOS C or better during both the AM and PM peak hour periods. The exceptions to this were Davis Lane at East Valley Center Road, which had a PM peak queue in the northbound direction, and Davis Lane/Cattail Street, which had a PM peak LOS D on the east and westbound approaches. Both existing signalized intersections at Cattail Street/North 19th Avenue and East Valley Center Road/North 19th Avenue had east and west bound delays (LOS D or E) in the AM and PM peak hours, with the latter intersection also having PM peak delays in the northbound direction. As was the case for existing conditions, there were several warranted auxiliary turn lanes at study area intersections. The intersection of Davis Lane/East Valley Center Road had an eastbound right-turn lane warranted during both peak hours and at Davis Lane/Cattail Street a northbound right-turn lane was warranted from PM peak hour. At East Valley Center Road and the westbound site access a left-turn lane was warranted from both AM and PM peak hours. Implementation of those turn lanes with proper geometric design would further improve operational conditions and would likely augment safety conditions as well. Full buildout and occupancy of the Billings Clinic-Bozeman development is projected to be complete by approximately 2040. An analysis of Full Buildout (2040) scenario intersection capacity showed that substandard LOS and queuing conditions are expected for multiple approaches at four (currently) unsignalized and two signalized study area intersections. An evaluation of auxiliary turn lane and traffic signal warrants for study area intersections showed that a traffic signal is projected to be warranted for the intersection of East Valley Center Road/Davis Lane, East Valley Center Road/North 27th Avenue and East Valley Center Road/Catamount Street. Sanderson Stewart does not consider a traffic signal to be warranted for the Billings Clinic-Bozeman TIS 30 intersection of Davis Lane with Cattail Street though it is projected to have substantial capacity deficiencies during peak traffic periods on the east and west bound approaches. Additional auxiliary turn lanes were shown to be need for the Design Year (2040) scenario. The intersection of Davis Lane/Cattail Street had northbound and southbound right-turn lanes warranted during the PM peak hour, and North 27th Avenue and East Valley Center Road had a warranted right lane in AM and PM peak hour. The proposed intersection of East Valley Center Road with Access 12 was projected to warrant a westbound left- turn lane in both peak hours and a right-turn lane for AM peak hour. Finally, North 27th Avenue and the site Access eastbound was projected to warrant a right-turn lane with AM peak hour traffic. Implementation of those turn lanes with proper geometric design would further improve operational conditions and would likely augment safety conditions as well. Additional Design Year (2040) intersection capacity calculations were performed for select intersections to gauge the impacts of geometric and traffic control improvements. It was found that the warranted turn lanes had little effect on capacity at the failing intersection approaches but that implementing traffic signals or roundabouts would improve capacity to an acceptable LOS at the intersections of East Valley Center Road/Davis Lane, East Valley Center Road/Catamount Street, and Davis Lane/Cattail Street (noting again that the latter intersection is not projected to have traffic signal warrants be met). The recommended reconstruction of Davis Lane to a five-lane arterial section was also implemented as part of the Full Buildout (2040) mitigation improvements capacity analysis, but the additional lanes on the major street were found to have little improvement on minor approach LOS. To mitigate the deficiencies at the signalized intersection of North 19th Avenue/Cattail Street and North 19th Avenue/East Valley Center Road, Sanderson Stewart looked at modifications to lane configurations and traffic signal timing and phasing plans. However, those types of improvements alone did not provide LOS C or better metrics on all approaches during peak traffic periods. In order to achieve that standard, it was necessary to model a third thru travel lane on North 19th Avenue for both northbound and southbound traffic. However, this plan would require major road reconstruction in the North 19th Avenue corridor. The site access intersections on East Valley Center Road, North 27th Avenue, Davis Lane, and Catamount Street are anticipated to operate at acceptable levels of service with minimal queuing when modeled with single ingress/egress lanes for all approaches for both Phase 1 (2021) and Full Buildout (2040) scenarios. Recommendations The following list of recommendations (organized in Phase 1 and Full Buildout categories) is based on the analysis results from this study and the professional judgment of the author: Phase 1 - Stop signs (R1-1) should be installed for all private site access approaches on public streets. - A westbound auxiliary left-turn lane should be designed and constructed for the Access 12 intersection on East Valley Center Road. - An eastbound auxiliary right-turn lane should be designed and constructed for the intersection of East Valley Center Road and Davis Lane. Note that this auxiliary turn lane is shown to be warranted based on Existing Conditions (2020) traffic volumes as well as for future scenarios. These improvements are consistent with the city’s TMP. Billings Clinic-Bozeman TIS 31 - Northbound and southbound auxiliary right-turn lanes should be designed and constructed for the intersection of Davis Lane and Cattail Street or a roundabout should be considered. They are warranted based on Phase 1 conditions (2021) traffic volumes. These improvements are consistent with the city’s TMP. - Sidewalk and/or multi-use path improvements should be constructed along Phase 1 development frontages with off- site connections to existing facilities also planned to provide for system connectivity wherever possible. - All transportation-related improvements shall be designed in accordance with City of Bozeman standards and the Manual on Uniform Traffic Control Devices (MUTCD). Full Buildout - Stop signs (R1-1) should be installed for all private site access approaches public streets. - The following modifications to signal timing/phasing and lane configurations should be considered for the North 19th Avenue/Cattail Street intersection: o Shorter-term, the addition of an eastbound auxiliary right-turn bay with protected right-turn overlap phasing would substantially improve operations on that approach and allow for more allocation of green time to the mainline phases. o Longer-term, North 19th Avenue will require additional northbound and southbound thru lanes in order to provide LOS C or better peak hour operations. Planning for right-of-way needs and programming of funding should be initiated now since this would represent a major corridor reconstruction project. o A northbound dual left-turn lane configuration is also likely to be necessary at some point in the future based on Design Year (2040) traffic projections. This improvement would also require a second receiving lane on Cattail Street to the west of the intersection. - The intersections that warrant a right-turn lane: Davis Lane/East Valley Center Road (eastbound), Davis/Cattail Street (both northbound and southbound), North 27th Avenue/East Valley Center Road (eastbound and westbound) and North 27th Avenue and the site access. - A left-turn lane is warranted at full build out for East Valley Center Road and the site access (westbound). - A traffic signal or roundabout should be programmed for design and construction for the intersections of East Valley Center Road/Davis Lane and East Valley Center Road/Catamount Street. - Traffic demand growth should be monitored for the intersection of Davis Lane/Cattail Street to determine if and when intersection traffic control improvements (signal or roundabout) are warranted and/or necessary to maintain safe and efficient operations. - One or more internal intersections may require traffic control improvements as development progresses. Additional analyses should be performed in the future to evaluate on-site lane configuration and traffic control needs based on traffic volume demand conditions and the final street and intersection layout for the subdivision. Billings Clinic-Bozeman TIS 32 - Sidewalk and/or multi-use path improvements should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017). - All transportation-related improvements shall be designed in accordance with City of Bozeman standards and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC COUNT DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 7:30 AM 0 0 0 31 0 31 11 71 0 0 82 0 21 0 1 22 135 7:45 AM 0 0 0 29 0 29 23 75 0 0 98 0 22 2 0 24 151 8:00 AM 0 0 0 18 0 18 17 50 0 0 67 0 21 0 0 21 106 8:15 AM 0 0 0 21 0 21 20 48 0 0 68 0 14 3 0 17 106 Grand Total 0 0 0 0 0 0 0 99 0 99 71 244 0 0 315 0 78 5 1 84 498 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 3.0 0.0 3.0 4.2 5.7 0.0 0.0 5.4 0.0 6.4 20.0 0.0 7.1 Total Truck % 0.0 0.0 0.0 3.0 0.0 3.0 4.2 5.7 0.0 0.0 5.4 0.0 6.4 20.0 0.0 7.1 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.9 0.0 19.9 14.3 49.0 0.0 0.0 63.3 0.0 15.7 1.0 0.2 16.9 100.0 PHF 0.85 0.85 0.85 0.80 0.80 0.80 0.89 0.89 0.89 0.83 78TH5LT1UU0TH244RT710 99 0 U LT RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Davis Lane AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound Davis Lane Northbound East Valley Center Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Lane & East Valley Center RoadCounted By:East Valley Center RoadEast Valley Center Road315City of Bozeman / MDTThursday, June 14, 2018Date Performed: Count Time Period: Billings Clinic Bozeman Davis Lane East Valley Center Road East Valley Center Road Vehicle Volumes and Adjustments Davis Lane 99 InOut 76In177 In84Out245Total Entering 498Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 5:00 PM 0 6 0 47 0 53 22 48 0 0 70 0 67 2 0 69 192 5:15 PM 0 2 0 36 0 38 40 57 0 0 97 0 76 2 0 78 213 5:30 PM 0 2 0 53 0 55 19 45 0 0 64 0 84 0 0 84 203 5:45 PM 0 5 0 36 0 41 20 44 0 0 64 0 63 0 0 63 168 Grand Total 0 0 0 0 0 15 0 172 0 187 101 194 0 0 295 0 290 4 0 294 776 Medium Truck % 0.0 6.7 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 7.6 0.0 7.0 5.0 0.0 0.0 0.0 1.7 0.0 1.7 25.0 0.0 2.0 Total Truck % 0.0 6.7 0.0 7.6 0.0 7.5 5.0 0.0 0.0 0.0 1.7 0.0 1.7 25.0 0.0 2.0 Total % 0.0 0.0 0.0 0.0 0.0 1.9 0.0 22.2 0.0 24.1 13.0 25.0 0.0 0.0 38.0 0.0 37.4 0.5 0.0 37.9 100.0 PHF 1.00 1.00 1.00 0.76 0.76 0.76 0.95 0.95 0.95 0.91 290TH4LT0UU0TH194RT1010 172 15 U LT RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Davis Lane & East Valley Center Road North/South Street: Davis Lane East Valley Center Road Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:East Valley Center RoadOut462Vehicle Volumes and Adjustments Davis Lane Davis Lane East Valley Center Road East Valley Center Road Southbound Northbound Eastbound Westbound In295209OutDavis Lane 294InEast Valley Center RoadTotal Entering 776 105 187 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 0 41 0 0 41 0 30 0 0 30 1 0 0 0 1 0 0 1 0 1 73 5:15 PM 0 35 0 0 35 0 31 0 0 31 0 0 0 0 0 0 0 0 0 0 66 5:30 PM 0 28 0 0 28 0 41 1 0 42 0 0 0 0 0 0 0 0 0 0 70 5:45 PM 0 17 0 0 17 0 30 0 0 30 0 0 0 0 0 0 0 2 0 2 49 Grand Total 0 121 0 0 121 0 132 1 0 133 1 0 0 0 1 0 0 3 0 3 258 Medium Truck % 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.8 0.0 0.0 0.8 0.0 1.5 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 46.9 0.0 0.0 46.9 0.0 51.2 0.4 0.0 51.6 0.4 0.0 0.0 0.0 0.4 0.0 0.0 1.2 0.0 1.2 100.0 PHF 0.74 0.74 0.74 1.00 1.00 1.00 0.25 0.25 0.25 0.75 0.75 0.75 0.88 RT TH LT U 0 121 0 0 0RT0TH3LT0UU0LT0TH0RT10 1 132 0 U LT TH RT Davis Lane 3InWestlake RoadTotal Entering 258 125 133 Out In Davis Lane In Out 121 132 Westlake RoadOut1Vehicle Volumes and Adjustments Davis Lane Davis Lane Westlake Road Westlake Road Southbound Northbound Eastbound Westbound In10OutNorth/South Street: Davis Lane Westlake Road Date Performed: Thursday, June 21, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Davis Lane & Westlake Road NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 16 0 0 16 1 26 0 0 27 0 0 0 0 0 0 0 0 0 0 43 7:45 AM 0 23 2 0 25 0 32 0 0 32 1 0 0 0 1 0 0 0 0 0 58 8:00 AM 0 25 0 0 25 0 15 0 0 15 0 0 0 0 0 0 0 1 0 1 41 8:15 AM 0 20 0 0 20 0 23 0 0 23 0 0 0 0 0 0 0 0 0 0 43 Grand Total 0 84 2 0 86 1 96 0 0 97 1 0 0 0 1 0 0 1 0 1 185 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 10.7 0.0 0.0 10.5 0.0 6.3 0.0 0.0 6.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 10.7 0.0 0.0 10.5 0.0 6.3 0.0 0.0 6.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 45.4 1.1 0.0 46.5 0.5 51.9 0.0 0.0 52.4 0.5 0.0 0.0 0.0 0.5 0.0 0.0 0.5 0.0 0.5 100.0 PHF 0.86 0.86 0.86 0.76 0.76 0.76 0.25 0.25 0.25 0.00 0.00 0.00 0.80 RT TH LT U 0 84 2 0 0RT0TH1LT0UU0LT0TH0RT10 0 96 1 U LT TH RTIn0 In1Out3Total Entering 185Out Davis Lane 97 InOut 86 Davis Lane 86 In Out 96 Westlake RoadWestlake Road1City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman Davis Lane Westlake Road Westlake Road Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Lane & Westlake RoadCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Davis Lane AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound Davis Lane Northbound Westlake Road Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 7:30 AM 0 0 0 8 0 8 2 65 0 0 67 0 15 0 0 15 90 7:45 AM 0 0 0 2 0 2 3 62 0 0 65 0 15 1 0 16 83 8:00 AM 0 0 0 3 0 3 2 56 0 0 58 0 11 1 0 12 73 8:15 AM 0 0 0 3 0 3 3 43 0 0 46 0 20 2 0 22 71 Grand Total 0 0 0 0 0 0 0 16 0 16 10 226 0 0 236 0 61 4 0 65 317 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 3.8 0.0 3.3 0.0 0.0 3.1 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 0.0 4.2 0.0 3.3 0.0 0.0 3.1 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 5.0 3.2 71.3 0.0 0.0 74.4 0.0 19.2 1.3 0.0 20.5 100.0 PHF 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.95 61TH4LT0UU0TH226RT100 16 0 U LT RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 27th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 27th Avenue Northbound East Valley Center Drive Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 27th Avenue & East Valley Center DriveCounted By:East Valley Center DriveEast Valley Center Drive236City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 27th Avenue East Valley Center Drive East Valley Center Drive Vehicle Volumes and Adjustments North 27th Avenue 16 InOut 14In77 In65Out226Total Entering 317Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 15 0 0 15 3 27 0 0 30 0 0 0 0 0 0 0 9 0 9 54 7:45 AM 0 29 0 0 29 3 31 0 0 34 0 0 0 0 0 1 0 10 0 11 74 8:00 AM 0 24 2 0 26 8 14 0 0 22 0 0 0 0 0 1 0 4 0 5 53 8:15 AM 0 20 1 0 21 3 24 0 0 27 0 0 0 0 0 0 0 7 0 7 55 Grand Total 0 88 3 0 91 17 96 0 0 113 0 0 0 0 0 2 0 30 0 32 236 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 13.6 0.0 0.0 13.2 5.9 6.3 0.0 0.0 6.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 13.6 0.0 0.0 13.2 5.9 7.3 0.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 37.3 1.3 0.0 38.6 7.2 40.7 0.0 0.0 47.9 0.0 0.0 0.0 0.0 0.0 0.8 0.0 12.7 0.0 13.6 100.0 PHF 0.78 0.78 0.78 0.83 0.83 0.83 0.00 0.00 0.00 0.73 0.73 0.73 0.80 RT TH LT U 0 88 3 0 2RT0TH30LT0UU0LT0TH0RT00 0 96 17 U LT TH RTIn0 In32Out20Total Entering 236Out Davis Lane 113 InOut 118 Davis Lane 91 In Out 98 Catamount StreetCatamount Street0City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman Davis Lane Catamount Street Catamount Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Catamount Street & Davis LaneCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Davis Lane AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound Davis Lane Northbound Catamount Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 0 45 0 0 45 13 30 0 0 43 0 0 0 0 0 1 0 4 0 5 93 5:15 PM 0 32 2 0 34 17 32 0 0 49 0 0 0 0 0 0 0 3 0 3 86 5:30 PM 0 27 3 0 30 15 38 0 0 53 0 0 0 0 0 3 0 4 0 7 90 5:45 PM 0 17 2 0 19 13 33 0 0 46 0 0 0 0 0 2 0 8 1 11 76 Grand Total 0 121 7 0 128 58 133 0 0 191 0 0 0 0 0 6 0 19 1 26 345 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 1.7 0.0 0.0 1.6 0.0 1.5 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.7 0.0 0.0 1.6 0.0 1.5 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 35.1 2.0 0.0 37.1 16.8 38.6 0.0 0.0 55.4 0.0 0.0 0.0 0.0 0.0 1.7 0.0 5.5 0.3 7.5 100.0 PHF 0.71 0.71 0.71 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 1.00 0.93 RT TH LT U 0 121 7 0 6RT0TH19LT1UU0LT0TH0RT00 0 133 58 U LT TH RT Davis Lane 26InCatamount StreetTotal Entering 345 140 191 Out In Davis Lane In Out 128 139 Catamount StreetOut0Vehicle Volumes and Adjustments Davis Lane Davis Lane Catamount Street Catamount Street Southbound Northbound Eastbound Westbound In066OutNorth/South Street: Davis Lane Catamount Street Date Performed: Thursday, June 21, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Catamount Street & Davis Lane NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 2 0 0 2 6 1 2 0 9 7 10 0 0 17 0 1 0 0 1 29 7:45 AM 0 4 0 0 4 2 7 4 0 13 5 13 0 0 18 0 5 5 0 10 45 8:00 AM 0 1 0 0 1 2 2 1 0 5 6 11 2 0 19 1 3 2 0 6 31 8:15 AM 1 3 0 0 4 4 3 1 0 8 5 10 0 0 15 0 8 1 0 9 36 Grand Total 1 10 0 0 11 14 13 8 0 35 23 44 2 0 69 1 17 8 0 26 141 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 3.8 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 3.8 Total % 0.7 7.1 0.0 0.0 7.8 9.9 9.2 5.7 0.0 24.8 16.3 31.2 1.4 0.0 48.9 0.7 12.1 5.7 0.0 18.4 100.0 PHF 0.69 0.69 0.69 0.67 0.67 0.67 0.96 0.96 0.96 0.65 0.65 0.65 0.78 RT TH LT U 1 10 0 0 1RT17TH8LT0UU0LT2TH44RT230 8 13 14 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 27th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 27th Avenue Northbound Catamount Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Catamount Street & North 27th AvenueCounted By:Catamount StreetCatamount Street69City of Bozeman / MDTThursday, June 14, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 27th Avenue Catamount Street Catamount Street Vehicle Volumes and Adjustments North 27th Avenue 11 In Out 16 North 27th Avenue 35 InOut 41In26 In26Out58Total Entering 141Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 1 7 1 0 9 0 24 5 0 29 7 9 0 0 16 0 6 2 0 8 62 5:15 PM 0 5 0 0 5 3 23 3 0 29 8 11 0 0 19 2 13 3 0 18 71 5:30 PM 1 8 0 0 9 6 29 6 0 41 5 7 0 0 12 0 14 6 0 20 82 5:45 PM 2 5 0 0 7 1 25 3 0 29 7 7 0 0 14 1 10 7 0 18 68 Grand Total 4 25 1 0 30 10 101 17 0 128 27 34 0 0 61 3 43 18 0 64 283 Medium Truck % 25.0 0.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 25.0 0.0 0.0 0.0 3.3 0.0 2.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 1.4 8.8 0.4 0.0 10.6 3.5 35.7 6.0 0.0 45.2 9.5 12.0 0.0 0.0 21.6 1.1 15.2 6.4 0.0 22.6 100.0 PHF 0.83 0.83 0.83 0.78 0.78 0.78 1.00 1.00 1.00 0.80 0.80 0.80 0.86 RT TH LT U 4 25 1 0 3RT43TH18LT0UU0LT0TH34RT270 17 101 10 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Catamount Street & North 27th Avenue North/South Street: North 27th Avenue Catamount Street Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:Catamount StreetOut64Vehicle Volumes and Adjustments North 27th Avenue North 27th Avenue Catamount Street Catamount Street Southbound Northbound Eastbound Westbound In6145OutNorth 27th Avenue In Out 30 104 North 27th Avenue 64InCatamount StreetTotal Entering 283 70 128 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 2 68 0 0 70 0 21 3 0 24 17 0 0 0 17 0 0 8 0 8 119 7:45 AM 3 66 0 0 69 0 9 6 4 19 25 0 5 0 30 1 0 12 0 13 131 8:00 AM 1 54 0 0 55 1 15 4 3 23 26 1 0 0 27 1 0 13 0 14 119 8:15 AM 0 45 0 0 45 0 21 5 6 32 13 0 0 0 13 0 1 8 0 9 99 Grand Total 6 233 0 0 239 1 66 18 13 98 81 1 5 0 87 2 1 41 0 44 468 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 4.3 0.0 0.0 4.2 0.0 4.5 0.0 0.0 3.1 1.2 0.0 0.0 0.0 1.1 0.0 0.0 2.4 0.0 2.3 Total Truck % 0.0 4.3 0.0 0.0 4.2 0.0 4.5 0.0 0.0 3.1 2.5 0.0 0.0 0.0 2.3 0.0 0.0 2.4 0.0 2.3 Total % 1.3 49.8 0.0 0.0 51.1 0.2 14.1 3.8 2.8 20.9 17.3 0.2 1.1 0.0 18.6 0.4 0.2 8.8 0.0 9.4 100.0 PHF 0.87 0.87 0.87 1.00 1.00 1.00 0.73 0.73 0.73 0.85 0.85 0.85 0.90 RT TH LT U 6 233 0 0 2RT1TH41LT0UU0LT5TH1RT8113 18 66 1 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: East Valley Center Drive AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound East Valley Center Drive Northbound Catamount Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Catamount Street & East Valley Center DriveCounted By:Catamount StreetCatamount Street87City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman East Valley Center Drive Catamount Street Catamount Street Vehicle Volumes and Adjustments East Valley Center Drive 239 In Out 73 East Valley Center Drive 98 InOut 368In25 In44Out2Total Entering 468Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 2 44 1 0 47 14 60 18 1 93 17 1 2 0 20 0 0 6 0 6 166 5:15 PM 5 29 5 0 39 12 52 16 4 84 17 2 1 0 20 4 1 5 0 10 153 5:30 PM 0 40 2 0 42 9 40 19 2 70 14 1 2 0 17 1 1 12 0 14 143 5:45 PM 1 38 1 0 40 8 46 8 3 65 11 1 1 0 13 2 0 6 0 8 126 Grand Total 8 151 9 0 168 43 198 61 10 312 59 5 6 0 70 7 2 29 0 38 588 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 2.3 0.0 1.6 0.0 0.6 1.7 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 2.3 0.0 1.6 0.0 0.6 1.7 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total % 1.4 25.7 1.5 0.0 28.6 7.3 33.7 10.4 1.7 53.1 10.0 0.9 1.0 0.0 11.9 1.2 0.3 4.9 0.0 6.5 100.0 PHF 0.90 0.90 0.90 0.84 0.84 0.84 0.88 0.88 0.88 1.00 1.00 1.00 0.88 RT TH LT U 8 151 9 0 7RT2TH29LT0UU0LT6TH5RT5910 61 198 43 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Catamount Street & East Valley Center Drive North/South Street: East Valley Center Drive Catamount Street Date Performed: Thursday, June 21, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:Catamount StreetOut71Vehicle Volumes and Adjustments East Valley Center Drive East Valley Center Drive Catamount Street Catamount Street Southbound Northbound Eastbound Westbound In7057OutEast Valley Center Drive In Out 168 211 East Valley Center Drive 38InCatamount StreetTotal Entering 588 249 312 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 6 3 0 9 10 8 4 0 22 6 15 0 0 21 1 6 2 0 9 61 7:45 AM 0 9 6 0 15 12 5 4 0 21 7 18 0 0 25 2 7 0 0 9 70 8:00 AM 3 9 2 0 14 5 4 4 0 13 4 16 2 0 22 0 8 1 0 9 58 8:15 AM 2 12 6 0 20 5 4 0 0 9 3 11 1 0 15 2 5 1 0 8 52 Grand Total 5 36 17 0 58 32 21 12 0 65 20 60 3 0 83 5 26 4 0 35 241 Medium Truck % 0.0 2.8 0.0 0.0 1.7 3.1 4.8 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.8 0.0 0.0 1.7 3.1 4.8 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 2.1 14.9 7.1 0.0 24.1 13.3 8.7 5.0 0.0 27.0 8.3 24.9 1.2 0.0 34.4 2.1 10.8 1.7 0.0 14.5 100.0 PHF 0.97 0.97 0.97 0.77 0.77 0.77 0.83 0.83 0.83 0.97 0.97 0.97 0.86 RT TH LT U 5 36 17 0 5RT26TH4LT0UU0LT3TH60RT200 12 21 32 U LT TH RTIn43 In35Out109Total Entering 241Out North 27th Avenue 65 InOut 60 North 27th Avenue 58 In Out 29 Catron StreetCatron Street83City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 27th Avenue Catron Street Catron Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Catron Street & North 27th AvenueCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 27th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 27th Avenue Northbound Catron Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 1 5 11 0 17 5 4 2 0 11 3 23 0 0 26 19 37 5 0 61 115 5:15 PM 1 9 9 0 19 6 10 8 0 24 8 33 0 0 41 9 33 8 0 50 134 5:30 PM 2 8 11 0 21 7 12 5 0 24 2 26 1 0 29 12 37 5 0 54 128 5:45 PM 0 13 6 0 19 8 14 5 0 27 5 23 0 0 28 13 32 6 0 51 125 Grand Total 4 35 37 0 76 26 40 20 0 86 18 105 1 0 124 53 139 24 0 216 502 Medium Truck % 0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 4.2 0.0 0.9 Total Truck % 0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.7 4.2 0.0 0.9 Total % 0.8 7.0 7.4 0.0 15.1 5.2 8.0 4.0 0.0 17.1 3.6 20.9 0.2 0.0 24.7 10.6 27.7 4.8 0.0 43.0 100.0 PHF 1.00 1.00 1.00 0.90 0.90 0.90 0.76 0.76 0.76 1.00 1.00 1.00 0.94 RT TH LT U 4 35 37 0 53RT139TH24LT0UU0LT1TH105RT180 20 40 26 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Catron Street & North 27th Avenue North/South Street: North 27th Avenue Catron Street Date Performed: Thursday, June 21, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:Catron StreetOut163Vehicle Volumes and Adjustments North 27th Avenue North 27th Avenue Catron Street Catron Street Southbound Northbound Eastbound Westbound In124168OutNorth 27th Avenue In Out 76 94 North 27th Avenue 216InCatron StreetTotal Entering 502 77 86 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 3 29 2 0 34 2 38 0 0 40 2 10 10 0 22 2 5 5 0 12 108 7:45 AM 10 40 1 0 51 7 31 1 0 39 0 9 12 0 21 0 6 10 0 16 127 8:00 AM 7 30 1 0 38 3 29 0 0 32 0 6 4 0 10 2 2 11 0 15 95 8:15 AM 4 40 0 0 44 5 25 0 0 30 0 5 16 0 21 3 4 4 0 11 106 Grand Total 24 139 4 0 167 17 123 1 0 141 2 30 42 0 74 7 17 30 0 54 436 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 4.2 2.9 0.0 0.0 3.0 0.0 2.4 0.0 0.0 2.1 0.0 6.7 0.0 0.0 2.7 0.0 0.0 3.3 0.0 1.9 Total Truck % 4.2 2.9 0.0 0.0 3.0 0.0 2.4 0.0 0.0 2.1 0.0 6.7 0.0 0.0 2.7 0.0 0.0 3.3 0.0 1.9 Total % 5.5 31.9 0.9 0.0 38.3 3.9 28.2 0.2 0.0 32.3 0.5 6.9 9.6 0.0 17.0 1.6 3.9 6.9 0.0 12.4 100.0 PHF 0.82 0.82 0.82 0.90 0.90 0.90 0.88 0.88 0.88 0.84 0.84 0.84 0.86 RT TH LT U 24 139 4 0 7RT17TH30LT0UU0LT42TH30RT20 1 123 17 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Davis Lane AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound Davis Lane Northbound Cattail Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Cattail Street & Davis LaneCounted By:Cattail StreetCattail Street74City of Bozeman / MDTThursday, June 14, 2018Date Performed: Count Time Period: Billings Clinic Bozeman Davis Lane Cattail Street Cattail Street Vehicle Volumes and Adjustments Davis Lane 167 In Out 172 Davis Lane 141 InOut 171In42 In54Out51Total Entering 436Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 17 41 2 0 60 17 77 2 0 96 1 7 10 0 18 2 11 11 0 24 198 5:15 PM 17 70 1 0 88 18 72 0 0 90 0 12 21 0 33 2 7 7 0 16 227 5:30 PM 13 53 0 0 66 13 69 0 0 82 3 16 20 0 39 3 8 17 0 28 215 5:45 PM 13 45 0 0 58 16 60 3 0 79 0 11 13 0 24 1 7 18 0 26 187 Grand Total 60 209 3 0 272 64 278 5 0 347 4 46 64 0 114 8 33 53 0 94 827 Medium Truck % 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 2.4 0.0 0.0 1.8 0.0 4.3 0.0 0.0 3.5 0.0 0.0 1.6 0.0 0.9 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.9 0.0 0.0 2.2 0.0 4.3 0.0 0.0 3.5 0.0 2.2 1.6 0.0 1.8 0.0 0.0 0.0 0.0 0.0 Total % 7.3 25.3 0.4 0.0 32.9 7.7 33.6 0.6 0.0 42.0 0.5 5.6 7.7 0.0 13.8 1.0 4.0 6.4 0.0 11.4 100.0 PHF 0.77 0.77 0.77 0.96 0.96 0.96 0.86 0.86 0.86 1.00 1.00 1.00 0.91 RT TH LT U 60 209 3 0 8RT33TH53LT0UU0LT64TH46RT40 5 278 64 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Cattail Street & Davis Lane North/South Street: Davis Lane Cattail Street Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:Cattail StreetOut98Vehicle Volumes and Adjustments Davis Lane Davis Lane Cattail Street Cattail Street Southbound Northbound Eastbound Westbound In114113OutDavis Lane In Out 272 350 Davis Lane 94InCattail StreetTotal Entering 827 266 347 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 5 14 0 0 19 0 16 5 0 21 14 0 4 0 18 0 58 7:45 AM 2 22 0 0 24 0 14 6 0 20 11 0 7 0 18 0 62 8:00 AM 5 12 0 0 17 0 10 1 0 11 14 0 3 1 18 0 46 8:15 AM 4 11 0 0 15 0 7 9 0 16 11 0 5 0 16 0 47 Grand Total 16 59 0 0 75 0 47 21 0 68 50 0 19 1 70 0 0 0 0 0 213 Medium Truck % 0.0 1.7 0.0 0.0 1.3 0.0 4.3 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 18.8 0.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 18.8 1.7 0.0 0.0 5.3 0.0 4.3 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 Total % 7.5 27.7 0.0 0.0 35.2 0.0 22.1 9.9 0.0 31.9 23.5 0.0 8.9 0.5 32.9 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.78 0.78 0.78 0.85 0.85 0.85 0.97 0.97 0.97 0.86 RT TH U 16 59 0 U1LT19RT500 21 47 U LT THIn38Total Entering 213Out North 27th Avenue 68 InOut 109 North 27th Avenue 75 In Out 66 Cattail Street70City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 27th Avenue Cattail Street Cattail Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Cattail Street & North 27th AvenueCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 27th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 27th Avenue Northbound Cattail Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 5 10 0 0 15 0 9 18 0 27 9 0 4 0 13 0 55 5:15 PM 6 12 0 0 18 0 19 25 0 44 17 0 2 0 19 0 81 5:30 PM 3 15 0 0 18 0 18 15 0 33 24 0 8 0 32 0 83 5:45 PM 6 14 0 0 20 0 18 11 0 29 20 0 6 0 26 0 75 Grand Total 20 51 0 0 71 0 64 69 0 133 70 0 20 0 90 0 0 0 0 0 294 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 0.8 1.4 0.0 0.0 0.0 1.1 0.0 Heavy Truck % 0.0 2.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.0 0.0 0.0 1.4 0.0 1.6 0.0 0.0 0.8 1.4 0.0 0.0 0.0 1.1 0.0 Total % 6.8 17.3 0.0 0.0 24.1 0.0 21.8 23.5 0.0 45.2 23.8 0.0 6.8 0.0 30.6 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.99 0.99 0.99 1.00 1.00 1.00 0.70 0.70 0.70 0.89 RT TH U 20 51 0 U0LT20RT700 69 64 U LT TH North 27th Avenue Total Entering 294 121 133 Out In North 27th Avenue In Out 71 84 Cattail StreetOut89Vehicle Volumes and Adjustments North 27th Avenue North 27th Avenue Cattail Street Cattail Street Southbound Northbound Eastbound Westbound In90North/South Street: North 27th Avenue Cattail Street Date Performed: Thursday, June 21, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Cattail Street & North 27th Avenue NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 1 187 7 1 196 2 132 17 0 151 36 0 14 0 50 5 0 3 0 8 405 7:45 AM 3 219 15 0 237 3 165 22 0 190 58 2 14 0 74 3 0 1 0 4 505 8:00 AM 3 198 11 0 212 2 119 9 0 130 31 0 6 0 37 8 1 0 0 9 388 8:15 AM 2 114 6 1 123 3 137 21 0 161 35 0 10 0 45 11 0 0 0 11 340 Grand Total 9 718 39 2 768 10 553 69 0 632 160 2 44 0 206 27 1 4 0 32 1638 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.2 1.4 0.0 0.3 0.6 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 11.1 3.6 15.4 0.0 4.3 20.0 3.3 2.9 0.0 3.5 0.6 0.0 0.0 0.0 0.5 18.5 0.0 25.0 0.0 18.8 Total Truck % 11.1 3.6 15.4 0.0 4.3 20.0 3.4 4.3 0.0 3.8 1.3 0.0 0.0 0.0 1.0 18.5 0.0 25.0 0.0 18.8 Total % 0.5 43.8 2.4 0.1 46.9 0.6 33.8 4.2 0.0 38.6 9.8 0.1 2.7 0.0 12.6 1.6 0.1 0.2 0.0 2.0 100.0 PHF 0.81 0.81 0.81 0.83 0.83 0.83 0.70 0.70 0.70 1.00 1.00 1.00 0.81 RT TH LT U 9 718 39 2 27RT1TH4LT0UU0LT44TH2RT1600 69 553 10 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 19th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 19th Avenue Northbound Cattail Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 19th Avenue & Cattail StreetCounted By:Cattail StreetCattail Street206City of Bozeman / MDTThursday, June 14, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 19th Avenue Cattail Street Cattail Street Vehicle Volumes and Adjustments North 19th Avenue 768 In Out 626 North 19th Avenue 632 InOut 882In79 In32Out51Total Entering 1638Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 5 172 2 2 181 1 264 56 0 321 56 0 9 0 65 20 2 7 0 29 596 5:15 PM 3 165 3 1 172 4 256 52 0 312 76 0 13 0 89 16 10 0 0 26 599 5:30 PM 9 203 3 2 217 5 243 53 0 301 65 1 18 0 84 8 11 0 0 19 621 5:45 PM 6 192 3 1 202 5 252 66 0 323 57 0 11 0 68 13 6 1 0 20 613 Grand Total 23 732 11 6 772 15 1015 227 0 1257 254 1 51 0 306 57 29 8 0 94 2429 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.1 0.4 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 2.0 27.3 0.0 2.3 6.7 1.6 0.9 0.0 1.5 0.8 0.0 2.0 0.0 1.0 5.3 0.0 0.0 0.0 3.2 Total Truck % 0.0 2.0 27.3 0.0 2.3 6.7 1.6 1.3 0.0 1.6 1.2 0.0 2.0 0.0 1.3 5.3 0.0 0.0 0.0 3.2 Total % 0.9 30.1 0.5 0.2 31.8 0.6 41.8 9.3 0.0 51.7 10.5 0.0 2.1 0.0 12.6 2.3 1.2 0.3 0.0 3.9 100.0 PHF 0.89 0.89 0.89 1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 0.98 RT TH LT U 23 732 11 6 57RT29TH8LT0UU0LT51TH1RT2540 227 1015 15 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus North 19th Avenue & Cattail Street North/South Street: North 19th Avenue Cattail Street Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:Cattail StreetOut279Vehicle Volumes and Adjustments North 19th Avenue North 19th Avenue Cattail Street Cattail Street Southbound Northbound Eastbound Westbound In30627OutNorth 19th Avenue In Out 772 1129 North 19th Avenue 94InCattail StreetTotal Entering 2429 994 1257 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.85 0.85 0.85 0.85 0 1.00 1.00 1.00 1.00 0 7:30 AM 20 177 5 0 202 0 113 8 0 121 70 0 62 0 132 6 1 1 0 8 463 7:45 AM 50 176 0 0 226 1 121 10 0 132 68 0 79 0 147 1 0 0 0 1 506 8:00 AM 53 180 3 0 236 1 90 13 0 104 43 0 71 0 114 8 0 0 0 8 462 8:15 AM 30 132 1 0 163 0 103 18 0 121 48 0 86 0 134 3 0 1 0 4 422 Grand Total 153 665 9 0 827 2 427 49 0 478 229 0 298 0 527 18 1 2 0 21 1853 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.4 0.4 0.0 0.3 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 3.3 2.6 11.1 0.0 2.8 0.0 4.4 14.3 0.0 5.4 2.6 0.0 3.0 0.0 2.8 16.7 0.0 0.0 0.0 14.3 Total Truck % 3.3 2.6 11.1 0.0 2.8 0.0 4.4 18.4 0.0 5.9 3.1 0.0 3.4 0.0 3.2 16.7 0.0 0.0 0.0 14.3 Total % 8.3 35.9 0.5 0.0 44.6 0.1 23.0 2.6 0.0 25.8 12.4 0.0 16.1 0.0 28.4 1.0 0.1 0.1 0.0 1.1 100.0 PHF 0.92 0.92 0.92 0.90 0.90 0.90 0.89 0.89 0.89 1.00 1.00 1.00 0.91 RT TH LT U 153 665 9 0 18RT1TH2LT0UU0LT298TH0RT2290 49 427 2 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 19th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 19th Avenue Northbound East Valley Center Drive Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 19th Avenue & East Valley Center DriveCounted By:East Valley Center DriveEast Valley Center Drive527City of Bozeman / MDTThursday, August 30, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 19th Avenue East Valley Center Drive East Valley Center Drive Vehicle Volumes and Adjustments North 19th Avenue 827 In Out 743 North 19th Avenue 478 InOut 896In203 In21Out11Total Entering 1853Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.85 0.85 0.85 0.85 0 1.00 1.00 1.00 1.00 0 5:00 PM 84 141 9 0 234 0 190 57 0 247 63 1 83 0 147 10 0 5 0 15 643 5:15 PM 92 153 3 0 248 0 170 67 0 237 53 0 94 0 147 4 0 2 0 6 638 5:30 PM 90 143 4 0 237 0 177 44 0 221 50 1 70 0 121 2 4 3 1 10 589 5:45 PM 72 173 4 0 249 0 155 57 0 212 57 1 74 0 132 4 3 3 0 10 603 Grand Total 338 610 20 0 968 0 692 225 0 917 223 3 321 0 547 20 7 13 1 41 2473 Medium Truck % 0.6 0.3 0.0 0.0 0.4 0.0 0.1 0.4 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 2.5 15.0 0.0 1.9 0.0 1.4 0.4 0.0 1.2 0.9 0.0 0.6 0.0 0.7 15.0 0.0 0.0 0.0 7.3 Total Truck % 0.6 2.8 15.0 0.0 2.3 0.0 1.6 0.9 0.0 1.4 0.9 0.0 0.6 0.0 0.7 15.0 0.0 0.0 0.0 7.3 Total % 13.7 24.7 0.8 0.0 39.1 0.0 28.0 9.1 0.0 37.1 9.0 0.1 13.0 0.0 22.1 0.8 0.3 0.5 0.0 1.7 100.0 PHF 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0.93 0.93 0.68 0.68 0.68 0.96 RT TH LT U 338 610 20 0 20RT7TH13LT1UU0LT321TH3RT2230 225 692 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus North 19th Avenue & East Valley Center Drive North/South Street: North 19th Avenue East Valley Center Drive Date Performed: Thursday, August 30, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:East Valley Center DriveOut570Vehicle Volumes and Adjustments North 19th Avenue North 19th Avenue East Valley Center Drive East Valley Center Drive Southbound Northbound Eastbound Westbound In54724OutNorth 19th Avenue In Out 968 1033 North 19th Avenue 41InEast Valley Center DriveTotal Entering 2473 846 917 Out In NNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2020) HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2020 North/South Street Davis Lane Time Analyzed AM Peak Hour Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)264 77 6 84 107 0 Percent Heavy Vehicles (%)20 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.30 6.43 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.38 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 129 Capacity, c (veh/h)1057 539 v/c Ratio 0.01 0.24 95% Queue Length, Q₉₅ (veh)0.0 0.9 Control Delay (s/veh)8.4 13.8 Level of Service, LOS A B Approach Delay (s/veh)0.6 13.8 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:36:35 PM Davis_&_Valley_Center_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2020 North/South Street Davis Lane Time Analyzed PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)210 109 4 314 186 16 Percent Heavy Vehicles (%)25 8 7 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.35 6.48 6.27 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.43 3.57 3.36 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 222 Capacity, c (veh/h)1089 442 v/c Ratio 0.00 0.50 95% Queue Length, Q₉₅ (veh)0.0 3.0 Control Delay (s/veh)8.3 21.3 Level of Service, LOS A C Approach Delay (s/veh)0.1 21.3 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:37:30 PM Davis_&_Valley_Center_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Westlake Road Analysis Year 2020 North/South Street Davis Lane Time Analyzed AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 1 1 0 0 0 104 1 2 91 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 1 0 2 Capacity, c (veh/h)944 707 1488 1467 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)8.8 10.1 7.4 7.5 Level of Service, LOS A B A A Approach Delay (s/veh)8.8 10.1 0.0 0.1 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:38:27 PM Davis_&_Westlake_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Westlake Road Analysis Year 2020 North/South Street Davis Lane Time Analyzed PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 1 3 0 0 1 143 0 0 131 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 3 1 0 Capacity, c (veh/h)903 642 1445 1429 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)9.0 10.6 7.5 7.5 Level of Service, LOS A B A A Approach Delay (s/veh)9.0 10.6 0.1 0.0 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:39:17 PM Davis_&_Westlake_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2020 North/South Street Westlake Road Time Analyzed AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)155 9 0 83 8 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 9 Capacity, c (veh/h)1396 712 v/c Ratio 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)7.6 10.1 Level of Service, LOS A B Approach Delay (s/veh)0.0 10.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:40:15 PM Westlake_&_Valley_Center_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2020 North/South Street Westlake Road Time Analyzed PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)186 40 0 304 14 0 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 16 Capacity, c (veh/h)1310 480 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.7 12.8 Level of Service, LOS A B Approach Delay (s/veh)0.0 12.8 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:41:11 PM Westlake_&_Valley_Center_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)244 11 4 66 17 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 18 0 Capacity, c (veh/h)1306 658 781 v/c Ratio 0.00 0.03 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.0 Control Delay (s/veh)7.8 10.6 9.6 Level of Service, LOS A B A Approach Delay (s/veh)0.4 10.6 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:12:02 PM 27th_&_Valley_Center_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)168 18 8 196 108 4 Percent Heavy Vehicles (%)0 2 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.42 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 123 5 Capacity, c (veh/h)1372 569 845 v/c Ratio 0.01 0.22 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.8 0.0 Control Delay (s/veh)7.6 13.1 9.3 Level of Service, LOS A B A Approach Delay (s/veh)0.3 12.9 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:13:41 PM 27th_&_Valley_Center_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2020 North/South Street Davis Lane Time Analyzed AM Peak Hour Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 0 32 0 2 0 104 18 3 95 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 6.40 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 42 0 4 Capacity, c (veh/h)0 731 1482 1441 v/c Ratio 0.06 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 Control Delay (s/veh)5.0 10.2 7.4 7.5 Level of Service, LOS A B A A Approach Delay (s/veh)5.0 10.2 0.0 0.3 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:24:34 PM Catamount_&_Davis_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2020 North/South Street Davis Lane Time Analyzed PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 0 22 0 6 0 144 63 8 131 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 6.40 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 30 0 9 Capacity, c (veh/h)0 682 1455 1358 v/c Ratio 0.04 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.0 Control Delay (s/veh)5.0 10.5 7.5 7.7 Level of Service, LOS A B A A Approach Delay (s/veh)5.0 10.5 0.0 0.5 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:25:34 PM Catamount_&_Davis_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)2 48 25 9 18 1 9 14 15 0 11 1 Percent Heavy Vehicles (%)0 0 0 0 0 100 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 7.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 4.20 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)97 36 12 0 Capacity, c (veh/h)885 811 1616 1587 v/c Ratio 0.11 0.04 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.4 0.1 0.0 0.0 Control Delay (s/veh)9.6 9.6 7.2 7.3 Level of Service, LOS A A A A Approach Delay (s/veh)9.6 9.6 1.8 0.0 Approach LOS A A Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:20:21 PM Catamount_&_27_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 37 29 19 47 3 18 109 11 1 27 4 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)77 80 21 1 Capacity, c (veh/h)799 674 1588 1456 v/c Ratio 0.10 0.12 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.4 0.0 0.0 Control Delay (s/veh)10.0 11.1 7.3 7.5 Level of Service, LOS A B A A Approach Delay (s/veh)10.0 11.1 1.0 0.2 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:23:10 PM Catamount_&_27_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2020 North/South Street East Valley Center Road Time Analyzed AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)5 1 88 44 1 2 14 20 71 1 0 252 6 Percent Heavy Vehicles (%)0 0 3 2 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.50 6.50 6.96 7.54 6.50 6.90 6.40 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.33 3.52 4.00 3.30 2.50 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)105 52 38 0 Capacity, c (veh/h)836 555 1056 1531 v/c Ratio 0.13 0.09 0.04 0.00 95% Queue Length, Q₉₅ (veh)0.4 0.3 0.1 0.0 Control Delay (s/veh)9.9 12.2 8.5 7.4 Level of Service, LOS A B A A Approach Delay (s/veh)9.9 12.2 2.7 0.0 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:27:22 PM Catamount_&_Valley_Center_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2020 North/South Street East Valley Center Road Time Analyzed PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)6 5 64 31 2 8 11 66 214 47 10 163 9 Percent Heavy Vehicles (%)0 0 2 0 0 0 0 2 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 4.1 Critical Headway (sec)7.50 6.50 6.94 7.50 6.50 6.90 6.40 4.14 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.32 3.50 4.00 3.30 2.50 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)86 46 87 11 Capacity, c (veh/h)770 403 1309 1277 v/c Ratio 0.11 0.11 0.07 0.01 95% Queue Length, Q₉₅ (veh)0.4 0.4 0.2 0.0 Control Delay (s/veh)10.3 15.1 7.9 7.8 Level of Service, LOS B C A A Approach Delay (s/veh)10.3 15.1 1.8 0.4 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:28:57 PM Catamount_&_Valley_Center_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catron Street Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)3 65 22 4 28 5 13 23 35 18 39 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)105 44 15 21 Capacity, c (veh/h)755 733 1568 1546 v/c Ratio 0.14 0.06 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.5 0.2 0.0 0.0 Control Delay (s/veh)10.5 10.2 7.3 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)10.5 10.2 1.4 2.2 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:29:56 PM Catron_&_27_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catron Street Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 114 19 26 150 57 22 43 28 40 38 4 Percent Heavy Vehicles (%)0 0 0 4 1 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.14 6.51 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.54 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)142 249 23 43 Capacity, c (veh/h)663 681 1578 1536 v/c Ratio 0.21 0.37 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.8 1.7 0.0 0.1 Control Delay (s/veh)11.9 13.3 7.3 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)11.9 13.3 1.8 3.8 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:30:49 PM Catron_&_27_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2020 North/South Street Davis Lane Time Analyzed AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)45 32 2 32 18 8 1 133 18 4 150 26 Percent Heavy Vehicles (%)0 7 0 3 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.57 6.20 7.13 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.06 3.30 3.53 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)91 67 1 5 Capacity, c (veh/h)555 572 1380 1413 v/c Ratio 0.16 0.12 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.6 0.4 0.0 0.0 Control Delay (s/veh)12.8 12.1 7.6 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)12.8 12.1 0.0 0.2 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:34:16 PM Cattail_&_Davis_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2020 North/South Street Davis Lane Time Analyzed PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)69 50 4 57 36 9 5 301 69 3 226 65 Percent Heavy Vehicles (%)2 2 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.12 6.52 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)135 113 5 3 Capacity, c (veh/h)340 345 1253 1163 v/c Ratio 0.40 0.33 0.00 0.00 95% Queue Length, Q₉₅ (veh)1.9 1.4 0.0 0.0 Control Delay (s/veh)22.5 20.5 7.9 8.1 Level of Service, LOS C C A A Approach Delay (s/veh)22.5 20.5 0.1 0.1 Approach LOS C C Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:35:26 PM Cattail_&_Davis_existing_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)22 54 23 51 64 17 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 27 Capacity, c (veh/h)902 1513 v/c Ratio 0.10 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.1 Control Delay (s/veh)9.4 7.4 Level of Service, LOS A A Approach Delay (s/veh)9.4 2.4 Approach LOS A Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:31:53 PM Cattail_&_27_existing_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2020 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)22 76 75 69 55 22 Percent Heavy Vehicles (%)0 1 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.21 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.31 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)110 84 Capacity, c (veh/h)867 1522 v/c Ratio 0.13 0.06 95% Queue Length, Q₉₅ (veh)0.4 0.2 Control Delay (s/veh)9.8 7.5 Level of Service, LOS A A Approach Delay (s/veh)9.8 4.1 Approach LOS A Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 4:33:01 PM Cattail_&_27_existing_PM.xtw HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2020- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 2 173 4 1 19 75 598 11 44 777 10 Future Volume (veh/h) 48 2 173 4 1 19 75 598 11 44 777 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 53 2 190 4 1 21 82 657 12 48 854 11 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, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 233 222 258 155 4 79 454 1999 36 445 1958 1001 Arrive On Green 0.08 0.13 0.13 0.01 0.06 0.06 0.05 0.61 0.61 0.04 0.60 0.60 Sat Flow, veh/h 1641 1750 1471 1667 68 1426 1654 3288 60 1316 3273 1483 Grp Volume(v), veh/h 53 2 190 4 0 22 82 327 342 48 854 11 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1493 1654 1637 1712 1316 1637 1483 Q Serve(g_s), s 0.0 0.1 8.9 0.0 0.0 1.3 1.7 8.8 8.8 1.2 12.8 0.1 Cycle Q Clear(g_c), s 0.0 0.1 8.9 0.0 0.0 1.3 1.7 8.8 8.8 1.2 12.8 0.1 Prop In Lane 1.00 1.00 1.00 0.95 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 233 222 258 155 0 83 454 995 1040 445 1958 1001 V/C Ratio(X) 0.23 0.01 0.74 0.03 0.00 0.27 0.18 0.33 0.33 0.11 0.44 0.01 Avail Cap(c_a), veh/h 233 583 562 238 0 498 466 995 1040 467 1958 1001 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 0.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 Uniform Delay (d), s/veh 37.9 34.3 22.9 39.9 0.0 40.8 6.9 8.6 8.7 6.5 9.8 1.1 Incr Delay (d2), s/veh 0.5 0.0 4.1 0.1 0.0 1.7 0.2 0.9 0.8 0.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 3.3 0.1 0.0 0.5 0.5 2.9 3.0 0.3 4.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.4 34.4 27.0 40.0 0.0 42.5 7.1 9.5 9.5 6.6 10.4 1.1 LnGrp LOS D C C D A D A A A A B A Approach Vol, veh/h 245 26 751 913 Approach Delay, s/veh 29.5 42.1 9.3 10.1 Approach LOS C D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 60.6 4.5 17.4 8.4 59.7 10.9 11.0 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 30.1 5.0 30.0 5.0 30.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 3.2 10.8 2.0 10.9 3.7 14.8 2.0 3.3 Green Ext Time (p_c), s 0.0 3.7 0.0 0.6 0.0 5.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2020- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 53 2 190 4 22 82 669 48 854 11 v/c Ratio 0.21 0.01 0.41 0.02 0.12 0.19 0.29 0.11 0.41 0.01 Control Delay 27.4 25.0 5.3 24.0 13.2 8.5 11.7 8.5 13.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.4 25.0 5.3 24.0 13.2 8.5 11.7 8.5 13.4 0.0 Queue Length 50th (ft) 29 1 3 2 1 6 68 4 95 0 Queue Length 95th (ft) 37 6 30 7 17 52 224 35 302 0 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 249 583 465 211 491 432 2298 442 2078 1170 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.00 0.41 0.02 0.04 0.19 0.29 0.11 0.41 0.01 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2020- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 1 275 9 31 62 246 1098 16 18 792 25 Future Volume (veh/h) 55 1 275 9 31 62 246 1098 16 18 792 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 60 1 302 9 31 62 246 1098 16 20 890 28 Peak Hour Factor 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 244 318 373 147 39 78 447 2168 32 270 1974 1068 Arrive On Green 0.12 0.18 0.18 0.01 0.07 0.07 0.07 0.66 0.66 0.02 0.60 0.60 Sat Flow, veh/h 1641 1750 1471 1667 521 1042 1654 3302 48 1316 3273 1483 Grp Volume(v), veh/h 60 1 302 9 0 93 246 544 570 20 890 28 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1563 1654 1637 1714 1316 1637 1483 Q Serve(g_s), s 0.1 0.1 24.9 0.0 0.0 8.8 8.2 25.7 25.7 0.9 22.2 0.3 Cycle Q Clear(g_c), s 0.1 0.1 24.9 0.0 0.0 8.8 8.2 25.7 25.7 0.9 22.2 0.3 Prop In Lane 1.00 1.00 1.00 0.67 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 244 318 373 147 0 117 447 1075 1125 270 1974 1068 V/C Ratio(X) 0.25 0.00 0.81 0.06 0.00 0.80 0.55 0.51 0.51 0.07 0.45 0.03 Avail Cap(c_a), veh/h 244 350 401 251 0 313 724 1075 1125 341 1974 1068 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 0.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 58.4 50.3 39.1 63.4 0.0 68.3 11.8 13.3 13.3 12.0 16.2 1.8 Incr Delay (d2), s/veh 0.5 0.0 11.1 0.2 0.0 11.5 1.1 1.7 1.6 0.1 0.7 0.0 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 2.1 0.0 10.3 0.3 0.0 3.9 2.9 9.5 9.9 0.3 8.3 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.0 50.3 50.2 63.5 0.0 79.8 12.9 15.0 14.9 12.1 16.9 1.8 LnGrp LOS E D D E A E B B B B B A Approach Vol, veh/h 363 102 1360 938 Approach Delay, s/veh 51.6 78.4 14.5 16.3 Approach LOS D E B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.8 104.4 5.6 33.2 14.8 96.4 21.6 17.2 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 11.0 78.1 11.0 30.0 36.0 53.1 11.0 30.0 Max Q Clear Time (g_c+I1), s 2.9 27.7 2.0 26.9 10.2 24.2 2.1 10.8 Green Ext Time (p_c), s 0.0 8.7 0.0 0.3 0.7 6.7 0.1 0.4 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2020- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 60 1 302 9 93 246 1114 20 890 28 v/c Ratio 0.28 0.00 0.55 0.06 0.52 0.53 0.47 0.07 0.42 0.03 Control Delay 53.2 50.0 14.7 52.2 34.9 10.2 12.1 7.9 17.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 50.0 14.7 52.2 34.9 10.2 12.1 7.9 17.1 0.0 Queue Length 50th (ft) 51 1 72 8 32 56 246 4 204 0 Queue Length 95th (ft) 84 7 118 22 80 128 421 16 402 0 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 243 350 733 182 352 636 2348 311 2096 1110 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.00 0.41 0.05 0.26 0.39 0.47 0.06 0.42 0.03 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2020- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 322 0 248 2 1 19 53 462 2 10 719 165 Future Volume (veh/h) 322 0 248 2 1 19 53 462 2 10 719 165 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1750 1750 1709 1750 1750 1750 1504 1695 1695 1600 1709 1709 Adj Flow Rate, veh/h 354 0 273 2 1 21 58 508 2 11 790 181 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, % 0 0 3 0 0 0 18 4 4 11 3 3 Cap, veh/h 446 0 463 94 19 405 99 1344 5 240 1721 768 Arrive On Green 0.28 0.00 0.28 0.28 0.28 0.28 0.04 0.41 0.41 0.16 0.53 0.53 Sat Flow, veh/h 1359 0 1448 1124 68 1426 2779 3291 13 1524 3247 1448 Grp Volume(v), veh/h 354 0 273 2 0 22 58 249 261 11 790 181 Grp Sat Flow(s),veh/h/ln 1359 0 1448 1124 0 1493 1390 1611 1693 1524 1624 1448 Q Serve(g_s), s 29.2 0.0 19.0 0.2 0.0 1.3 2.5 13.0 13.0 0.7 18.1 8.1 Cycle Q Clear(g_c), s 30.5 0.0 19.0 30.7 0.0 1.3 2.5 13.0 13.0 0.7 18.1 8.1 Prop In Lane 1.00 1.00 1.00 0.95 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 446 0 463 94 0 425 99 658 691 240 1721 768 V/C Ratio(X) 0.79 0.00 0.59 0.02 0.00 0.05 0.59 0.38 0.38 0.05 0.46 0.24 Avail Cap(c_a), veh/h 504 0 522 140 0 485 208 658 691 240 1721 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.3 0.0 34.2 56.5 0.0 31.2 57.0 24.8 24.8 42.9 17.5 15.1 Incr Delay (d2), s/veh 7.6 0.0 1.4 0.1 0.0 0.1 5.2 1.6 1.5 0.1 0.9 0.7 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 10.7 0.0 6.8 0.1 0.0 0.5 0.9 5.1 5.4 0.3 6.6 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.9 0.0 35.6 56.6 0.0 31.2 62.2 26.4 26.4 43.0 18.4 15.9 LnGrp LOS D A D E A C E C C D B B Approach Vol, veh/h 627 24 568 982 Approach Delay, s/veh 43.7 33.4 30.1 18.2 Approach LOS D C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.9 55.0 40.1 10.3 69.6 40.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 2.7 15.0 32.5 4.5 20.1 32.7 Green Ext Time (p_c), s 0.0 3.0 1.6 0.0 6.6 0.0 Intersection Summary HCM 6th Ctrl Delay 28.7 HCM 6th LOS C Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2020- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 354 273 2 22 58 510 11 790 181 v/c Ratio 0.93 0.41 0.01 0.05 0.33 0.28 0.12 0.51 0.23 Control Delay 71.5 15.6 28.0 11.6 58.5 15.9 53.4 23.5 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.5 15.6 28.0 11.6 58.5 15.9 53.4 23.5 3.5 Queue Length 50th (ft) 256 81 1 1 22 100 8 225 0 Queue Length 95th (ft) #430 149 8 20 44 191 26 290 41 Internal Link Dist (ft) 1144 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 410 679 188 433 204 1800 174 1558 790 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.40 0.01 0.05 0.28 0.28 0.06 0.51 0.23 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2020- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 364 251 16 31 253 779 23 688 381 v/c Ratio 0.95 0.34 0.09 0.07 0.92 0.49 0.18 0.47 0.44 Control Delay 75.6 10.0 29.9 13.9 92.5 24.4 51.7 24.4 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.6 10.0 29.9 13.9 92.5 24.4 51.7 24.4 3.6 Queue Length 50th (ft) 270 47 9 4 ~110 243 16 191 0 Queue Length 95th (ft) #457 107 27 27 #196 308 43 245 54 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 397 743 187 470 275 1585 168 1452 872 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.34 0.09 0.07 0.92 0.49 0.14 0.47 0.44 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. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2020- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 347 3 241 15 8 22 243 748 0 22 660 366 Future Volume (veh/h) 347 3 241 15 8 22 243 748 0 22 660 366 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1750 1750 1736 1750 1750 1750 1736 1723 1723 1545 1709 1736 Adj Flow Rate, veh/h 361 3 251 16 8 23 253 779 0 23 688 381 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 1 0 0 0 1 2 2 15 3 1 Cap, veh/h 452 3 547 95 118 340 241 1337 0 214 1554 704 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.08 0.41 0.00 0.15 0.48 0.48 Sat Flow, veh/h 1323 11 1471 1143 398 1145 3208 3359 0 1472 3247 1471 Grp Volume(v), veh/h 364 0 251 16 0 31 253 779 0 23 688 381 Grp Sat Flow(s),veh/h/ln 1334 0 1471 1143 0 1544 1604 1637 0 1472 1624 1471 Q Serve(g_s), s 30.2 0.0 15.5 1.7 0.0 1.7 9.0 22.2 0.0 1.6 16.8 21.9 Cycle Q Clear(g_c), s 31.9 0.0 15.5 33.6 0.0 1.7 9.0 22.2 0.0 1.6 16.8 21.9 Prop In Lane 0.99 1.00 1.00 0.74 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 455 0 547 95 0 458 241 1337 0 214 1554 704 V/C Ratio(X) 0.80 0.00 0.46 0.17 0.00 0.07 1.05 0.58 0.00 0.11 0.44 0.54 Avail Cap(c_a), veh/h 495 0 589 127 0 502 241 1337 0 214 1554 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.88 0.88 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.8 0.0 28.6 57.2 0.0 30.3 55.5 27.6 0.0 44.5 20.7 22.0 Incr Delay (d2), s/veh 8.4 0.0 0.6 0.8 0.0 0.1 68.6 1.6 0.0 0.2 0.9 3.0 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 11.1 0.0 5.6 0.5 0.0 0.7 5.9 8.7 0.0 0.6 6.3 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.2 0.0 29.2 58.0 0.0 30.4 124.1 29.2 0.0 44.8 21.6 25.0 LnGrp LOS D A C E A C F C A D C C Approach Vol, veh/h 615 47 1032 1092 Approach Delay, s/veh 41.6 39.8 52.5 23.3 Approach LOS D D D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.4 55.0 41.6 15.0 63.4 41.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.6 24.2 33.9 11.0 23.9 35.6 Green Ext Time (p_c), s 0.0 5.4 1.4 0.0 6.5 0.0 Intersection Summary HCM 6th Ctrl Delay 38.4 HCM 6th LOS D APPENDIX C INTERNAL CAPTURE WORKSHEETS – FULL BUILDOUT (2040) AnalystName of DevelopmentDateTime Period AnalyzedExit to2.0% 7 3.0% 214Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal250Enter326 23 303Enter7146 55 7091 7036303Exit325 75 250Exit7144 108 7036 7091Enter fromTotal651 98 553Total14290 163 14127 Enter fromExternal%100% 15.1% 84.9% 0 0.0% 71 1.0%%100% 1.1% 98.9% ExternalDemand20.0% 65Demand1429 20.0%1.0% 3BalancedBalanced4.0% 286Demand14.0% 118Demand91 8.0%10.0% 1132.0% 172.0% 714.0% 10004.0% 286Demand16 5.0%Demand14.0% 158BalancedBalanced3.0% 252.0% 23Demand34 4.0%DemandExit to13.0% 147 29.0% 244Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal955Enter1133 185 948Enter842 229 613 709948Exit1132 177 955Exit841 132 709 613Enter fromTotal2265 362 1903Total1683 361 1322 Enter fromExternal%100% 16.0% 84.0% 91 8.0% 118 14.0%%100% 21% 79% External5.2%Single-Use Trip Gen. Est.651 14290 2265 1683 18889Total553 14127 1903 1322 17905INTERNAL CAPTUREExit250 7036 955 709 8950Enter303 7091 948 613 895591Net External Trips for Multi-Use DevelopmentLAND USE A LAND USE B LAND USE C LAND USE D TOTALSize 60,000 ft2147Size 15,000 ft²Demand Balanced DemandLAND USE C RetailLAND USE D RestaurantITE LU Code 820Demand Balanced Demand ITE LU Code 932725DemandDemand2316DemandDemandDemandInternal CaptureDemandBalancedBalanced6591BalancedBalanced317Demand Balanced Demand0DemandDemandSize 35 & 59 DUs7Size 720,250 ft²ITE LU Code 210 & 221Demand Balanced Demand ITE LU CodeMULTI-USE TRIP GENERATION CALCULATIONAudrey StoltzfusBillings Clinic Bozeman6/19/20Average WeekdayLAND USE A ResidentialLAND USE B Office610, 630, 710, & 720 AnalystName of DevelopmentDateTime Period AnalyzedExit to2.0% 1 3.0% 29Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal27Enter12 1 11Enter975 28 947 29311Exit35 8 27Exit323 30 293 947Enter fromTotal47 9 38Total1298 58 1240 Enter fromExternal%100% 19.1% 80.9% 0 0.0% 3 1.0%%100% 4.5% 95.5% ExternalDemand20.0% 7Demand90 28.0%1.0% 0BalancedBalanced63.0% 203Demand20.0% 16Demand11 32.0%17.0% 623.0% 192.0% 014.0% 1374.0% 39Demand1 5.0%Demand14.0% 3BalancedBalanced31.0% 2129.0% 6Demand3 4.0%DemandExit to13.0% 3 50.0% 41Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal12Enter35 14 21Enter82 29 53 4221Exit21 9 12Exit67 25 42 53Enter fromTotal56 23 33Total149 54 95 Enter fromExternal%100% 41.1% 58.9% 3 8.0% 9 14.0%%100% 36% 64% External9.3%Single-Use Trip Gen. Est.47 1298 56 149 1550Total38 1240 33 95 1406INTERNAL CAPTUREExit27 293 12 42 374Enter11 947 21 53 10323Net External Trips for Multi-Use DevelopmentLAND USE A LAND USE B LAND USE C LAND USE D TOTALSize 60,000 ft23Size 15,000 ft²Demand Balanced DemandLAND USE C RetailLAND USE D RestaurantITE LU Code 820Demand Balanced Demand ITE LU Code 932021DemandDemand61DemandDemandDemandInternal CaptureDemandBalancedBalanced711BalancedBalanced019Demand Balanced Demand0DemandDemandSize 35 & 59 DUs1Size 720,250 ft²ITE LU Code 210 & 221Demand Balanced Demand ITE LU CodeMULTI-USE TRIP GENERATION CALCULATIONAudrey StoltzfusBillings Clinic Bozeman6/19/20AM PeakLAND USE A ResidentialLAND USE B Office610, 630, 710, & 720 AnalystName of DevelopmentDateTime Period AnalyzedExit to4.0% 1 57.0% 216Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal7Enter38 25 13Enter379 5 374 88513Exit23 16 7Exit898 13 885 374Enter fromTotal61 41 20Total1277 18 1259 Enter fromExternal%100% 67.2% 32.8% 2 4.0% 18 2.0%%100% 1.4% 98.6% ExternalDemand21.0% 5Demand180 20.0%42.0% 10BalancedBalanced4.0% 36Demand14.0% 13Demand9 8.0%10.0% 112.0% 246.0% 1730.0% 11431.0% 117Demand6 16.0%Demand26.0% 31BalancedBalanced3.0% 22.0% 2Demand10 18.0%DemandExit to29.0% 35 29.0% 26Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal74Enter110 42 68Enter91 33 58 2568Exit119 45 74Exit56 31 25 58Enter fromTotal229 87 142Total147 64 83 Enter fromExternal%100% 38.0% 62.0% 55 50.0% 23 41.0%%100% 44% 56% External12.3%Single-Use Trip Gen. Est.61 1277 229 147 1714Total20 1259 142 83 1504INTERNAL CAPTUREExit7 885 74 25 991Enter13 374 68 58 51323Net External Trips for Multi-Use DevelopmentLAND USE A LAND USE B LAND USE C LAND USE D TOTALSize 60,000 ft226Size 15,000 ft²Demand Balanced DemandLAND USE C RetailLAND USE D RestaurantITE LU Code 820Demand Balanced Demand ITE LU Code 932172DemandDemand26DemandDemandDemandInternal CaptureDemandBalancedBalanced59BalancedBalanced102Demand Balanced Demand2DemandDemandSize 35 & 59 DUs1Size 720,250 ft²ITE LU Code 210 & 221Demand Balanced Demand ITE LU CodeMULTI-USE TRIP GENERATION CALCULATIONAudrey StoltzfusBillings Clinic Bozeman6/19/20PM PeakLAND USE A ResidentialLAND USE B Office610, 630, 710, & 720 APPENDIX D CAPACITY CALCULATIONS – PHASE 1 (2021) & FULL BUILDOUT (2040 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)329 80 7 104 111 0 Percent Heavy Vehicles (%)20 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.30 6.43 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.38 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 121 Capacity, c (veh/h)1026 504 v/c Ratio 0.01 0.24 95% Queue Length, Q₉₅ (veh)0.0 0.9 Control Delay (s/veh)8.5 14.4 Level of Service, LOS A B Approach Delay (s/veh)0.6 14.4 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:36:34 PM Davis_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)241 114 4 384 193 17 Percent Heavy Vehicles (%)25 8 7 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.35 6.48 6.27 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.43 3.57 3.36 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 228 Capacity, c (veh/h)1056 384 v/c Ratio 0.00 0.59 95% Queue Length, Q₉₅ (veh)0.0 4.2 Control Delay (s/veh)8.4 27.8 Level of Service, LOS A D Approach Delay (s/veh)0.1 27.8 Approach LOS D Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:37:27 PM Davis_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Westlake Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 1 1 0 0 0 108 1 2 94 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 1 0 2 Capacity, c (veh/h)959 734 1503 1483 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)8.8 9.9 7.4 7.4 Level of Service, LOS A A A A Approach Delay (s/veh)8.8 9.9 0.0 0.2 Approach LOS A A Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:38:21 PM Davis_&_Westlake_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Westlake Road Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 1 3 0 0 1 148 0 0 136 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 3 1 0 Capacity, c (veh/h)904 643 1446 1431 v/c Ratio 0.00 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)9.0 10.6 7.5 7.5 Level of Service, LOS A B A A Approach Delay (s/veh)9.0 10.6 0.1 0.0 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:39:17 PM Davis_&_Westlake_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Westlake Road Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)320 9 0 103 8 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 9 Capacity, c (veh/h)1212 559 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.0 11.5 Level of Service, LOS A B Approach Delay (s/veh)0.0 11.5 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:42:37 PM Westlake_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street Westlake Road Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)216 42 0 374 15 0 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 16 Capacity, c (veh/h)1281 425 v/c Ratio 0.00 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.8 13.8 Level of Service, LOS A B Approach Delay (s/veh)0.0 13.8 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:43:26 PM Westlake_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)396 11 4 218 18 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 20 0 Capacity, c (veh/h)1129 418 625 v/c Ratio 0.00 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.0 Control Delay (s/veh)8.2 14.1 10.8 Level of Service, LOS A B B Approach Delay (s/veh)0.1 14.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:11:42 PM 27th_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Road Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)330 19 8 266 112 4 Percent Heavy Vehicles (%)0 2 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.42 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 122 4 Capacity, c (veh/h)1190 416 680 v/c Ratio 0.01 0.29 0.01 95% Queue Length, Q₉₅ (veh)0.0 1.2 0.0 Control Delay (s/veh)8.0 17.3 10.3 Level of Service, LOS A C B Approach Delay (s/veh)0.2 17.0 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:12:34 PM 27th_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 0 38 0 2 0 108 34 3 99 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 6.40 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 43 0 3 Capacity, c (veh/h)0 748 1495 1439 v/c Ratio 0.06 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 Control Delay (s/veh)5.0 10.1 7.4 7.5 Level of Service, LOS A B A A Approach Delay (s/veh)5.0 10.1 0.0 0.2 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:16:30 PM Catamount_&_Davis_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 0 37 0 7 0 150 71 8 136 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 6.40 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 48 0 9 Capacity, c (veh/h)0 659 1446 1339 v/c Ratio 0.07 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.0 0.0 Control Delay (s/veh)5.0 10.9 7.5 7.7 Level of Service, LOS A B A A Approach Delay (s/veh)5.0 10.9 0.0 0.5 Approach LOS A B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:17:23 PM Catamount_&_Davis_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)17 49 26 9 19 1 9 87 16 0 32 5 Percent Heavy Vehicles (%)0 0 0 0 0 100 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 7.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 4.20 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)99 32 10 0 Capacity, c (veh/h)801 717 1583 1490 v/c Ratio 0.12 0.04 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.4 0.1 0.0 0.0 Control Delay (s/veh)10.1 10.3 7.3 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)10.1 10.3 0.6 0.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:13:38 PM Catamount_&_27_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)6 38 30 20 48 3 19 144 11 1 105 19 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)81 77 21 1 Capacity, c (veh/h)679 569 1462 1421 v/c Ratio 0.12 0.14 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.4 0.5 0.0 0.0 Control Delay (s/veh)11.0 12.3 7.5 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)11.0 12.3 0.9 0.1 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:14:35 PM Catamount_&_27_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street East Valley Center Road Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)6 1 91 46 1 2 35 223 1 0 304 7 Percent Heavy Vehicles (%)0 0 3 2 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.96 7.54 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.33 3.52 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)107 53 38 0 Capacity, c (veh/h)783 409 1233 1335 v/c Ratio 0.14 0.13 0.03 0.00 95% Queue Length, Q₉₅ (veh)0.5 0.4 0.1 0.0 Control Delay (s/veh)10.3 15.1 8.0 7.7 Level of Service, LOS B C A A Approach Delay (s/veh)10.3 15.1 1.1 0.0 Approach LOS B C Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:28:35 PM Catamount_&_Valley_Center_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catamount Street Analysis Year 2021 North/South Street East Valley Center Road Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)7 6 66 33 2 8 80 285 48 10 326 7 Percent Heavy Vehicles (%)0 0 2 0 0 0 2 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.94 7.50 6.50 6.90 4.14 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.32 3.50 4.00 3.30 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)87 47 87 11 Capacity, c (veh/h)616 311 1193 1208 v/c Ratio 0.14 0.15 0.07 0.01 95% Queue Length, Q₉₅ (veh)0.5 0.5 0.2 0.0 Control Delay (s/veh)11.8 18.6 8.3 8.0 Level of Service, LOS B C A A Approach Delay (s/veh)11.8 18.6 1.6 0.2 Approach LOS B C Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:27:47 PM Catamount_&_Valley_Center_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catron Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)3 67 22 4 29 6 13 96 36 19 61 6 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)100 43 14 21 Capacity, c (veh/h)678 655 1540 1452 v/c Ratio 0.15 0.07 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.5 0.2 0.0 0.0 Control Delay (s/veh)11.2 10.9 7.4 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)11.2 10.9 0.7 1.8 Approach LOS B B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:30:50 PM Catron_&_27_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Catron Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 118 20 27 156 60 22 75 29 42 116 4 Percent Heavy Vehicles (%)0 0 0 4 1 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.14 6.51 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.54 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)151 264 24 46 Capacity, c (veh/h)560 576 1468 1488 v/c Ratio 0.27 0.46 0.02 0.03 95% Queue Length, Q₉₅ (veh)1.1 2.5 0.0 0.1 Control Delay (s/veh)13.8 16.5 7.5 7.5 Level of Service, LOS B C A A Approach Delay (s/veh)13.8 16.5 1.4 2.1 Approach LOS B C Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:31:43 PM Catron_&_27_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)47 40 2 42 21 8 1 153 48 4 160 27 Percent Heavy Vehicles (%)0 7 0 3 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.57 6.20 7.13 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.06 3.30 3.53 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)96 78 1 4 Capacity, c (veh/h)530 543 1381 1364 v/c Ratio 0.18 0.14 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.7 0.5 0.0 0.0 Control Delay (s/veh)13.3 12.7 7.6 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)13.3 12.7 0.0 0.2 Approach LOS B B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:34:32 PM Cattail_&_Davis_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street Davis Lane Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)72 54 4 91 43 9 6 319 84 3 250 67 Percent Heavy Vehicles (%)2 2 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.12 6.52 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)141 156 7 3 Capacity, c (veh/h)308 307 1225 1133 v/c Ratio 0.46 0.51 0.01 0.00 95% Queue Length, Q₉₅ (veh)2.5 3.0 0.0 0.0 Control Delay (s/veh)26.5 28.8 8.0 8.2 Level of Service, LOS D D A A Approach Delay (s/veh)26.5 28.8 0.2 0.1 Approach LOS D D Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:35:38 PM Cattail_&_Davis_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)57 56 24 90 77 28 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)123 26 Capacity, c (veh/h)809 1488 v/c Ratio 0.15 0.02 95% Queue Length, Q₉₅ (veh)0.5 0.1 Control Delay (s/veh)10.3 7.5 Level of Service, LOS B A Approach Delay (s/veh)10.3 1.7 Approach LOS B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:32:39 PM Cattail_&_27_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Cattail Street Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)36 79 78 88 97 59 Percent Heavy Vehicles (%)0 1 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.21 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.31 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)125 85 Capacity, c (veh/h)748 1421 v/c Ratio 0.17 0.06 95% Queue Length, Q₉₅ (veh)0.6 0.2 Control Delay (s/veh)10.8 7.7 Level of Service, LOS B A Approach Delay (s/veh)10.8 3.9 Approach LOS B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:33:31 PM Cattail_&_27_phase1_PM.xtw HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 3 190 4 5 38 111 682 11 48 825 10 Future Volume (veh/h) 49 3 190 4 5 38 111 682 11 48 825 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 53 3 207 4 5 41 121 741 12 52 897 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 225 238 278 153 9 75 433 1969 32 407 1915 994 Arrive On Green 0.09 0.14 0.14 0.01 0.06 0.06 0.05 0.60 0.60 0.04 0.58 0.58 Sat Flow, veh/h 1641 1750 1471 1667 164 1344 1654 3296 53 1316 3273 1483 Grp Volume(v), veh/h 53 3 207 4 0 46 121 368 385 52 897 11 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1508 1654 1637 1713 1316 1637 1483 Q Serve(g_s), s 0.0 0.1 9.6 0.0 0.0 2.7 2.6 10.5 10.5 1.4 14.1 0.1 Cycle Q Clear(g_c), s 0.0 0.1 9.6 0.0 0.0 2.7 2.6 10.5 10.5 1.4 14.1 0.1 Prop In Lane 1.00 1.00 1.00 0.89 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 225 238 278 153 0 84 433 978 1023 407 1915 994 V/C Ratio(X) 0.24 0.01 0.75 0.03 0.00 0.55 0.28 0.38 0.38 0.13 0.47 0.01 Avail Cap(c_a), veh/h 225 583 568 237 0 503 437 978 1023 427 1915 994 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 0.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 37.6 33.7 22.3 40.0 0.0 41.4 7.7 9.4 9.4 7.1 10.7 1.1 Incr Delay (d2), s/veh 0.5 0.0 4.0 0.1 0.0 5.5 0.3 1.1 1.1 0.1 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.1 3.6 0.1 0.0 1.1 0.8 3.5 3.6 0.3 4.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.1 33.7 26.3 40.0 0.0 46.9 8.1 10.5 10.5 7.2 11.4 1.1 LnGrp LOS D C C D A D A B B A B A Approach Vol, veh/h 263 50 874 960 Approach Delay, s/veh 28.7 46.4 10.2 11.0 Approach LOS C D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 59.7 4.5 18.2 8.8 58.5 11.7 11.0 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 30.1 5.0 30.0 5.0 30.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 3.4 12.5 2.0 11.6 4.6 16.1 2.0 4.7 Green Ext Time (p_c), s 0.0 4.1 0.0 0.6 0.0 5.1 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 53 3 207 4 46 121 753 52 897 11 v/c Ratio 0.19 0.01 0.41 0.02 0.22 0.30 0.34 0.13 0.46 0.01 Control Delay 24.9 24.0 5.8 23.8 13.0 10.7 13.4 9.4 15.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.9 24.0 5.8 23.8 13.0 10.7 13.4 9.4 15.8 0.0 Queue Length 50th (ft) 24 1 11 2 3 20 124 8 163 0 Queue Length 95th (ft) 37 7 37 7 25 73 257 37 322 0 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 281 583 508 219 511 398 2204 387 1960 1094 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.01 0.41 0.02 0.09 0.30 0.34 0.13 0.46 0.01 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 5 322 9 35 67 269 1167 17 27 885 26 Future Volume (veh/h) 57 5 322 9 35 67 269 1167 17 27 885 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 62 5 350 10 38 73 292 1268 18 29 962 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 257 350 426 155 46 89 417 2090 30 218 1854 1025 Arrive On Green 0.12 0.20 0.20 0.01 0.09 0.09 0.09 0.63 0.63 0.02 0.57 0.57 Sat Flow, veh/h 1641 1750 1471 1667 536 1029 1654 3304 47 1316 3273 1483 Grp Volume(v), veh/h 62 5 350 10 0 111 292 628 658 29 962 28 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1565 1654 1637 1714 1316 1637 1483 Q Serve(g_s), s 0.2 0.3 28.4 0.0 0.0 10.5 10.6 34.3 34.3 1.4 27.1 0.3 Cycle Q Clear(g_c), s 0.2 0.3 28.4 0.0 0.0 10.5 10.6 34.3 34.3 1.4 27.1 0.3 Prop In Lane 1.00 1.00 1.00 0.66 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 257 350 426 155 0 135 417 1035 1084 218 1854 1025 V/C Ratio(X) 0.24 0.01 0.82 0.06 0.00 0.82 0.70 0.61 0.61 0.13 0.52 0.03 Avail Cap(c_a), veh/h 257 350 426 258 0 313 666 1035 1084 284 1854 1025 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 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 57.4 48.1 36.2 61.9 0.0 67.4 15.7 16.4 16.4 15.1 20.0 2.3 Incr Delay (d2), s/veh 0.5 0.0 12.1 0.2 0.0 11.4 2.1 2.6 2.5 0.2 0.9 0.0 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 2.1 0.2 11.8 0.4 0.0 4.7 3.9 13.0 13.6 0.4 10.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.9 48.2 48.4 62.1 0.0 78.8 17.8 19.1 19.0 15.3 20.9 2.3 LnGrp LOS E D D E A E B B B B C A Approach Vol, veh/h 417 121 1578 1019 Approach Delay, s/veh 49.8 77.4 18.8 20.2 Approach LOS D E B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 100.8 5.7 36.0 17.5 90.8 22.7 19.0 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 11.0 78.1 11.0 30.0 36.0 53.1 11.0 30.0 Max Q Clear Time (g_c+I1), s 3.4 36.3 2.0 30.4 12.6 29.1 2.2 12.5 Green Ext Time (p_c), s 0.0 10.7 0.0 0.0 0.8 7.0 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 62 5 350 10 111 292 1286 29 962 28 v/c Ratio 0.29 0.02 0.57 0.06 0.58 0.63 0.56 0.13 0.50 0.03 Control Delay 52.8 49.6 17.2 51.7 42.7 13.1 14.3 10.3 23.2 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.8 49.6 17.2 51.7 42.7 13.1 14.3 10.3 23.2 0.0 Queue Length 50th (ft) 52 4 114 9 51 74 328 6 282 0 Queue Length 95th (ft) 86 17 149 23 103 158 531 21 502 0 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 242 352 739 189 351 596 2314 261 1926 1038 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.01 0.47 0.05 0.32 0.49 0.56 0.11 0.50 0.03 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 358 0 277 2 1 20 123 480 2 10 748 253 Future Volume (veh/h) 358 0 277 2 1 20 123 480 2 10 748 253 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1750 1750 1709 1750 1750 1750 1504 1695 1695 1600 1709 1709 Adj Flow Rate, veh/h 389 0 301 2 1 22 134 522 2 11 813 275 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 18 4 4 11 3 3 Cap, veh/h 476 0 535 89 20 436 177 1344 5 207 1561 696 Arrive On Green 0.31 0.00 0.31 0.31 0.31 0.31 0.06 0.41 0.41 0.14 0.48 0.48 Sat Flow, veh/h 1360 0 1448 1095 65 1428 2779 3291 13 1524 3247 1448 Grp Volume(v), veh/h 389 0 301 2 0 23 134 255 269 11 813 275 Grp Sat Flow(s),veh/h/ln 1360 0 1448 1095 0 1493 1390 1611 1693 1524 1624 1448 Q Serve(g_s), s 32.2 0.0 19.9 0.2 0.0 1.3 5.7 13.4 13.4 0.8 20.8 14.6 Cycle Q Clear(g_c), s 33.5 0.0 19.9 33.7 0.0 1.3 5.7 13.4 13.4 0.8 20.8 14.6 Prop In Lane 1.00 1.00 1.00 0.96 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 476 0 535 89 0 456 177 658 691 207 1561 696 V/C Ratio(X) 0.82 0.00 0.56 0.02 0.00 0.05 0.76 0.39 0.39 0.05 0.52 0.40 Avail Cap(c_a), veh/h 503 0 563 110 0 485 208 658 691 207 1561 696 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 0.0 30.1 57.0 0.0 29.4 55.3 25.0 25.0 45.1 21.6 20.0 Incr Delay (d2), s/veh 9.8 0.0 1.2 0.1 0.0 0.0 11.9 1.6 1.6 0.1 1.2 1.7 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 12.0 0.0 7.1 0.1 0.0 0.5 2.3 5.3 5.5 0.3 7.8 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.0 0.0 31.3 57.1 0.0 29.4 67.2 26.6 26.5 45.2 22.8 21.7 LnGrp LOS D A C E A C E C C D C C Approach Vol, veh/h 690 25 658 1099 Approach Delay, s/veh 42.4 31.6 34.8 22.8 Approach LOS D C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.3 55.0 42.7 13.6 63.7 42.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 2.8 15.4 35.5 7.7 22.8 35.7 Green Ext Time (p_c), s 0.0 3.1 1.1 0.0 7.2 0.0 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 389 301 2 23 134 524 11 813 275 v/c Ratio 0.97 0.43 0.01 0.05 0.67 0.30 0.12 0.55 0.34 Control Delay 78.6 17.0 28.0 11.6 71.4 16.7 53.4 25.6 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.6 17.0 28.0 11.6 71.4 16.7 53.4 25.6 3.5 Queue Length 50th (ft) 293 101 1 1 53 103 8 238 0 Queue Length 95th (ft) #492 176 8 20 #92 196 26 301 48 Internal Link Dist (ft) 1144 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 409 696 171 434 204 1749 174 1478 810 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.43 0.01 0.05 0.66 0.30 0.06 0.55 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 447 3 321 16 8 22 281 778 0 22 686 414 Future Volume (veh/h) 447 3 321 16 8 22 281 778 0 22 686 414 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1750 1750 1736 1750 1750 1750 1736 1723 1723 1545 1709 1736 Adj Flow Rate, veh/h 486 3 349 17 9 24 305 846 0 24 746 450 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 2 2 15 3 1 Cap, veh/h 491 3 589 60 137 366 241 1337 0 172 1461 662 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.08 0.41 0.00 0.12 0.45 0.45 Sat Flow, veh/h 1328 8 1471 1045 422 1125 3208 3359 0 1472 3247 1471 Grp Volume(v), veh/h 489 0 349 17 0 33 305 846 0 24 746 450 Grp Sat Flow(s),veh/h/ln 1336 0 1471 1045 0 1547 1604 1637 0 1472 1624 1471 Q Serve(g_s), s 37.2 0.0 22.4 0.0 0.0 1.8 9.0 24.7 0.0 1.8 19.7 29.1 Cycle Q Clear(g_c), s 39.0 0.0 22.4 39.0 0.0 1.8 9.0 24.7 0.0 1.8 19.7 29.1 Prop In Lane 0.99 1.00 1.00 0.73 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 494 0 589 60 0 503 241 1337 0 172 1461 662 V/C Ratio(X) 0.99 0.00 0.59 0.28 0.00 0.07 1.27 0.63 0.00 0.14 0.51 0.68 Avail Cap(c_a), veh/h 494 0 589 60 0 503 241 1337 0 172 1461 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.82 0.82 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.5 0.0 28.3 60.0 0.0 27.9 55.5 28.3 0.0 47.6 23.6 26.1 Incr Delay (d2), s/veh 37.7 0.0 1.6 2.5 0.0 0.1 144.6 1.9 0.0 0.4 1.3 5.6 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 19.7 0.0 8.1 0.6 0.0 0.7 8.4 9.7 0.0 0.7 7.5 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 29.9 62.5 0.0 28.0 200.1 30.2 0.0 48.0 24.8 31.7 LnGrp LOS F A C E A C F C A D C C Approach Vol, veh/h 838 50 1151 1220 Approach Delay, s/veh 59.8 39.7 75.2 27.8 Approach LOS E D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 55.0 45.0 15.0 60.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.8 26.7 41.0 11.0 31.1 41.0 Green Ext Time (p_c), s 0.0 5.8 0.0 0.0 6.9 0.0 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2021- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 489 349 17 33 305 846 24 746 450 v/c Ratio 1.24 0.48 0.16 0.07 1.28 0.55 0.19 0.51 0.49 Control Delay 162.9 17.0 33.9 14.0 196.9 25.8 51.9 25.2 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 162.9 17.0 33.9 14.0 196.9 25.8 51.9 25.2 3.8 Queue Length 50th (ft) ~469 118 9 5 ~154 271 17 212 0 Queue Length 95th (ft) #679 202 30 29 #246 341 44 270 58 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 395 729 104 473 239 1548 168 1452 910 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.24 0.48 0.16 0.07 1.28 0.55 0.14 0.51 0.49 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. HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Drive Analysis Year 2021 North/South Street Site Access Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)265 55 149 87 16 42 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)162 63 Capacity, c (veh/h)1204 548 v/c Ratio 0.13 0.12 95% Queue Length, Q₉₅ (veh)0.5 0.4 Control Delay (s/veh)8.5 12.4 Level of Service, LOS A B Approach Delay (s/veh)5.8 12.4 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:40:32 PM Valley_Center_&_Site_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street East Valley Center Drive Analysis Year 2021 North/South Street Site Access Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)193 23 62 316 58 156 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)67 233 Capacity, c (veh/h)1325 625 v/c Ratio 0.05 0.37 95% Queue Length, Q₉₅ (veh)0.2 1.8 Control Delay (s/veh)7.9 14.2 Level of Service, LOS A B Approach Delay (s/veh)1.7 14.2 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:41:34 PM Valley_Center_&_Site_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Site Access Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)0 25 87 18 16 0 Percent Heavy Vehicles (%)0 0 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.20 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)27 95 Capacity, c (veh/h)1068 1592 v/c Ratio 0.03 0.06 95% Queue Length, Q₉₅ (veh)0.1 0.2 Control Delay (s/veh)8.5 7.4 Level of Service, LOS A A Approach Delay (s/veh)8.5 6.2 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:08:52 PM 27th_&_Site_phase1_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/17/2020 East/West Street Site Access Analysis Year 2021 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Phase I Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)0 92 36 117 27 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)100 39 Capacity, c (veh/h)1052 1597 v/c Ratio 0.10 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.1 Control Delay (s/veh)8.8 7.3 Level of Service, LOS A A Approach Delay (s/veh)8.8 1.9 Approach LOS A Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/17/2020 5:10:28 PM 27th_&_Site_phase1_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)526 176 10 173 175 0 Percent Heavy Vehicles (%)3 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 190 Capacity, c (veh/h)844 313 v/c Ratio 0.01 0.61 95% Queue Length, Q₉₅ (veh)0.0 4.3 Control Delay (s/veh)9.3 33.9 Level of Service, LOS A D Approach Delay (s/veh)0.6 33.9 Approach LOS D Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:59:27 AM Davis_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)385 189 6 599 330 24 Percent Heavy Vehicles (%)5 8 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.15 6.48 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.24 3.57 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 385 Capacity, c (veh/h)946 210 v/c Ratio 0.01 1.83 95% Queue Length, Q₉₅ (veh)0.0 93.5 Control Delay (s/veh)8.8 1552.1 Level of Service, LOS A F Approach Delay (s/veh)0.2 1552.1 Approach LOS F Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:00:18 AM Davis_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 1 16 0 7 0 153 42 24 166 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 25 0 26 Capacity, c (veh/h)868 609 1408 1371 v/c Ratio 0.00 0.04 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.0 0.1 Control Delay (s/veh)9.2 11.2 7.6 7.7 Level of Service, LOS A B A A Approach Delay (s/veh)9.2 11.2 0.0 1.1 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:01:20 AM Davis_&_Westlake_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Westlake Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 0 1 44 0 20 1 231 21 9 198 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 70 1 10 Capacity, c (veh/h)830 547 1367 1301 v/c Ratio 0.00 0.13 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.4 0.0 0.0 Control Delay (s/veh)9.3 12.6 7.6 7.8 Level of Service, LOS A B A A Approach Delay (s/veh)9.3 12.6 0.0 0.4 Approach LOS A B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:02:26 AM Davis_&_Westlake_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Westlake Road Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)490 35 166 164 19 60 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)180 86 Capacity, c (veh/h)1012 378 v/c Ratio 0.18 0.23 95% Queue Length, Q₉₅ (veh)0.6 0.9 Control Delay (s/veh)9.3 17.3 Level of Service, LOS A C Approach Delay (s/veh)5.6 17.3 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:09:08 AM Westlake_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Westlake Road Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)337 70 76 562 42 158 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)83 218 Capacity, c (veh/h)1117 434 v/c Ratio 0.07 0.50 95% Queue Length, Q₉₅ (veh)0.2 3.0 Control Delay (s/veh)8.5 21.6 Level of Service, LOS A C Approach Delay (s/veh)1.9 21.6 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:10:14 AM Westlake_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)489 58 136 386 39 49 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)148 42 53 Capacity, c (veh/h)991 157 529 v/c Ratio 0.15 0.27 0.10 95% Queue Length, Q₉₅ (veh)0.5 1.1 0.3 Control Delay (s/veh)9.3 36.2 12.6 Level of Service, LOS A E B Approach Delay (s/veh)2.4 23.0 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:26:48 AM 27th_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)532 47 78 447 195 132 Percent Heavy Vehicles (%)0 2 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.42 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.52 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)85 212 143 Capacity, c (veh/h)963 172 502 v/c Ratio 0.09 1.24 0.28 95% Queue Length, Q₉₅ (veh)0.3 30.6 1.2 Control Delay (s/veh)9.1 541.5 15.0 Level of Service, LOS A F C Approach Delay (s/veh)1.4 329.4 Approach LOS F Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:27:46 AM 27th_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)15 5 0 61 2 3 0 222 64 4 159 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)21 71 0 4 Capacity, c (veh/h)501 515 1410 1261 v/c Ratio 0.04 0.14 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.5 0.0 0.0 Control Delay (s/veh)12.5 13.1 7.6 7.9 Level of Service, LOS B B A A Approach Delay (s/veh)12.5 13.1 0.0 0.2 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:32:37 AM Catamount_&_Davis_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Catamount Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)6 3 0 65 5 9 0 235 105 11 260 14 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 86 0 12 Capacity, c (veh/h)378 415 1275 1201 v/c Ratio 0.03 0.21 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.8 0.0 0.0 Control Delay (s/veh)14.8 15.9 7.8 8.0 Level of Service, LOS B C A A Approach Delay (s/veh)14.8 15.9 0.0 0.4 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:33:36 AM Catamount_&_Davis_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)14 76 66 12 59 3 98 106 21 4 41 6 Percent Heavy Vehicles (%)0 0 0 0 0 3 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.23 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.33 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)170 80 107 4 Capacity, c (veh/h)628 485 1567 1458 v/c Ratio 0.27 0.17 0.07 0.00 95% Queue Length, Q₉₅ (veh)1.1 0.6 0.2 0.0 Control Delay (s/veh)12.9 13.9 7.5 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)12.9 13.9 3.6 0.6 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:29:44 AM Catamount_&_27_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)5 81 122 27 80 11 66 194 15 8 119 13 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)226 128 72 9 Capacity, c (veh/h)622 397 1452 1353 v/c Ratio 0.36 0.32 0.05 0.01 95% Queue Length, Q₉₅ (veh)1.7 1.4 0.2 0.0 Control Delay (s/veh)14.1 18.3 7.6 7.7 Level of Service, LOS B C A A Approach Delay (s/veh)14.1 18.3 2.2 0.5 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:31:20 AM Catamount_&_27_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)9 1 145 65 1 3 86 617 1 0 583 10 Percent Heavy Vehicles (%)0 0 3 2 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.96 7.54 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.33 3.52 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)169 75 93 0 Capacity, c (veh/h)535 107 950 928 v/c Ratio 0.32 0.70 0.10 0.00 95% Queue Length, Q₉₅ (veh)1.4 5.3 0.3 0.0 Control Delay (s/veh)14.8 108.8 9.2 8.9 Level of Service, LOS B F A A Approach Delay (s/veh)14.8 108.8 1.1 0.0 Approach LOS B F Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:34:47 AM Catamount_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Valley Center Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 8 132 47 3 11 137 586 68 14 740 13 Percent Heavy Vehicles (%)0 0 2 0 0 0 2 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.94 7.50 6.50 6.90 4.14 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.32 3.50 4.00 3.30 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)163 66 149 15 Capacity, c (veh/h)302 69 806 898 v/c Ratio 0.54 0.95 0.18 0.02 95% Queue Length, Q₉₅ (veh)3.4 9.2 0.7 0.1 Control Delay (s/veh)30.7 317.5 10.5 9.1 Level of Service, LOS D F B A Approach Delay (s/veh)30.7 317.5 1.8 0.2 Approach LOS D F Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:35:44 AM Catamount_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catron Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)4 89 29 5 35 8 17 204 47 25 110 8 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)133 52 18 27 Capacity, c (veh/h)528 499 1469 1302 v/c Ratio 0.25 0.10 0.01 0.02 95% Queue Length, Q₉₅ (veh)1.0 0.3 0.0 0.1 Control Delay (s/veh)14.1 13.1 7.5 7.8 Level of Service, LOS B B A A Approach Delay (s/veh)14.1 13.1 0.6 1.5 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:39:28 AM Catron_&_27_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catron & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catron Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 157 27 36 203 80 29 144 37 56 216 5 Percent Heavy Vehicles (%)0 0 0 4 1 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.14 6.51 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.54 4.01 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)201 347 32 61 Capacity, c (veh/h)404 400 1339 1388 v/c Ratio 0.50 0.87 0.02 0.04 95% Queue Length, Q₉₅ (veh)2.9 13.1 0.1 0.1 Control Delay (s/veh)22.7 62.5 7.8 7.7 Level of Service, LOS C F A A Approach Delay (s/veh)22.7 62.5 1.3 1.9 Approach LOS C F Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:41:08 AM Catron_&_27_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)72 55 3 59 28 11 1 293 65 5 245 41 Percent Heavy Vehicles (%)0 7 0 3 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.57 6.20 7.13 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.06 3.30 3.53 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)141 106 1 5 Capacity, c (veh/h)353 350 1261 1181 v/c Ratio 0.40 0.30 0.00 0.00 95% Queue Length, Q₉₅ (veh)2.0 1.3 0.0 0.0 Control Delay (s/veh)22.0 19.7 7.9 8.1 Level of Service, LOS C C A A Approach Delay (s/veh)22.0 19.7 0.0 0.2 Approach LOS C C Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:53:43 AM Cattail_&_Davis_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & Davis Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)102 72 5 118 58 12 8 466 115 4 415 100 Percent Heavy Vehicles (%)2 2 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.12 6.52 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.52 4.02 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)194 204 9 4 Capacity, c (veh/h)151 143 1021 961 v/c Ratio 1.28 1.42 0.01 0.00 95% Queue Length, Q₉₅ (veh)30.8 38.3 0.0 0.0 Control Delay (s/veh)629.8 868.4 8.6 8.8 Level of Service, LOS F F A A Approach Delay (s/veh)629.8 868.4 0.2 0.1 Approach LOS F F Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:54:48 AM Cattail_&_Davis_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)79 74 31 191 127 42 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)166 34 Capacity, c (veh/h)652 1403 v/c Ratio 0.25 0.02 95% Queue Length, Q₉₅ (veh)1.0 0.1 Control Delay (s/veh)12.4 7.6 Level of Service, LOS B A Approach Delay (s/veh)12.4 1.3 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:43:23 AM Cattail_&_27_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)53 103 103 155 192 77 Percent Heavy Vehicles (%)0 1 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.10 6.21 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.31 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)170 112 Capacity, c (veh/h)562 1280 v/c Ratio 0.30 0.09 95% Queue Length, Q₉₅ (veh)1.3 0.3 Control Delay (s/veh)14.2 8.1 Level of Service, LOS B A Approach Delay (s/veh)14.2 3.7 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:44:25 AM Cattail_&_27_future_PM.xtw HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2040- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 10 281 6 21 63 191 1170 16 72 1312 10 Future Volume (veh/h) 70 10 281 6 21 63 191 1170 16 72 1312 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 76 11 305 7 23 68 208 1272 17 78 1426 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 271 329 358 181 33 98 232 1767 24 226 1723 947 Arrive On Green 0.11 0.19 0.19 0.01 0.08 0.08 0.06 0.53 0.53 0.05 0.53 0.53 Sat Flow, veh/h 1641 1750 1471 1667 390 1153 1654 3307 44 1316 3273 1483 Grp Volume(v), veh/h 76 11 305 7 0 91 208 629 660 78 1426 11 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1543 1654 1637 1715 1316 1637 1483 Q Serve(g_s), s 0.0 0.5 13.9 0.0 0.0 5.2 5.0 26.2 26.2 2.4 32.9 0.1 Cycle Q Clear(g_c), s 0.0 0.5 13.9 0.0 0.0 5.2 5.0 26.2 26.2 2.4 32.9 0.1 Prop In Lane 1.00 1.00 1.00 0.75 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 271 329 358 181 0 131 232 875 916 226 1723 947 V/C Ratio(X) 0.28 0.03 0.85 0.04 0.00 0.70 0.90 0.72 0.72 0.34 0.83 0.01 Avail Cap(c_a), veh/h 271 583 572 259 0 514 232 875 916 237 1723 947 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 0.00 1.00 1.00 1.00 1.00 0.46 0.46 0.46 Uniform Delay (d), s/veh 35.5 29.9 20.1 37.6 0.0 40.1 20.9 15.8 15.9 13.3 17.9 1.5 Incr Delay (d2), s/veh 0.6 0.0 7.0 0.1 0.0 6.5 32.8 5.1 4.9 0.4 2.2 0.0 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 1.5 0.2 5.4 0.1 0.0 2.2 4.3 9.7 10.1 0.6 11.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 29.9 27.0 37.7 0.0 46.6 53.7 20.9 20.7 13.8 20.1 1.5 LnGrp LOS D C C D A D D C C B C A Approach Vol, veh/h 392 98 1497 1515 Approach Delay, s/veh 28.9 45.9 25.4 19.7 Approach LOS C D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 54.0 4.8 22.9 9.0 53.3 14.1 13.6 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 30.1 5.0 30.0 5.0 30.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 4.4 28.2 2.0 15.9 7.0 34.9 2.0 7.2 Green Ext Time (p_c), s 0.0 1.4 0.0 1.0 0.0 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 23.9 HCM 6th LOS C Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2040- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 76 11 305 7 91 208 1289 78 1426 11 v/c Ratio 0.23 0.03 0.44 0.03 0.37 0.60 0.69 0.41 0.97 0.01 Control Delay 23.9 23.5 8.9 23.8 15.5 26.6 23.0 18.6 44.7 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 23.5 8.9 23.8 15.5 26.6 23.0 18.6 44.7 0.0 Queue Length 50th (ft) 34 5 50 4 13 53 297 14 ~433 0 Queue Length 95th (ft) 49 16 86 10 42 #260 #604 #56 #686 0 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 328 583 686 232 544 349 1857 189 1474 885 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.02 0.44 0.03 0.17 0.60 0.69 0.41 0.97 0.01 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. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/18/2020 Year 2040- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 20 483 13 54 100 402 1844 24 47 1466 37 Future Volume (veh/h) 81 20 483 13 54 100 402 1844 24 47 1466 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1750 Adj Flow Rate, veh/h 88 22 525 14 59 109 437 2004 26 51 1593 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 0 Cap, veh/h 204 350 647 171 68 125 445 2054 27 96 1350 747 Arrive On Green 0.09 0.20 0.20 0.01 0.12 0.12 0.24 0.62 0.62 0.03 0.41 0.41 Sat Flow, veh/h 1641 1750 1471 1667 550 1017 1654 3309 43 1316 3273 1483 Grp Volume(v), veh/h 88 22 525 14 0 168 437 989 1041 51 1593 40 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1567 1654 1637 1715 1316 1637 1483 Q Serve(g_s), s 2.5 1.5 30.0 0.0 0.0 15.8 35.0 86.8 87.8 3.4 61.9 1.1 Cycle Q Clear(g_c), s 2.5 1.5 30.0 0.0 0.0 15.8 35.0 86.8 87.8 3.4 61.9 1.1 Prop In Lane 1.00 1.00 1.00 0.65 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 204 350 647 171 0 193 445 1016 1065 96 1350 747 V/C Ratio(X) 0.43 0.06 0.81 0.08 0.00 0.87 0.98 0.97 0.98 0.53 1.18 0.05 Avail Cap(c_a), veh/h 204 350 647 269 0 313 445 1016 1065 150 1350 747 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 0.00 1.00 1.00 1.00 1.00 0.43 0.43 0.43 Uniform Delay (d), s/veh 62.3 48.6 24.9 58.0 0.0 64.5 49.2 27.2 27.4 36.6 44.1 7.5 Incr Delay (d2), s/veh 1.4 0.1 7.7 0.2 0.0 13.6 37.9 22.5 22.7 2.0 84.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.7 16.0 0.5 0.0 7.1 20.8 37.5 39.7 1.1 40.1 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.7 48.7 32.6 58.2 0.0 78.2 87.1 49.7 50.1 38.5 128.5 7.6 LnGrp LOS E D C E A E F D D D F A Approach Vol, veh/h 635 182 2467 1684 Approach Delay, s/veh 37.5 76.6 56.5 122.9 Approach LOS D E E F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.8 99.0 6.2 36.0 40.0 67.8 17.7 24.5 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 11.0 78.1 11.0 30.0 36.0 53.1 11.0 30.0 Max Q Clear Time (g_c+I1), s 5.4 89.8 2.0 32.0 37.0 63.9 4.5 17.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 77.3 HCM 6th LOS E Queues 3: N 19th Ave & Cattail Street 06/18/2020 Year 2040- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 88 22 525 14 168 437 2030 51 1593 40 v/c Ratio 0.46 0.08 0.67 0.06 0.73 0.85 0.96 0.47 1.20 0.05 Control Delay 60.0 56.1 22.6 45.8 59.6 56.2 38.6 42.0 136.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.0 56.1 22.6 45.8 59.6 56.2 38.6 42.0 136.8 0.1 Queue Length 50th (ft) 73 18 228 12 110 340 915 13 ~1007 0 Queue Length 95th (ft) 115 45 311 29 176 #561 #1353 58 #1224 1 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 217 350 779 257 350 514 2110 137 1326 774 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.06 0.67 0.05 0.48 0.85 0.96 0.37 1.20 0.05 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. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2040- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 614 0 488 3 1 28 332 726 3 14 1134 552 Future Volume (veh/h) 614 0 488 3 1 28 332 726 3 14 1134 552 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1750 1750 1709 1750 1750 1750 1504 1695 1695 1600 1709 1709 Adj Flow Rate, veh/h 667 0 530 3 1 30 361 789 3 15 1233 600 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 18 4 4 11 3 3 Cap, veh/h 495 0 579 60 16 469 208 1344 5 178 1461 652 Arrive On Green 0.32 0.00 0.32 0.32 0.32 0.32 0.08 0.41 0.41 0.12 0.45 0.45 Sat Flow, veh/h 1338 0 1448 887 48 1442 2779 3291 13 1524 3247 1448 Grp Volume(v), veh/h 667 0 530 3 0 31 361 386 406 15 1233 600 Grp Sat Flow(s),veh/h/ln 1338 0 1448 887 0 1490 1390 1611 1693 1524 1624 1448 Q Serve(g_s), s 37.3 0.0 39.0 0.0 0.0 1.7 9.0 22.4 22.4 1.1 40.4 46.7 Cycle Q Clear(g_c), s 39.0 0.0 39.0 39.0 0.0 1.7 9.0 22.4 22.4 1.1 40.4 46.7 Prop In Lane 1.00 1.00 1.00 0.97 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 495 0 579 60 0 484 208 658 691 178 1461 652 V/C Ratio(X) 1.35 0.00 0.91 0.05 0.00 0.06 1.73 0.59 0.59 0.08 0.84 0.92 Avail Cap(c_a), veh/h 495 0 579 60 0 484 208 658 691 178 1461 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.69 0.69 0.69 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 34.1 60.0 0.0 27.9 55.5 27.6 27.6 47.3 29.3 31.0 Incr Delay (d2), s/veh 169.4 0.0 19.2 0.3 0.0 0.1 342.9 2.6 2.5 0.2 6.1 20.4 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 38.0 0.0 17.4 0.1 0.0 0.6 13.0 8.8 9.2 0.4 16.1 19.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 213.0 0.0 53.3 60.3 0.0 28.0 398.4 30.3 30.1 47.5 35.4 51.4 LnGrp LOS F A D E A C F C C D D D Approach Vol, veh/h 1197 34 1153 1848 Approach Delay, s/veh 142.3 30.8 145.5 40.7 Approach LOS F C F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 55.0 45.0 15.0 60.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.1 24.4 41.0 11.0 48.7 41.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.0 4.1 0.0 Intersection Summary HCM 6th Ctrl Delay 97.9 HCM 6th LOS F Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2040- AM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 667 530 3 31 361 792 15 1233 600 v/c Ratio 1.64 0.76 0.05 0.07 1.77 0.49 0.13 0.85 0.61 Control Delay 329.5 31.7 31.0 10.3 398.0 22.4 51.7 36.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 329.5 31.7 31.0 10.3 398.0 22.4 51.7 36.3 4.6 Queue Length 50th (ft) ~747 289 2 1 ~214 173 11 437 0 Queue Length 95th (ft) #978 442 10 23 #312 316 32 538 68 Internal Link Dist (ft) 1144 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 406 694 58 437 204 1623 174 1452 979 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.64 0.76 0.05 0.07 1.77 0.49 0.09 0.85 0.61 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. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/18/2020 Year 2040- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 828 4 625 23 11 31 509 1174 0 31 1035 722 Future Volume (veh/h) 828 4 625 23 11 31 509 1174 0 31 1035 722 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1750 1750 1736 1750 1750 1750 1736 1723 1723 1545 1709 1736 Adj Flow Rate, veh/h 900 4 679 25 12 34 553 1276 0 34 1125 785 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 2 2 15 3 1 Cap, veh/h 479 2 589 60 131 371 241 1337 0 172 1461 662 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.08 0.41 0.00 0.12 0.45 0.45 Sat Flow, veh/h 1289 6 1471 770 403 1142 3208 3359 0 1472 3247 1471 Grp Volume(v), veh/h 904 0 679 25 0 46 553 1276 0 34 1125 785 Grp Sat Flow(s),veh/h/ln 1295 0 1471 770 0 1545 1604 1637 0 1472 1624 1471 Q Serve(g_s), s 36.5 0.0 39.0 0.0 0.0 2.5 9.0 45.4 0.0 2.5 35.0 54.0 Cycle Q Clear(g_c), s 39.0 0.0 39.0 39.0 0.0 2.5 9.0 45.4 0.0 2.5 35.0 54.0 Prop In Lane 1.00 1.00 1.00 0.74 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 481 0 589 60 0 502 241 1337 0 172 1461 662 V/C Ratio(X) 1.88 0.00 1.15 0.42 0.00 0.09 2.30 0.95 0.00 0.20 0.77 1.19 Avail Cap(c_a), veh/h 481 0 589 60 0 502 241 1337 0 172 1461 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.23 0.23 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 0.0 36.0 60.0 0.0 28.2 55.5 34.4 0.0 47.9 27.8 33.0 Incr Delay (d2), s/veh 404.3 0.0 87.3 4.6 0.0 0.1 587.3 5.2 0.0 0.6 4.0 98.2 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 68.3 0.0 31.0 0.8 0.0 0.9 23.2 18.1 0.0 0.9 13.7 36.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 448.3 0.0 123.3 64.6 0.0 28.3 642.8 39.6 0.0 48.5 31.7 131.2 LnGrp LOS F A F E A C F D A D C F Approach Vol, veh/h 1583 71 1829 1944 Approach Delay, s/veh 308.9 41.0 222.0 72.2 Approach LOS F D F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 55.0 45.0 15.0 60.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 14.0 49.0 39.0 9.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 4.5 47.4 41.0 11.0 56.0 41.0 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 191.3 HCM 6th LOS F Queues 6: N 19th Ave & Valley Center 06/18/2020 Year 2040- PM Peak 06/18/2020 Baseline Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 904 679 25 46 553 1276 34 1125 785 v/c Ratio 2.32 0.96 0.43 0.10 2.31 0.82 0.26 0.77 0.72 Control Delay 623.3 54.3 58.2 13.1 629.3 34.8 54.1 32.4 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 623.3 54.3 58.2 13.1 629.3 34.8 54.1 32.4 5.8 Queue Length 50th (ft) ~1143 455 15 6 ~359 498 24 378 0 Queue Length 95th (ft) #1391 #722 #54 34 #473 #655 57 467 80 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 390 707 58 477 239 1548 168 1452 1094 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.32 0.96 0.43 0.10 2.31 0.82 0.20 0.77 0.72 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. HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Site Access Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)503 47 115 312 18 44 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)125 20 48 Capacity, c (veh/h)973 187 517 v/c Ratio 0.13 0.11 0.09 95% Queue Length, Q₉₅ (veh)0.4 0.4 0.3 Control Delay (s/veh)9.2 26.6 12.7 Level of Service, LOS A D B Approach Delay (s/veh)2.5 16.8 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/19/2020 1:21:33 PM Valley_Center_&_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street East Valley Center Drive Analysis Year 2040 North/South Street Site Access Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)469 26 61 593 45 112 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)66 49 122 Capacity, c (veh/h)1024 165 551 v/c Ratio 0.06 0.30 0.22 95% Queue Length, Q₉₅ (veh)0.2 1.2 0.8 Control Delay (s/veh)8.8 35.9 13.4 Level of Service, LOS A E B Approach Delay (s/veh)0.8 19.8 Approach LOS C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/19/2020 1:20:26 PM Valley_Center_&_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Site Access Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)64 15 44 22 21 172 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.13 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)86 48 Capacity, c (veh/h)731 1353 v/c Ratio 0.12 0.04 95% Queue Length, Q₉₅ (veh)0.4 0.1 Control Delay (s/veh)10.6 7.8 Level of Service, LOS B A Approach Delay (s/veh)10.6 5.3 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:22:57 AM 27th_&_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Site Access Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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, V (veh/h)166 43 32 151 36 87 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)7.13 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)227 35 Capacity, c (veh/h)668 1443 v/c Ratio 0.34 0.02 95% Queue Length, Q₉₅ (veh)1.5 0.1 Control Delay (s/veh)13.2 7.6 Level of Service, LOS B A Approach Delay (s/veh)13.2 1.5 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:24:57 AM 27th_&_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Honor Ln Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 33 20 0 93 0 57 66 0 0 36 0 Percent Heavy Vehicles (%)0 0 0 0 0 3 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.23 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.33 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)58 101 62 0 Capacity, c (veh/h)751 642 1584 1541 v/c Ratio 0.08 0.16 0.04 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.6 0.1 0.0 Control Delay (s/veh)10.2 11.7 7.4 7.3 Level of Service, LOS B B A A Approach Delay (s/veh)10.2 11.7 3.6 0.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:18:41 AM 27_&_Honor_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection 27th & Honor Ln Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street North 27th Avenue Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)0 89 54 0 43 0 27 183 0 0 79 0 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)156 47 29 0 Capacity, c (veh/h)677 570 1523 1386 v/c Ratio 0.23 0.08 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.9 0.3 0.1 0.0 Control Delay (s/veh)11.9 11.9 7.4 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)11.9 11.9 1.1 0.0 Approach LOS B B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:20:35 AM 27_&_Honor_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Honor Ln Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 0 1 0 0 1 2 0 0 1 2 0 Configuration LT R LTR L T TR L T TR Volume, V (veh/h)0 0 33 10 0 10 93 521 14 13 524 0 Percent Heavy Vehicles (%)0 0 3 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.96 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.33 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 36 22 101 14 Capacity, c (veh/h)0 709 248 1013 1003 v/c Ratio 0.05 0.09 0.10 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.3 0.3 0.0 Control Delay (s/veh)5.0 10.3 20.9 8.9 8.6 Level of Service, LOS A B C A A Approach Delay (s/veh)10.3 20.9 1.3 0.2 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:24:19 AM Honor_&_Valley_Center_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Valley Center & Honor Ln Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Honor Ln Analysis Year 2040 North/South Street East Valley Center Drive Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman 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 1 0 1 0 0 1 2 0 0 1 2 0 Configuration LT R LTR L T TR L T TR Volume, V (veh/h)0 0 89 14 0 14 93 521 14 13 524 0 Percent Heavy Vehicles (%)0 0 2 0 0 0 2 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.94 7.50 6.50 6.90 4.14 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.32 3.50 4.00 3.30 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 97 30 101 14 Capacity, c (veh/h)0 712 229 999 1003 v/c Ratio 0.14 0.13 0.10 0.01 95% Queue Length, Q₉₅ (veh)0.5 0.5 0.3 0.0 Control Delay (s/veh)5.0 10.9 23.1 9.0 8.6 Level of Service, LOS A B C A A Approach Delay (s/veh)10.9 23.1 1.3 0.2 Approach LOS B C Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:26:22 AM Honor_&_Valley_Center_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Warbler Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Warbler Way/Site Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)34 32 7 9 35 120 18 0 81 43 0 13 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.23 3.53 4.03 3.33 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 10 108 61 Capacity, c (veh/h)1402 1557 940 652 v/c Ratio 0.03 0.01 0.11 0.09 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.4 0.3 Control Delay (s/veh)7.6 7.3 9.3 11.1 Level of Service, LOS A A A B Approach Delay (s/veh)3.6 0.5 9.3 11.1 Approach LOS A B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:37:11 AM Catamount_&_Warbler_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Catamount & Warbler Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Catamount Street Analysis Year 2040 North/South Street Warbler Way/Site Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)18 77 24 72 32 57 15 0 18 114 0 33 Percent Heavy Vehicles (%)3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.23 2.23 3.53 4.03 3.33 3.53 4.03 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)20 78 36 160 Capacity, c (veh/h)1488 1472 702 604 v/c Ratio 0.01 0.05 0.05 0.26 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.2 1.1 Control Delay (s/veh)7.5 7.6 10.4 13.1 Level of Service, LOS A A B B Approach Delay (s/veh)1.2 3.6 10.4 13.1 Approach LOS B B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:38:15 AM Catamount_&_Warbler_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th extension Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street N 27th Avenue extension Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h)16 168 55 36 141 60 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)200 153 Capacity, c (veh/h)905 1486 v/c Ratio 0.22 0.10 95% Queue Length, Q₉₅ (veh)0.8 0.3 Control Delay (s/veh)10.1 7.7 Level of Service, LOS B A Approach Delay (s/veh)10.1 5.7 Approach LOS B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:51:32 AM Cattail_&_27th_extension_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cattail & 27th extension Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Cattail Street Analysis Year 2040 North/South Street N 27th Avenue extension Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h)56 182 74 69 216 79 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)259 235 Capacity, c (veh/h)668 1417 v/c Ratio 0.39 0.17 95% Queue Length, Q₉₅ (veh)1.9 0.6 Control Delay (s/veh)13.8 8.0 Level of Service, LOS B A Approach Delay (s/veh)13.8 6.3 Approach LOS B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:52:30 AM Cattail_&_27th_extension_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Site Access Analysis Year 2040 North/South Street Davis Lane Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h)19 15 181 58 42 150 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 46 Capacity, c (veh/h)615 1297 v/c Ratio 0.06 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.1 Control Delay (s/veh)11.2 7.9 Level of Service, LOS B A Approach Delay (s/veh)11.2 2.0 Approach LOS B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:56:10 AM Davis_&_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Davis & Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Site Access Analysis Year 2040 North/South Street Davis Lane Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h)56 40 215 26 20 225 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)104 22 Capacity, c (veh/h)584 1295 v/c Ratio 0.18 0.02 95% Queue Length, Q₉₅ (veh)0.6 0.1 Control Delay (s/veh)12.5 7.8 Level of Service, LOS B A Approach Delay (s/veh)12.5 0.8 Approach LOS B Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 10:57:18 AM Davis_&_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & E Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street East Site Access Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)45 31 94 106 11 34 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)102 49 Capacity, c (veh/h)1506 843 v/c Ratio 0.07 0.06 95% Queue Length, Q₉₅ (veh)0.2 0.2 Control Delay (s/veh)7.6 9.5 Level of Service, LOS A A Approach Delay (s/veh)3.8 9.5 Approach LOS A Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:06:40 AM Westlake_&_E_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & E Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street East Site Access Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)109 15 43 99 30 90 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)47 131 Capacity, c (veh/h)1443 830 v/c Ratio 0.03 0.16 95% Queue Length, Q₉₅ (veh)0.1 0.6 Control Delay (s/veh)7.6 10.1 Level of Service, LOS A B Approach Delay (s/veh)2.5 10.1 Approach LOS B Copyright © 2020 University of Florida. All Rights Reserved. HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:07:54 AM Westlake_&_E_Site_future_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & W Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street West Site Access Time Analyzed AM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)42 31 94 23 11 34 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)102 49 Capacity, c (veh/h)1510 882 v/c Ratio 0.07 0.06 95% Queue Length, Q₉₅ (veh)0.2 0.2 Control Delay (s/veh)7.6 9.3 Level of Service, LOS A A Approach Delay (s/veh)6.2 9.3 Approach LOS A Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:28:06 AM Westlake_&_W_Site_future_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Westlake & W Site Agency/Co.Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/18/2020 East/West Street Westlake Road Analysis Year 2040 North/South Street West Site Access Time Analyzed PM Peak Hour Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)1.00 Project Description Billings Clinic Bozeman Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)35 15 43 86 30 89 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)47 130 Capacity, c (veh/h)1543 926 v/c Ratio 0.03 0.14 95% Queue Length, Q₉₅ (veh)0.1 0.5 Control Delay (s/veh)7.4 9.5 Level of Service, LOS A A Approach Delay (s/veh)2.6 9.5 Approach LOS A Copyright © 2020 University of Florida. 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HCS7™TWSC Version 7.2.1 Generated: 6/18/2020 11:29:24 AM Westlake_&_W_Site_future_PM.xtw APPENDIX E AUXILIARY TURN LANE & SIGNAL WARRANTS – FULL BUILDOUT (2040) AM PM AM PM AM PM AM PM AM PM AM PM EB Right-Turn Lane YES YES NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NB Left-Turn Lane NO NO SB Right-Turn Lane NO NO NO NO SB Left-Turn Lane NO NO EB Right-Turn Lane YES YES NO NO NO NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO YES YES NB Right-Turn Lane NO NO NO YES NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO NO NO SB Left-Turn Lane NO NO EB Right-Turn Lane YES YES YES YES YES NO EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO YES NO NB Right-Turn Lane NO NO NO YES NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO YES YES NO SB Left-Turn Lane NO NO TURN LANE WARRANTS Davis Lane & E Valley Center Rd N 27th Ave & Site Access 2021 2040 2020 E Valley Center Rd & Catamount Street Davis Lane & Cattail Street N 27th Ave & E Valley Center Rd E Valley Center Rd & Site Access Existing Traffic Volumes (2020) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 341 77 75 Y 60 0 PM weekday 319 109 77 Y 60 0 AM weekday 153 18 100 N 35 0 PM weekday 375 69 70 N 35 0 AM weekday 181 26 96 N 35 0 PM weekday 294 65 101 N 35 20 Existing Traffic Volumes (2020) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 106 1 90 N 45 0 PM weekday 337 47 90 N 45 0 AM weekday 259 6 90 N 45 0 PM weekday 182 9 90 N 45 0 Davis & Valley Center EB Davis & Cattail NB Davis & Cattail SB Catamount & Valley Center NB Catamount & Valley Center SB Phase 1 Traffic Volumes (2021) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 409 80 65 Y 60 0 PM weekday 355 114 73 Y 60 0 AM weekday 202 48 113 N 35 20 PM weekday 409 84 65 Y 35 0 AM weekday 191 27 95 N 35 0 PM weekday 320 67 77 N 35 0 AM weekday 307 11 79 N 50 0 PM weekday 349 19 73 N 50 0 AM weekday 320 55 77 N 60 0 PM weekday 216 23 91 N 60 0 AM weekday 16 0 118 N 25 0 PM weekday 27 0 116 N 25 0 Phase 1 Traffic Volumes (2021) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 259 1 90 N 45 0 PM weekday 413 48 90 N 45 0 AM weekday 311 7 90 N 45 0 PM weekday 345 9 90 N 45 0 Davis & Valley Center EB Davis & Cattail NB Davis & Cattail SB Catamount & Valley Center NB Catamount & Valley Center SB Valley Center & Site EB 27th & Site SB 27th & Valley Center EB Future Traffic Volumes (2040) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 702 176 26 Y 60 0 PM weekday 574 189 43 Y 60 0 AM weekday 359 65 72 N 35 0 PM weekday 589 115 41 Y 35 0 AM weekday 291 41 101 N 35 20 PM weekday 519 100 51 Y 35 0 AM weekday 547 58 47 Y 50 0 PM weekday 579 47 43 Y 50 0 AM weekday 550 47 47 Y 60 0 PM weekday 495 26 54 N 60 0 AM weekday 193 172 114 Y 25 20 PM weekday 123 87 124 N 25 20 Future Traffic Volumes (2040) - Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 704 1 75 N 45 0 PM weekday 791 68 69 N 45 0 AM weekday 593 10 83 N 45 0 PM weekday 767 13 71 N 45 0 Catamount & Valley Center NB Catamount & Valley Center SB Davis & Valley Center EB Davis & Cattail NB Davis & Cattail SB Valley Center & Site EB 27th & Site SB 27th & Valley Center EB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2018) Phase 1 (2020) Future (2040) Guidelines for Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways (Figure 28.4B) Existing (2018) Phase 1 (2020) Future (2040) Existing Traffic Volumes (2020) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 91 6 6.6% 341 N 60 PM weekday 318 4 1.3%319 N 60 AM weekday 153 1 0.7% 181 N 35 PM weekday 375 5 1.3% 294 N 35 AM weekday 181 4 2.2% 153 N 35 PM weekday 294 3 1.0%375 N 35 Davis & Valley Center WB Davis & Cattail NB Davis & Cattail SB Phase 1 Traffic Volumes (2021) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 111 7 6.3% 409 N 60 PM weekday 388 4 1.0%355 N 60 AM weekday 202 1 0.5% 191 N 35 PM weekday 409 6 1.5% 320 N 35 AM weekday 191 4 2.1% 202 N 35 PM weekday 320 3 0.9%409 N 35 AM weekday 236 149 63.1% 320 Y 60 PM weekday 378 62 16.4%216 Y 60 AM weekday 105 87 82.9% 16 N 25 PM weekday 153 36 23.5%27 N 25 Davis & Valley Center WB Davis & Cattail NB Davis & Cattail SB Valley Center & Site WB 27th & Site NB Future Traffic Volumes (2040) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 183 10 5.5% 702 N 60 PM weekday 605 6 1.0%574 N 60 AM weekday 359 1 0.3% 291 N 35 PM weekday 589 8 1.4% 519 N 35 AM weekday 291 5 1.7% 359 N 35 PM weekday 519 4 0.8%589 N 35 AM weekday 427 115 26.9% 550 Y 60 PM weekday 654 61 9.3%495 Y 60 AM weekday 66 44 66.7% 193 N 25 PM weekday 183 32 17.5%123 N 25 Davis & Valley Center WB Davis & Cattail NB Davis & Cattail SB Valley Center & Site WB 27th & Site 14 NB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2020) Phase 1 2021 Full Build 2040 Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Existing (2020) Phase 1 2021 Full Build 2040 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700 800Opposing volume (Vo)Advancing Volume (Va) 40 mph 5% 10% 20% 30% Existing Phase 1 Future 0 100 200 300 400 500 600 700 800 0 100 200 300 400 500 600 700Opposing volume (Vo)Advancing Volume (Va) 60 mph 5% 10% 20% 30% Existing Phase 1 Future Left turn treatment should be considered Left turn treatment not necessary Left turn treatment should be considered Left turn treatment not necessary    x x    x x   x x  -- -- -- -- -- -- -- -- -- -- -- -- x x x x x x x x x x x x     x -- -- -- -- -- -- Yes     No x x 8. Roadway Network Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System 7. Crash History 9. Intersection Near a Grade Crossing East Valley Center Road & Catamount Street (100% EB RTs) Davis Lane & Cattail Street E Valley Center Road & Davis Lane Full Buildout (2040) TRAFFIC SIGNAL WARRANTS East Valley Center Road & Catamount Street (50% EB RTs) East Valley Center Road & Catamount Street (0% EB RTs) E Valley Center Road & N 27th Ave Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 118 0 309 86 395 118 7:00 175 0 702 183 885 175 8:00 165 0 533 147 680 165 9:00 126 0 507 142 649 126 10:00 153 0 483 219 702 153 11:00 192 0 487 271 758 192 12:00 205 0 589 311 900 205 13:00 194 0 472 354 826 194 14:00 213 0 506 334 840 213 15:00 248 0 511 407 918 248 16:00 264 0 567 499 1066 264 17:00 354 0 574 605 1179 354 18:00 192 0 444 364 808 192 19:00 112 0 304 242 546 112 20:00 89 0 211 215 426 89 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2800 0 7199 4379 11578 2800 Condition A - Minimum Vehicular Volume (70% Columns): Yes (14 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (13 hrs) Combination of Conditions A & B (56% Columns): Yes (15 hrs) Yes (14 hrs) Warrant 1 Satisfied?Yes Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 118 0 309 86 395 118 7:00 175 0 702 183 885 175 8:00 165 0 533 147 680 165 9:00 126 0 507 142 649 126 10:00 153 0 483 219 702 153 11:00 192 0 487 271 758 192 12:00 205 0 589 311 900 205 13:00 194 0 472 354 826 194 14:00 213 0 506 334 840 213 15:00 248 0 511 407 918 248 16:00 264 0 567 499 1066 264 17:00 354 0 574 605 1179 354 18:00 192 0 444 364 808 192 19:00 112 0 304 242 546 112 20:00 89 0 211 215 426 89 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2800 0 7199 4379 11578 2800 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (12 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future (2040) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (152.62) High minor approach volume > 100 for peak hour?Yes (354) Total entering volume > 800 for peak hour?Yes (1533) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 1.65 Total Volume of Major Approaches (vehs) 885 High Minor Approach Volume (vehs) 175 Total Entering Volume (vehs) 1060 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 152.62 Total Volume of Major Approaches (vehs) 1179 High Minor Approach Volume (vehs) 354 Total Entering Volume (vehs) 1533 X Sanderson Stewart 9/24/2018 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 9/24/2018 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 60 mph East Valley Center Drive (1 lanes) Davis Lane (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?No Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 34 0 287 117 404 34 7:00 88 0 547 522 1069 88 8:00 47 0 513 268 781 47 9:00 81 0 479 245 724 81 10:00 118 0 454 329 783 118 11:00 138 0 486 403 889 138 12:00 172 0 454 372 826 172 13:00 219 0 501 490 991 219 14:00 196 0 477 604 1081 196 15:00 206 0 443 560 1003 206 16:00 223 0 463 641 1104 223 17:00 327 0 579 525 1104 327 18:00 192 0 394 503 897 192 19:00 101 0 271 409 680 101 20:00 71 0 177 399 576 71 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2213 0 6525 6387 12912 2213 Condition A - Minimum Vehicular Volume (70% Columns): Yes (9 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (13 hrs) Combination of Conditions A & B (56% Columns): Yes (11 hrs) Yes (14 hrs) Warrant 1 Satisfied?Yes Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 350 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 525 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 280 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 420 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 34 0 287 117 404 34 7:00 88 0 547 522 1069 88 8:00 47 0 513 268 781 47 9:00 81 0 479 245 724 81 10:00 118 0 454 329 783 118 11:00 138 0 486 403 889 138 12:00 172 0 454 372 826 172 13:00 219 0 501 490 991 219 14:00 196 0 477 604 1081 196 15:00 206 0 443 560 1003 206 16:00 223 0 463 641 1104 223 17:00 327 0 579 525 1104 327 18:00 192 0 394 503 897 192 19:00 101 0 271 409 680 101 20:00 71 0 177 399 576 71 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 2213 0 6525 6387 12912 2213 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (12 hrs) Warrant 2 Satisfied?Yes Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (29.92) High minor approach volume > 100 for peak hour?Yes (327) Total entering volume > 800 for peak hour?Yes (1431) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Total Volume of Major Approaches (vehs) 1104 High Minor Approach Volume (vehs) 327 Total Entering Volume (vehs) 1431 Total Entering Volume (vehs) 1157 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 29.92 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.56 Total Volume of Major Approaches (vehs) 1069 High Minor Approach Volume (vehs) 88 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 50 mph East Valley Center Drive (1 lanes) North 27th Avenue (1 lane) Analysis Year/Case: Full Build (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 100% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 368 63 29 526 63 7:00 704 593 155 69 1297 155 8:00 401 650 135 64 1051 135 9:00 365 577 79 45 942 79 10:00 476 551 93 33 1027 93 11:00 575 565 113 41 1140 113 12:00 670 542 145 39 1212 145 13:00 687 574 133 27 1261 133 14:00 795 586 73 29 1381 73 15:00 785 586 117 33 1371 117 16:00 936 545 115 62 1481 115 17:00 791 767 150 61 1558 150 18:00 815 519 125 103 1334 125 19:00 647 333 127 116 980 127 20:00 552 296 67 93 848 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 9357 8052 1690 844 17409 1716 Condition A - Minimum Vehicular Volume (70% Columns): Yes (10 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (14 hrs) Combination of Conditions A & B (56% Columns): Yes (12 hrs) Yes (15 hrs) Warrant 1 Satisfied?Yes Major Street Total > 420 and Higher Minor Street Total > 105 for 8 hours? Major Street Total > 630 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 0% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 368 3 29 526 29 7:00 704 593 10 69 1297 69 8:00 401 650 6 64 1051 64 9:00 365 577 6 45 942 45 10:00 476 551 9 33 1027 33 11:00 575 565 9 41 1140 41 12:00 670 542 16 39 1212 39 13:00 687 574 12 27 1261 27 14:00 795 586 12 29 1381 29 15:00 785 586 14 33 1371 33 16:00 936 545 12 62 1481 62 17:00 791 767 18 61 1558 61 18:00 815 519 12 103 1334 103 19:00 647 333 20 116 980 116 20:00 552 296 11 93 848 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 9357 8052 170 844 17409 844 Condition A - Minimum Vehicular Volume (70% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): No (7 hrs) Combination of Conditions A & B (56% Columns): No (3 hrs) Yes (8 hrs) Warrant 1 Satisfied?No Major Street Total > 630 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Major Street Total > 420 and Higher Minor Street Total > 105 for 8 hours? Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 50% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 368 33 29 526 33 7:00 704 593 83 69 1297 83 8:00 401 650 69 64 1051 69 9:00 365 577 42 45 942 45 10:00 476 551 52 33 1027 52 11:00 575 565 61 41 1140 61 12:00 670 542 81 39 1212 81 13:00 687 574 73 27 1261 73 14:00 795 586 44 29 1381 44 15:00 785 586 65 33 1371 65 16:00 936 545 63 62 1481 63 17:00 791 767 84 61 1558 84 18:00 815 519 69 103 1334 103 19:00 647 333 75 116 980 116 20:00 552 296 40 93 848 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 9357 8052 934 844 17409 1065 Condition A - Minimum Vehicular Volume (70% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): Yes (11 hrs) Combination of Conditions A & B (56% Columns): No (4 hrs) Yes (14 hrs) Warrant 1 Satisfied?Yes Major Street Total > 630 and Higher Minor Street Total > 53 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 84 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 42 for 8 hours? Higher Volume Minor Approach Major Street Total > 420 and Higher Minor Street Total > 105 for 8 hours? Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 100% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 368 63 29 526 63 7:00 704 593 155 69 1297 155 8:00 401 650 135 64 1051 135 9:00 365 577 79 45 942 79 10:00 476 551 93 33 1027 93 11:00 575 565 113 41 1140 113 12:00 670 542 145 39 1212 145 13:00 687 574 133 27 1261 133 14:00 795 586 73 29 1381 73 15:00 785 586 117 33 1371 117 16:00 936 545 115 62 1481 115 17:00 791 767 150 61 1558 150 18:00 815 519 125 103 1334 125 19:00 647 333 127 116 980 127 20:00 552 296 67 93 848 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 9357 8052 1690 844 17409 1716 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (11 hrs) Warrant 2 Satisfied?Yes Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 0% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 368 3 29 526 29 7:00 704 593 10 69 1297 69 8:00 401 650 6 64 1051 64 9:00 365 577 6 45 942 45 10:00 476 551 9 33 1027 33 11:00 575 565 9 41 1140 41 12:00 670 542 16 39 1212 39 13:00 687 574 12 27 1261 27 14:00 795 586 12 29 1381 29 15:00 785 586 14 33 1371 33 16:00 936 545 12 62 1481 62 17:00 791 767 18 61 1558 61 18:00 815 519 12 103 1334 103 19:00 647 333 20 116 980 116 20:00 552 296 11 93 848 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 9357 8052 170 844 17409 844 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (3 hrs) Warrant 2 Satisfied?No Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 50% Right Turns Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 368 33 29 526 33 7:00 704 593 83 69 1297 83 8:00 401 650 69 64 1051 69 9:00 365 577 42 45 942 45 10:00 476 551 52 33 1027 52 11:00 575 565 61 41 1140 61 12:00 670 542 81 39 1212 81 13:00 687 574 73 27 1261 73 14:00 795 586 44 29 1381 44 15:00 785 586 65 33 1371 65 16:00 936 545 63 62 1481 63 17:00 791 767 84 61 1558 84 18:00 815 519 69 103 1334 103 19:00 647 333 75 116 980 116 20:00 552 296 40 93 848 93 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 9357 8052 934 844 17409 1065 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (5 hrs) Warrant 2 Satisfied?Yes Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 100% Right Turns Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.28) High minor approach volume > 100 for peak hour?Yes (150) Total entering volume > 800 for peak hour?Yes (1769) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.64 Total Volume of Major Approaches (vehs) 1297 High Minor Approach Volume (vehs) 155 Total Entering Volume (vehs) 1521 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 1.28 Total Volume of Major Approaches (vehs) 1558 High Minor Approach Volume (vehs) 150 Total Entering Volume (vehs) 1769 X Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 0% Right Turns Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (2.38) High minor approach volume > 100 for peak hour?No (61) Total entering volume > 800 for peak hour?Yes (1637) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Total Volume of Major Approaches (vehs) 1558 High Minor Approach Volume (vehs) 61 Total Entering Volume (vehs) 1637 Total Entering Volume (vehs) 1376 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 2.38 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 1.15 Total Volume of Major Approaches (vehs) 1297 High Minor Approach Volume (vehs) 69 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future (2040) 50% Right Turns Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.77) High minor approach volume > 100 for peak hour?No (84) Total entering volume > 800 for peak hour?Yes (1703) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Total Volume of Major Approaches (vehs) 1558 High Minor Approach Volume (vehs) 84 Total Entering Volume (vehs) 1703 Total Entering Volume (vehs) 1449 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 0.77 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.34 Total Volume of Major Approaches (vehs) 1297 High Minor Approach Volume (vehs) 83 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: X Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 56% columns of Warrant 1 met?Yes Is Condition B criterion met for 56% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 45 mph East Valley Center Drive (2 lanes) Catamount Street (1 lane) Analysis Year/Case: Future+Site (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?Yes This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 141 46 65 299 65 7:00 359 291 130 98 650 130 8:00 263 310 86 107 573 107 9:00 304 201 86 83 505 86 10:00 396 316 91 103 712 103 11:00 349 295 117 108 644 117 12:00 474 375 112 114 849 114 13:00 414 359 96 114 773 114 14:00 380 365 100 108 745 108 15:00 480 361 127 136 841 136 16:00 509 455 130 126 964 130 17:00 589 519 179 188 1108 188 18:00 421 369 144 126 790 144 19:00 265 236 91 93 501 93 20:00 168 185 72 85 353 85 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 5529 4778 1607 1654 10307 1720 Condition A - Minimum Vehicular Volume (100% Columns): No (1 hrs) Condition B - Interruption of Continuous Traffic (100% Columns): No (6 hrs) Combination of Conditions A & B (80% Columns): No (5 hrs) Yes (10 hrs) Warrant 1 Satisfied?No Major Street Total > 500 and Higher Minor Street Total > 150 for 8 hours? Major Street Total >750 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 0 0 0 0 0 0 6:00 158 141 46 65 299 65 7:00 359 291 130 98 650 130 8:00 263 310 86 107 573 107 9:00 304 201 86 83 505 86 10:00 396 316 91 103 712 103 11:00 349 295 117 108 644 117 12:00 474 375 112 114 849 114 13:00 414 359 96 114 773 114 14:00 380 365 100 108 745 108 15:00 480 361 127 136 841 136 16:00 509 455 130 126 964 130 17:00 589 519 179 188 1108 188 18:00 421 369 144 126 790 144 19:00 265 236 91 93 501 93 20:00 168 185 72 85 353 85 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00 0 0 0 0 0 0 TOTAL 5529 4778 1607 1654 10307 1720 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (2 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (45.35) High minor approach volume > 100 for peak hour?Yes (188) Total entering volume > 800 for peak hour?Yes (1475) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30-8:30 AM High Minor Total Stopped Time Delay (hrs) 0.79 Total Volume of Major Approaches (vehs) 650 High Minor Approach Volume (vehs) 130 Total Entering Volume (vehs) 878 PM Peak Hour 5:00-6:00 PM High Minor Total Stopped Time Delay (hrs) 45.35 Total Volume of Major Approaches (vehs) 1108 High Minor Approach Volume (vehs) 188 Total Entering Volume (vehs) 1475 Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? N/A Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 6/18/2020 15063.01 Billings Clinic Bozeman City of Bozeman/MDT 35 mph Davis Lane (1 lane) Cattail Street (1 lane) Analysis Year/Case: Future (2040) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing APPENDIX F CAPACITY CALCULATIONS – FULL BUILDOUT (2040) – IMPROVED MOVEMENT SUMMARY Site: 101 [Valley Center & Davis AM] Valley Center & Davis AM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 190 3.0 0.260 7.9 LOS A 1.1 28.8 0.62 0.61 0.62 31.3 18 R2 1 3.0 0.260 7.9 LOS A 1.1 28.8 0.62 0.61 0.62 30.4 Approach 191 3.0 0.260 7.9 LOS A 1.1 28.8 0.62 0.61 0.62 31.2 East: E Valley Center Rd 1 L2 11 3.0 0.181 4.9 LOS A 0.8 21.5 0.37 0.24 0.37 35.2 6 T1 188 3.0 0.181 4.9 LOS A 0.8 21.5 0.37 0.24 0.37 35.1 Approach 199 3.0 0.181 4.9 LOS A 0.8 21.5 0.37 0.24 0.37 35.1 West: E Valley Center Rd 2 T1 572 3.0 0.576 9.2 LOS A 5.2 134.2 0.14 0.03 0.14 33.1 12 R2 191 3.0 0.576 9.2 LOS A 5.2 134.2 0.14 0.03 0.14 32.1 Approach 763 3.0 0.576 9.2 LOS A 5.2 134.2 0.14 0.03 0.14 32.8 All Vehicles 1153 3.0 0.576 8.3 LOS A 5.2 134.2 0.26 0.16 0.26 32.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 2:58:26 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 MOVEMENT SUMMARY Site: 101 [Valley Center & Davis PM] Valley Center & Davis PM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 359 3.0 0.446 9.7 LOS A 2.7 69.1 0.65 0.65 0.75 30.6 18 R2 26 3.0 0.446 9.7 LOS A 2.7 69.1 0.65 0.65 0.75 29.8 Approach 385 3.0 0.446 9.7 LOS A 2.7 69.1 0.65 0.65 0.75 30.6 East: E Valley Center Rd 1 L2 7 3.0 0.715 16.7 LOS C 10.6 270.1 0.83 1.06 1.51 29.9 6 T1 651 3.0 0.715 16.7 LOS C 10.6 270.1 0.83 1.06 1.51 29.8 Approach 658 3.0 0.715 16.7 LOS C 10.6 270.1 0.83 1.06 1.51 29.8 West: E Valley Center Rd 2 T1 418 3.0 0.469 7.4 LOS A 3.5 89.2 0.08 0.02 0.08 33.9 12 R2 205 3.0 0.469 7.4 LOS A 3.5 89.2 0.08 0.02 0.08 33.0 Approach 624 3.0 0.469 7.4 LOS A 3.5 89.2 0.08 0.02 0.08 33.6 All Vehicles 1666 3.0 0.715 11.6 LOS B 10.6 270.1 0.51 0.58 0.80 31.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:02:51 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 526 176 10 173 175 0 Future Volume (veh/h) 526 176 10 173 175 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1750 Adj Flow Rate, veh/h 572 191 11 188131879664 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh/h 702 234 124 943 9999 9999 Arrive On Green 0.57 0.57 0.57 0.57 0.14 0.14 Sat Flow, veh/h 1236 413 26 16604068826726434674479104 Grp Volume(v), veh/h 0 763 199 0131879664 2 Grp Sat Flow(s),veh/h/ln 0 1648 1686 0 1641 1483 Q Serve(g_s), s 0.0 12.9 0.0 0.0 0.1 0.0 Cycle Q Clear(g_c), s 0.0 12.9 2.0 0.0 0.1 0.0 Prop In Lane 0.25 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 0 937 1067 058562140164990656512 V/C Ratio(X) 0.00 0.81 0.19 0.00 0.02 0.00 Avail Cap(c_a), veh/h 0 1708 1814 01639739904013973839872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 6.0 3.7 0.0 12.8 0.0 Incr Delay (d2), s/veh 0.0 1.8 0.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.7 0.1 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.8 3.7 0.0 12.8 0.0 LnGrp LOS A A A A B A Approach Vol, veh/h 763 199131879664 Approach Delay, s/veh 7.8 3.7 12.8 Approach LOS A A B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 10.0 24.7 24.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 36.0 36.0 Max Q Clear Time (g_c+I1), s 2.1 14.9 4.0 Green Ext Time (p_c), s 0.3 4.8 1.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Queues 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL Lane Group Flow (vph) 763 199 190 v/c Ratio 0.67 0.18 0.52 Control Delay 11.4 5.7 24.9 Queue Delay 0.0 0.0 0.0 Total Delay 11.4 5.7 24.9 Queue Length 50th (ft) 135 24 49 Queue Length 95th (ft) 297 54 115 Internal Link Dist (ft) 1620 1709 1035 Turn Bay Length (ft) Base Capacity (vph) 1234 1216 498 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.62 0.16 0.38 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 385 189 6 599 330 24 Future Volume (veh/h) 385 189 6 599 330 24 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1750 1750 Adj Flow Rate, veh/h 418 205 7 651 359 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 495 243 96 765 437 32 Arrive On Green 0.45 0.45 0.45 0.45 0.29 0.29 Sat Flow, veh/h 1091 535 5 1685 1513 110 Grp Volume(v), veh/h 0 623 658 0 386 0 Grp Sat Flow(s),veh/h/ln 0 1626 1689 0 1627 0 Q Serve(g_s), s 0.0 13.2 0.4 0.0 8.6 0.0 Cycle Q Clear(g_c), s 0.0 13.2 13.6 0.0 8.6 0.0 Prop In Lane 0.33 0.01 0.93 0.07 Lane Grp Cap(c), veh/h 0 738 860 0 470 0 V/C Ratio(X) 0.00 0.84 0.76 0.00 0.82 0.00 Avail Cap(c_a), veh/h 0 922 1052 0 754 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 9.4 9.4 0.0 12.9 0.0 Incr Delay (d2), s/veh 0.0 6.0 2.7 0.0 4.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.1 2.7 0.0 3.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.4 12.1 0.0 16.8 0.0 LnGrp LOS A B B A B A Approach Vol, veh/h 623 658 386 Approach Delay, s/veh 15.4 12.1 16.8 Approach LOS B B B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 16.2 22.6 22.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 10.6 15.2 15.6 Green Ext Time (p_c), s 0.8 2.1 2.0 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Queues 3: Davis Lane & E Valley Center Dr 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL Lane Group Flow (vph) 623 658 385 v/c Ratio 0.79 0.84 0.73 Control Delay 20.6 25.4 23.1 Queue Delay 0.0 0.0 0.0 Total Delay 20.6 25.4 23.1 Queue Length 50th (ft) 121 149 89 Queue Length 95th (ft) #308 #345 #168 Internal Link Dist (ft) 1620 1709 1035 Turn Bay Length (ft) Base Capacity (vph) 828 827 650 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.75 0.80 0.59 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. MOVEMENT SUMMARY Site: 101 [Valley Center & 27th AM] 27th & Valley Center AM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: N 27th Ave 3 L2 42 3.0 0.125 6.0 LOS A 0.5 12.8 0.56 0.50 0.56 33.4 18 R2 53 3.0 0.125 6.0 LOS A 0.5 12.8 0.56 0.50 0.56 32.4 Approach 96 3.0 0.125 6.0 LOS A 0.5 12.8 0.56 0.50 0.56 32.9 East: E Valley Center Rd 1 L2 148 3.0 0.443 7.2 LOS A 3.0 77.9 0.23 0.09 0.23 33.4 6 T1 420 3.0 0.443 7.2 LOS A 3.0 77.9 0.23 0.09 0.23 33.3 Approach 567 3.0 0.443 7.2 LOS A 3.0 77.9 0.23 0.09 0.23 33.4 West: E Valley Center Rd 2 T1 532 3.0 0.518 9.1 LOS A 3.6 92.9 0.49 0.32 0.49 33.2 12 R2 63 3.0 0.518 9.1 LOS A 3.6 92.9 0.49 0.32 0.49 32.2 Approach 595 3.0 0.518 9.1 LOS A 3.6 92.9 0.49 0.32 0.49 33.1 All Vehicles 1258 3.0 0.518 8.0 LOS A 3.6 92.9 0.38 0.23 0.38 33.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:06:04 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 MOVEMENT SUMMARY Site: 101 [Valley Center & 27th PM] 27th & Valley Center PM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: N 27th Ave 3 L2 212 3.0 0.487 12.0 LOS B 3.2 80.9 0.72 0.83 1.01 30.4 18 R2 143 3.0 0.487 12.0 LOS B 3.2 80.9 0.72 0.83 1.01 29.6 Approach 355 3.0 0.487 12.0 LOS B 3.2 80.9 0.72 0.83 1.01 30.1 East: E Valley Center Rd 1 L2 85 3.0 0.532 9.8 LOS A 3.6 91.6 0.57 0.43 0.57 32.5 6 T1 486 3.0 0.532 9.8 LOS A 3.6 91.6 0.57 0.43 0.57 32.4 Approach 571 3.0 0.532 9.8 LOS A 3.6 91.6 0.57 0.43 0.57 32.4 West: E Valley Center Rd 2 T1 578 3.0 0.513 8.6 LOS A 3.8 97.2 0.37 0.20 0.37 33.4 12 R2 51 3.0 0.513 8.6 LOS A 3.8 97.2 0.37 0.20 0.37 32.5 Approach 629 3.0 0.513 8.6 LOS A 3.8 97.2 0.37 0.20 0.37 33.3 All Vehicles 1555 3.0 0.532 9.8 LOS A 3.8 97.2 0.53 0.43 0.59 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:08:04 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 HCM 6th Signalized Intersection Summary 3: N 27th Ave & E Valley Center Dr 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 489 58 136 386 39 49 Future Volume (veh/h) 489 58 136 386 39 49 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 532 63 148 420 42 53 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 855 101 518 974 151 134 Arrive On Green 0.57 0.57 0.57 0.57 0.09 0.09 Sat Flow, veh/h 1511 179 823 1723 1641 1460 Grp Volume(v), veh/h 0 595 148 420 42 53 Grp Sat Flow(s),veh/h/ln 0 1690 823 1723 1641 1460 Q Serve(g_s), s 0.0 6.9 4.3 4.1 0.7 1.0 Cycle Q Clear(g_c), s 0.0 6.9 11.2 4.1 0.7 1.0 Prop In Lane 0.11 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 956 518 974 151 134 V/C Ratio(X) 0.00 0.62 0.29 0.43 0.28 0.39 Avail Cap(c_a), veh/h 0 2317 1180 2361 562 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 4.3 8.0 3.6 12.3 12.5 Incr Delay (d2), s/veh 0.0 0.7 0.3 0.3 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.3 0.1 0.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 4.9 8.3 3.9 13.3 14.4 LnGrp LOS A A A A B B Approach Vol, veh/h 595 568 95 Approach Delay, s/veh 4.9 5.1 13.9 Approach LOS A A B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 7.7 21.5 21.5 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 3.0 8.9 13.2 Green Ext Time (p_c), s 0.1 3.7 3.3 Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A Queues 3: N 27th Ave & E Valley Center Dr 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 595 148 420 42 53 v/c Ratio 0.45 0.27 0.32 0.15 0.18 Control Delay 5.5 5.7 4.4 17.5 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.5 5.7 4.4 17.5 7.8 Queue Length 50th (ft) 65 14 42 11 0 Queue Length 95th (ft) 142 43 88 30 21 Internal Link Dist (ft) 1532 1705 1249 Turn Bay Length (ft) 400 100 Base Capacity (vph) 1563 650 1583 444 436 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.23 0.27 0.09 0.12 Intersection Summary HCM 6th Signalized Intersection Summary 3: N 27th Ave & E Valley Center Dr 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 532 47 78 447 195 132 Future Volume (veh/h) 532 47 78 447 195 132 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 578 51 85 486 212 143 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 809 71 394 893 320 285 Arrive On Green 0.52 0.52 0.52 0.52 0.20 0.20 Sat Flow, veh/h 1560 138 797 1723 1641 1460 Grp Volume(v), veh/h 0 629 85 486 212 143 Grp Sat Flow(s),veh/h/ln 0 1698 797 1723 1641 1460 Q Serve(g_s), s 0.0 9.9 3.2 6.6 4.2 3.1 Cycle Q Clear(g_c), s 0.0 9.9 13.1 6.6 4.2 3.1 Prop In Lane 0.08 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 880 394 893 320 285 V/C Ratio(X) 0.00 0.71 0.22 0.54 0.66 0.50 Avail Cap(c_a), veh/h 0 1604 733 1628 799 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 6.4 11.4 5.6 13.0 12.5 Incr Delay (d2), s/veh 0.0 1.1 0.3 0.5 2.3 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.2 0.4 0.7 1.5 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.5 11.7 6.2 15.3 13.9 LnGrp LOS A A B A B B Approach Vol, veh/h 629 571 355 Approach Delay, s/veh 7.5 7.0 14.8 Approach LOS A A B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 11.8 23.1 23.1 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 33.0 33.0 Max Q Clear Time (g_c+I1), s 6.2 11.9 15.1 Green Ext Time (p_c), s 0.9 3.7 3.0 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A Queues 3: N 27th Ave & E Valley Center Dr 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 629 85 486 212 143 v/c Ratio 0.70 0.30 0.54 0.53 0.31 Control Delay 13.6 10.4 10.3 20.8 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.6 10.4 10.3 20.8 5.7 Queue Length 50th (ft) 100 10 70 42 0 Queue Length 95th (ft) 247 40 168 118 35 Internal Link Dist (ft) 1532 1705 1249 Turn Bay Length (ft) 400 100 Base Capacity (vph) 1270 399 1281 627 648 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.50 0.21 0.38 0.34 0.22 Intersection Summary MOVEMENT SUMMARY Site: 101 [Catamount & Valley Center AM] Catamount & Valley Center AM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: E Valley Center Rd 3 L2 93 3.0 0.288 5.3 LOS A 1.4 36.5 0.08 0.02 0.08 34.5 8 T1 671 3.0 0.288 5.2 LOS A 1.4 36.5 0.08 0.02 0.08 34.9 18 R2 1 3.0 0.288 5.1 LOS A 1.4 35.5 0.08 0.02 0.08 34.1 Approach 765 3.0 0.288 5.2 LOS A 1.4 36.5 0.08 0.02 0.08 34.8 East: Catamount St 1 L2 71 3.0 0.107 6.3 LOS A 0.4 9.4 0.56 0.56 0.56 32.2 6 T1 1 3.0 0.107 6.3 LOS A 0.4 9.4 0.56 0.56 0.56 32.1 16 R2 3 3.0 0.107 6.3 LOS A 0.4 9.4 0.56 0.56 0.56 31.2 Approach 75 3.0 0.107 6.3 LOS A 0.4 9.4 0.56 0.56 0.56 32.2 North: E Valley Center Rd 7 L2 1 3.0 0.279 5.8 LOS A 1.3 32.9 0.35 0.22 0.35 34.9 4 T1 634 3.0 0.279 5.7 LOS A 1.3 32.9 0.34 0.22 0.34 34.9 14 R2 11 3.0 0.279 5.6 LOS A 1.3 32.2 0.33 0.21 0.33 33.8 Approach 646 3.0 0.279 5.7 LOS A 1.3 32.9 0.34 0.21 0.34 34.9 West: Catamount St 5 L2 10 3.0 0.227 7.4 LOS A 0.8 21.6 0.58 0.58 0.58 33.9 2 T1 1 3.0 0.227 7.4 LOS A 0.8 21.6 0.58 0.58 0.58 33.8 12 R2 158 3.0 0.227 7.4 LOS A 0.8 21.6 0.58 0.58 0.58 32.8 Approach 168 3.0 0.227 7.4 LOS A 0.8 21.6 0.58 0.58 0.58 32.9 All Vehicles 1654 3.0 0.288 5.7 LOS A 1.4 36.5 0.25 0.18 0.25 34.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:12:21 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 MOVEMENT SUMMARY Site: 101 [Catamount & Valley Center PM] Catamount & Valley Center PM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: E Valley Center Rd 3 L2 149 3.0 0.330 5.9 LOS A 1.7 43.9 0.16 0.06 0.16 33.9 8 T1 637 3.0 0.330 5.8 LOS A 1.7 43.9 0.15 0.05 0.15 34.4 18 R2 74 3.0 0.330 5.7 LOS A 1.7 42.7 0.15 0.05 0.15 33.8 Approach 860 3.0 0.330 5.8 LOS A 1.7 43.9 0.15 0.05 0.15 34.3 East: Catamount St 1 L2 51 3.0 0.097 6.3 LOS A 0.3 8.4 0.57 0.56 0.57 32.6 6 T1 3 3.0 0.097 6.3 LOS A 0.3 8.4 0.57 0.56 0.57 32.5 16 R2 12 3.0 0.097 6.3 LOS A 0.3 8.4 0.57 0.56 0.57 31.6 Approach 66 3.0 0.097 6.3 LOS A 0.3 8.4 0.57 0.56 0.57 32.4 North: E Valley Center Rd 7 L2 15 3.0 0.373 7.2 LOS A 1.9 48.0 0.42 0.30 0.42 34.1 4 T1 804 3.0 0.373 7.0 LOS A 1.9 48.0 0.41 0.29 0.41 34.2 14 R2 14 3.0 0.373 6.8 LOS A 1.8 47.1 0.40 0.28 0.40 33.2 Approach 834 3.0 0.373 7.0 LOS A 1.9 48.0 0.41 0.29 0.41 34.2 West: Catamount St 5 L2 11 3.0 0.253 8.8 LOS A 0.9 23.6 0.63 0.63 0.63 33.2 2 T1 9 3.0 0.253 8.8 LOS A 0.9 23.6 0.63 0.63 0.63 33.1 12 R2 143 3.0 0.253 8.8 LOS A 0.9 23.6 0.63 0.63 0.63 32.2 Approach 163 3.0 0.253 8.8 LOS A 0.9 23.6 0.63 0.63 0.63 32.3 All Vehicles 1923 3.0 0.373 6.6 LOS A 1.9 48.0 0.32 0.22 0.32 34.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:20:28 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 HCM 6th Signalized Intersection Summary 3: E Valley Center Dr & Catamount Street 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 1 145 65 1 3 86 617 1 0 583 10 Future Volume (veh/h) 9 1 145 65 1 3 86 617 1 0 583 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 10 1 158 71 1 3 93 671 1 0 634 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 149 8 239 496 10 10 523 1539 2 264 1511 26 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.46 0.46 0.46 0.00 0.46 0.46 Sat Flow, veh/h 50 46 1370 1373 58 60 785 3353 5 766 3292 57 Grp Volume(v), veh/h 169 0 0 75 0 0 93 327 345 0 315 330 Grp Sat Flow(s),veh/h/ln 1465 0 0 1491 0 0 785 1637 1722 766 1637 1712 Q Serve(g_s), s 0.9 0.0 0.0 0.0 0.0 0.0 2.5 3.7 3.7 0.0 3.5 3.5 Cycle Q Clear(g_c), s 2.9 0.0 0.0 1.1 0.0 0.0 6.0 3.7 3.7 0.0 3.5 3.5 Prop In Lane 0.06 0.93 0.95 0.04 1.00 0.00 1.00 0.03 Lane Grp Cap(c), veh/h 395 0 0 517 0 0 523 751 790 264 751 786 V/C Ratio(X) 0.43 0.00 0.00 0.15 0.00 0.00 0.18 0.44 0.44 0.00 0.42 0.42 Avail Cap(c_a), veh/h 997 0 0 1029 0 0 1142 2041 2148 868 2041 2136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 10.5 0.0 0.0 9.7 0.0 0.0 6.9 5.0 5.0 0.0 4.9 4.9 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.1 0.0 0.0 0.2 0.4 0.4 0.0 0.4 0.4 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 0.8 0.0 0.0 0.3 0.0 0.0 0.2 0.3 0.3 0.0 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.2 0.0 0.0 9.9 0.0 0.0 7.1 5.4 5.4 0.0 5.3 5.3 LnGrp LOS B A A A A A A A A A A A Approach Vol, veh/h 169 75 765 645 Approach Delay, s/veh 11.2 9.9 5.6 5.3 Approach LOS B A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 17.5 9.7 17.5 9.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 34.0 16.0 34.0 16.0 Max Q Clear Time (g_c+I1), s 8.0 4.9 5.5 3.1 Green Ext Time (p_c), s 4.5 0.7 3.7 0.3 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Queues 3: E Valley Center Dr & Catamount Street 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL NBT SBT Lane Group Flow (vph) 169 75 93 672 645 v/c Ratio 0.37 0.22 0.24 0.37 0.35 Control Delay 5.7 12.0 8.0 6.5 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.7 12.0 8.0 6.5 6.4 Queue Length 50th (ft) 1 9 8 34 32 Queue Length 95th (ft) 33 35 32 73 69 Internal Link Dist (ft) 870 500 924 931 Turn Bay Length (ft) 300 Base Capacity (vph) 822 737 677 3163 3154 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.10 0.14 0.21 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 3: E Valley Center Dr & Catamount Street 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 8 132 47 3 11 137 586 68 14 740 13 Future Volume (veh/h) 10 8 132 47 3 11 137 586 68 14 740 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 11 9 143 51 3 12 149 637 74 15 804 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 123 20 203 354 33 44 481 1613 187 525 1797 31 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 56 125 1295 1046 211 279 668 2955 343 739 3292 57 Grp Volume(v), veh/h 163 0 0 66 0 0 149 352 359 15 400 418 Grp Sat Flow(s),veh/h/ln 1477 0 0 1536 0 0 668 1637 1661 739 1637 1712 Q Serve(g_s), s 1.2 0.0 0.0 0.0 0.0 0.0 5.8 4.2 4.2 0.4 4.9 4.9 Cycle Q Clear(g_c), s 3.5 0.0 0.0 1.2 0.0 0.0 10.7 4.2 4.2 4.6 4.9 4.9 Prop In Lane 0.07 0.88 0.77 0.18 1.00 0.21 1.00 0.03 Lane Grp Cap(c), veh/h 345 0 0 430 0 0 481 893 907 525 893 935 V/C Ratio(X) 0.47 0.00 0.00 0.15 0.00 0.00 0.31 0.39 0.40 0.03 0.45 0.45 Avail Cap(c_a), veh/h 640 0 0 689 0 0 872 1851 1878 957 1851 1936 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.4 0.0 0.0 12.4 0.0 0.0 7.8 4.4 4.4 5.8 4.6 4.6 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.2 0.0 0.0 0.4 0.3 0.3 0.0 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.4 0.0 0.0 0.4 0.4 0.4 0.0 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 0.0 0.0 12.6 0.0 0.0 8.2 4.7 4.7 5.8 4.9 4.9 LnGrp LOS B A A B A A A A A A A A Approach Vol, veh/h 163 66 860 833 Approach Delay, s/veh 14.4 12.6 5.3 4.9 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 23.3 10.3 23.3 10.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 38.0 12.0 38.0 12.0 Max Q Clear Time (g_c+I1), s 12.7 5.5 6.9 3.2 Green Ext Time (p_c), s 5.6 0.5 5.2 0.2 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Queues 3: E Valley Center Dr & Catamount Street 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 163 66 149 711 15 818 v/c Ratio 0.39 0.23 0.41 0.35 0.04 0.40 Control Delay 8.2 14.9 10.1 5.2 4.7 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 14.9 10.1 5.2 4.7 5.8 Queue Length 50th (ft) 3 7 15 33 1 43 Queue Length 95th (ft) 46 42 58 72 7 90 Internal Link Dist (ft) 870 500 924 931 Turn Bay Length (ft) 300 250 Base Capacity (vph) 599 481 548 3001 611 3038 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.14 0.27 0.24 0.02 0.27 Intersection Summary MOVEMENT SUMMARY Site: 101 [Davis & Cattail AM] Davis & Cattail AM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 1 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 34.5 8 T1 318 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 34.5 18 R2 71 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 33.5 Approach 390 3.0 0.339 6.4 LOS A 1.9 48.2 0.38 0.23 0.38 34.3 East: Cattail St 1 L2 64 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 33.4 6 T1 30 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 33.4 16 R2 12 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 32.4 Approach 107 3.0 0.121 5.2 LOS A 0.5 12.8 0.50 0.40 0.50 33.3 North: Davis Ln 7 L2 5 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 35.1 4 T1 266 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 35.0 14 R2 45 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 34.0 Approach 316 3.0 0.261 5.3 LOS A 1.4 34.8 0.28 0.15 0.28 34.9 West: Cattail St 5 L2 78 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 33.6 2 T1 60 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 33.5 12 R2 3 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 32.6 Approach 141 3.0 0.150 5.2 LOS A 0.6 16.5 0.47 0.37 0.47 33.5 All Vehicles 954 3.0 0.339 5.7 LOS A 1.9 48.2 0.37 0.24 0.37 34.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:17:27 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 MOVEMENT SUMMARY Site: 101 [Davis & Cattail PM] Davis & Cattail PM Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: Davis Ln 3 L2 9 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 32.4 8 T1 507 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 32.3 18 R2 125 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 31.4 Approach 640 3.0 0.586 10.8 LOS B 4.3 110.6 0.60 0.44 0.60 32.1 East: Cattail St 1 L2 128 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 31.7 6 T1 63 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 31.7 16 R2 13 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 30.8 Approach 204 3.0 0.294 8.8 LOS A 1.3 32.6 0.65 0.65 0.65 31.6 North: Davis Ln 7 L2 4 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 33.0 4 T1 451 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 32.9 14 R2 109 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 32.0 Approach 564 3.0 0.520 9.4 LOS A 3.5 88.9 0.55 0.40 0.55 32.8 West: Cattail St 5 L2 111 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 32.2 2 T1 78 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 32.1 12 R2 5 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 31.3 Approach 195 3.0 0.268 8.1 LOS A 1.2 29.6 0.63 0.63 0.63 32.1 All Vehicles 1603 3.0 0.586 9.7 LOS A 4.3 110.6 0.59 0.48 0.59 32.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Processed: Friday, June 19, 2020 3:19:25 PM Project: P:\15063_01_Minor_Sub_221_Blgs_Clinic_Bozeman_Addl_Serv_PM\TRAFFIC\Capacity Calcs\June 2020 update\Improvements \Roundabouts.sip8 HCM 6th Signalized Intersection Summary 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 55 3 59 28 11 1 293 65 5 245 41 Future Volume (veh/h) 72 55 3 59 28 11 1 293 65 5 245 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 78 60 3 64 30 12 1 318 71 5 266 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 371 195 8 388 147 39 143 513 114 148 537 90 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 659 856 33 701 646 172 1 1363 304 8 1427 238 Grp Volume(v), veh/h 141 0 0 106 0 0 390 0 0 316 0 0 Grp Sat Flow(s),veh/h/ln 1548 0 0 1519 0 0 1667 0 0 1674 0 0 Q Serve(g_s), s 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.8 0.0 0.0 1.3 0.0 0.0 4.8 0.0 0.0 3.7 0.0 0.0 Prop In Lane 0.55 0.02 0.60 0.11 0.00 0.18 0.02 0.14 Lane Grp Cap(c), veh/h 574 0 0 575 0 0 771 0 0 775 0 0 V/C Ratio(X) 0.25 0.00 0.00 0.18 0.00 0.00 0.51 0.00 0.00 0.41 0.00 0.00 Avail Cap(c_a), veh/h 1240 0 0 1216 0 0 2317 0 0 2317 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 0.0 8.0 0.0 0.0 6.4 0.0 0.0 6.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.2 0.0 0.0 0.5 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.3 0.0 0.0 1.0 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.4 0.0 0.0 8.2 0.0 0.0 6.9 0.0 0.0 6.4 0.0 0.0 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 141 106 390 316 Approach Delay, s/veh 8.4 8.2 6.9 6.4 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 14.5 10.8 14.5 10.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 33.0 17.0 33.0 17.0 Max Q Clear Time (g_c+I1), s 6.8 3.8 5.7 3.3 Green Ext Time (p_c), s 2.7 0.6 2.1 0.4 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Queues 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 AM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 141 106 390 316 v/c Ratio 0.36 0.28 0.35 0.28 Control Delay 13.3 11.6 7.0 6.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.3 11.6 7.0 6.5 Queue Length 50th (ft) 17 11 40 31 Queue Length 95th (ft) 63 47 110 87 Internal Link Dist (ft) 1350 1715 939 893 Turn Bay Length (ft) Base Capacity (vph) 752 732 1558 1559 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.19 0.14 0.25 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 72 5 118 58 12 8 466 115 4 415 100 Future Volume (veh/h) 102 72 5 118 58 12 8 466 115 4 415 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 1723 Adj Flow Rate, veh/h 111 78 5 128 63 13 9 507 125 4 451 109 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 323 150 8 347 114 20 110 677 165 107 682 164 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.51 0.51 0.51 0.51 0.51 0.51 Sat Flow, veh/h 793 754 41 887 572 99 6 1328 323 3 1338 321 Grp Volume(v), veh/h 194 0 0 204 0 0 641 0 0 564 0 0 Grp Sat Flow(s),veh/h/ln 1587 0 0 1558 0 0 1658 0 0 1662 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.6 0.0 0.0 3.9 0.0 0.0 10.6 0.0 0.0 8.6 0.0 0.0 Prop In Lane 0.57 0.03 0.63 0.06 0.01 0.20 0.01 0.19 Lane Grp Cap(c), veh/h 481 0 0 481 0 0 952 0 0 953 0 0 V/C Ratio(X) 0.40 0.00 0.00 0.42 0.00 0.00 0.67 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 828 0 0 820 0 0 1786 0 0 1792 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 0.0 12.5 0.0 0.0 6.7 0.0 0.0 6.2 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.6 0.0 0.0 0.8 0.0 0.0 0.6 0.0 0.0 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 1.2 0.0 0.0 1.2 0.0 0.0 2.3 0.0 0.0 1.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.0 0.0 0.0 13.1 0.0 0.0 7.6 0.0 0.0 6.8 0.0 0.0 LnGrp LOS B A A B A A A A A A A A Approach Vol, veh/h 194 204 641 564 Approach Delay, s/veh 13.0 13.1 7.6 6.8 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 22.5 11.8 22.5 11.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 15.0 35.0 15.0 Max Q Clear Time (g_c+I1), s 12.6 5.6 10.6 5.9 Green Ext Time (p_c), s 5.0 0.7 4.3 0.8 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Queues 3: Davis Lane & Cattail Street 06/19/2020 Year 2040 PM Peak 06/19/2020 Improvements Synchro 10 Report Page 1 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 194 204 641 564 v/c Ratio 0.58 0.62 0.73 0.64 Control Delay 25.0 26.8 14.0 11.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 25.0 26.8 14.0 11.5 Queue Length 50th (ft) 44 46 115 93 Queue Length 95th (ft) #126 #144 228 183 Internal Link Dist (ft) 1350 1715 939 893 Turn Bay Length (ft) Base Capacity (vph) 435 428 1301 1306 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.48 0.49 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/19/2020 Year 2040- AM Peak 06/18/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 10 281 6 21 63 191 1170 16 72 1312 10 Future Volume (veh/h) 70 10 281 6 21 63 191 1170 16 72 1312 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1723 Adj Flow Rate, veh/h 76 11 305 7 23 68 208 1272 17 78 1426 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 2 Cap, veh/h 304 370 426 270 68 200 389 2625 35 257 2475 19 Arrive On Green 0.05 0.21 0.21 0.01 0.17 0.17 0.08 0.55 0.55 0.09 1.00 1.00 Sat Flow, veh/h 1641 1750 1471 1667 390 1153 1654 4783 64 1316 4814 37 Grp Volume(v), veh/h 76 11 305 7 0 91 208 834 455 78 929 508 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1543 1654 1568 1711 1316 1568 1716 Q Serve(g_s), s 3.9 0.5 19.7 0.4 0.0 5.5 6.0 17.3 17.3 3.0 0.0 0.0 Cycle Q Clear(g_c), s 3.9 0.5 19.7 0.4 0.0 5.5 6.0 17.3 17.3 3.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.75 1.00 0.04 1.00 0.02 Lane Grp Cap(c), veh/h 304 370 426 270 0 267 389 1721 939 257 1612 882 V/C Ratio(X) 0.25 0.03 0.72 0.03 0.00 0.34 0.53 0.48 0.48 0.30 0.58 0.58 Avail Cap(c_a), veh/h 304 495 531 334 0 437 479 1721 939 300 1612 882 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.62 0.62 0.62 Uniform Delay (d), s/veh 32.4 33.1 33.8 35.6 0.0 38.5 9.4 14.7 14.7 11.6 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 3.5 0.0 0.0 0.7 1.1 1.0 1.8 0.4 0.9 1.7 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 1.6 0.2 7.4 0.2 0.0 2.2 2.1 5.9 6.6 0.8 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 33.2 37.2 35.6 0.0 39.2 10.5 15.7 16.5 12.1 0.9 1.7 LnGrp LOS C C D D A D B B B B A A Approach Vol, veh/h 392 98 1497 1515 Approach Delay, s/veh 36.3 39.0 15.2 1.8 Approach LOS D D B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 64.1 4.9 28.4 12.2 60.4 9.0 24.4 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 8.0 43.1 5.0 30.0 14.0 37.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 5.0 19.3 2.4 21.7 8.0 2.0 5.9 7.5 Green Ext Time (p_c), s 0.0 9.0 0.0 0.7 0.3 12.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 12.4 HCM 6th LOS B Queues 3: N 19th Ave & Cattail Street 06/19/2020 Year 2040- AM Peak 06/18/2020 Improvements Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 76 11 305 7 91 208 1289 78 1437 v/c Ratio 0.36 0.04 0.55 0.03 0.40 0.62 0.42 0.31 0.54 Control Delay 40.2 38.7 18.9 33.2 21.3 19.0 12.5 7.6 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 38.7 18.9 33.2 21.3 19.0 12.5 7.6 7.6 Queue Length 50th (ft) 43 6 87 4 14 42 172 10 90 Queue Length 95th (ft) 84 24 171 16 63 116 228 m11 117 Internal Link Dist (ft) 625 700 610 1416 Turn Bay Length (ft) 100 100 65 400 175 Base Capacity (vph) 209 495 585 220 472 364 3043 262 2669 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.02 0.52 0.03 0.19 0.57 0.42 0.30 0.54 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 06/19/2020 Year 2040- PM Peak 06/18/2020 Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 20 483 13 54 100 402 1844 24 47 1466 37 Future Volume (veh/h) 81 20 483 13 54 100 402 1844 24 47 1466 37 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1723 1750 1736 1750 1750 1750 1736 1723 1723 1381 1723 1723 Adj Flow Rate, veh/h 88 22 525 14 59 109 437 2004 26 51 1593 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 1 0 0 0 1 2 2 27 2 2 Cap, veh/h 255 404 657 262 114 211 458 2718 35 142 1817 46 Arrive On Green 0.04 0.23 0.23 0.02 0.21 0.21 0.22 0.57 0.57 0.07 0.77 0.77 Sat Flow, veh/h 1641 1750 1471 1667 550 1017 1654 4785 62 1316 4718 118 Grp Volume(v), veh/h 88 22 525 14 0 168 437 1313 717 51 1059 574 Grp Sat Flow(s),veh/h/ln 1641 1750 1471 1667 0 1567 1654 1568 1712 1316 1568 1701 Q Serve(g_s), s 5.0 1.3 30.0 0.9 0.0 12.4 25.9 40.4 40.5 3.1 31.1 31.1 Cycle Q Clear(g_c), s 5.0 1.3 30.0 0.9 0.0 12.4 25.9 40.4 40.5 3.1 31.1 31.1 Prop In Lane 1.00 1.00 1.00 0.65 1.00 0.04 1.00 0.07 Lane Grp Cap(c), veh/h 255 404 657 262 0 325 458 1781 972 142 1207 655 V/C Ratio(X) 0.34 0.05 0.80 0.05 0.00 0.52 0.96 0.74 0.74 0.36 0.88 0.88 Avail Cap(c_a), veh/h 255 404 657 301 0 362 470 1781 972 149 1207 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.52 0.52 0.52 Uniform Delay (d), s/veh 40.0 39.0 31.0 39.6 0.0 45.7 34.7 20.9 20.9 23.6 12.8 12.8 Incr Delay (d2), s/veh 0.8 0.1 6.9 0.1 0.0 1.3 30.0 2.8 5.0 0.8 5.1 8.8 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 2.3 0.6 15.4 0.4 0.0 5.0 17.3 14.5 16.5 0.9 5.1 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.8 39.0 37.9 39.7 0.0 47.0 64.7 23.6 25.9 24.4 17.8 21.5 LnGrp LOS D D D D A D E C C C B C Approach Vol, veh/h 635 182 2467 1684 Approach Delay, s/veh 38.3 46.4 31.5 19.3 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 79.7 6.0 36.0 32.1 56.0 9.0 33.0 Change Period (Y+Rc), s 4.0 5.9 4.0 6.0 4.0 5.9 4.0 6.0 Max Green Setting (Gmax), s 5.0 70.1 5.0 30.0 29.0 46.1 5.0 30.0 Max Q Clear Time (g_c+I1), s 5.1 42.5 2.9 32.0 27.9 33.1 7.0 14.4 Green Ext Time (p_c), s 0.0 17.2 0.0 0.0 0.2 8.3 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 28.8 HCM 6th LOS C Queues 3: N 19th Ave & Cattail Street 06/19/2020 Year 2040- PM Peak 06/18/2020 Improvements Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 88 22 525 14 168 437 2030 51 1633 v/c Ratio 0.58 0.08 0.67 0.06 0.74 0.79 0.66 0.40 0.88 Control Delay 60.0 47.5 24.0 39.9 51.4 42.8 16.7 23.1 27.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.0 47.5 24.0 39.9 51.4 42.8 16.7 23.1 27.1 Queue Length 50th (ft) 64 16 243 10 83 276 365 7 282 Queue Length 95th (ft) 106 42 396 27 154 #471 532 m14 #593 Internal Link Dist (ft) 625 700 610 1407 Turn Bay Length (ft) 100 65 400 175 Base Capacity (vph) 152 403 787 226 404 554 3063 127 1850 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.05 0.67 0.06 0.42 0.79 0.66 0.40 0.88 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/19/2020 Year 2040- AM Peak 06/18/2020 Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 614 0 488 3 1 28 332 726 3 14 1134 552 Future Volume (veh/h) 614 0 488 3 1 28 332 726 3 14 1134 552 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1709 1750 1709 1750 1750 1750 1504 1695 1695 1600 1709 1709 Adj Flow Rate, veh/h 667 0 530 3 1 30 361 789 3 15 1233 600 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 3 0 0 0 18 4 4 11 3 3 Cap, veh/h 685 677 774 168 5 163 410 2030 8 212 1381 743 Arrive On Green 0.22 0.00 0.39 0.11 0.11 0.11 0.29 0.85 0.85 0.02 0.30 0.30 Sat Flow, veh/h 3158 1750 1448 887 48 1442 2779 4760 18 1524 4666 1448 Grp Volume(v), veh/h 667 0 530 3 0 31 361 511 281 15 1233 600 Grp Sat Flow(s),veh/h/ln 1579 1750 1448 887 0 1490 1390 1543 1692 1524 1555 1448 Q Serve(g_s), s 22.2 0.0 12.9 0.3 0.0 2.0 13.1 3.9 3.9 0.8 26.8 12.7 Cycle Q Clear(g_c), s 22.2 0.0 12.9 0.3 0.0 2.0 13.1 3.9 3.9 0.8 26.8 12.7 Prop In Lane 1.00 1.00 1.00 0.97 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 685 677 774 168 0 169 410 1316 722 212 1381 743 V/C Ratio(X) 0.97 0.00 0.68 0.02 0.00 0.18 0.88 0.39 0.39 0.07 0.89 0.81 Avail Cap(c_a), veh/h 685 677 774 168 0 169 410 1316 722 258 1409 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 0.0 18.1 41.8 0.0 42.6 36.5 4.7 4.7 29.6 35.7 6.4 Incr Delay (d2), s/veh 27.8 0.0 2.5 0.0 0.0 0.5 18.0 0.8 1.4 0.1 9.1 9.2 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 10.9 0.0 3.3 0.1 0.0 0.8 4.7 1.1 1.3 0.3 10.9 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.0 0.0 20.6 41.9 0.0 43.1 54.4 5.5 6.2 29.8 44.9 15.6 LnGrp LOS E A C D A D D A A C D B Approach Vol, veh/h 1197 34 1153 1848 Approach Delay, s/veh 47.6 43.0 21.0 35.2 Approach LOS D D C D Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 51.2 47.0 21.6 37.4 29.0 18.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 5.0 42.0 41.0 15.0 32.0 23.0 12.0 Max Q Clear Time (g_c+I1), s 2.8 5.9 14.9 15.1 28.8 24.2 4.0 Green Ext Time (p_c), s 0.0 5.4 2.0 0.0 2.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.9 HCM 6th LOS C Queues 6: N 19th Ave & Valley Center 06/19/2020 Year 2040- AM Peak 06/18/2020 Improvements Synchro 10 Report Page 3 Lane Group EBL EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 667 530 3 31 361 792 15 1233 600 v/c Ratio 0.96 0.65 0.02 0.18 0.86 0.33 0.09 0.76 0.56 Control Delay 67.1 17.7 42.3 18.3 54.0 12.6 27.1 35.2 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.1 17.7 42.3 18.3 54.0 12.6 27.1 35.2 3.7 Queue Length 50th (ft) 233 176 2 1 127 72 7 290 16 Queue Length 95th (ft) #353 282 11 29 #216 91 23 #356 45 Internal Link Dist (ft) 451 1416 867 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 696 816 150 172 422 2392 175 1629 1062 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.65 0.02 0.18 0.86 0.33 0.09 0.76 0.56 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 06/19/2020 Year 2040- PM Peak 06/18/2020 Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 828 4 625 23 11 31 509 1174 0 31 1035 722 Future Volume (veh/h) 828 4 625 23 11 31 509 1174 0 31 1035 722 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 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 1736 1750 1736 1750 1750 1750 1736 1723 1723 1545 1709 1736 Adj Flow Rate, veh/h 900 4 679 25 12 34 553 1276 0 34 1125 785 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 1 0 0 0 1 2 2 15 3 1 Cap, veh/h 968 491 811 121 18 52 866 2372 0 40 1220 758 Arrive On Green 0.25 0.28 0.28 0.02 0.05 0.05 0.54 1.00 0.00 0.03 0.26 0.26 Sat Flow, veh/h 3208 1750 1471 1667 403 1142 3208 4858 0 1472 4666 1471 Grp Volume(v), veh/h 900 4 679 25 0 46 553 1276 0 34 1125 785 Grp Sat Flow(s),veh/h/ln 1604 1750 1471 1667 0 1545 1604 1568 0 1472 1555 1471 Q Serve(g_s), s 33.0 0.2 5.5 1.9 0.0 3.8 15.7 0.0 0.0 3.0 30.5 23.4 Cycle Q Clear(g_c), s 33.0 0.2 5.5 1.9 0.0 3.8 15.7 0.0 0.0 3.0 30.5 23.4 Prop In Lane 1.00 1.00 1.00 0.74 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 968 491 811 121 0 70 866 2372 0 40 1220 758 V/C Ratio(X) 0.93 0.01 0.84 0.21 0.00 0.66 0.64 0.54 0.00 0.85 0.92 1.04 Avail Cap(c_a), veh/h 968 579 884 142 0 166 866 2372 0 91 1220 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.70 0.70 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.9 33.7 11.7 57.9 0.0 61.1 25.4 0.0 0.0 63.0 46.7 16.4 Incr Delay (d2), s/veh 14.9 0.0 6.7 0.8 0.0 10.0 1.1 0.6 0.0 35.9 12.8 42.1 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 15.2 0.1 11.9 0.8 0.0 1.7 4.6 0.1 0.0 1.5 13.0 22.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.8 33.7 18.4 58.7 0.0 71.1 26.5 0.6 0.0 98.8 59.5 58.5 LnGrp LOS E C B E A E C A A F E F Approach Vol, veh/h 1583 71 1829 1944 Approach Delay, s/veh 40.8 66.7 8.5 59.8 Approach LOS D E A E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.5 71.6 6.4 42.5 41.1 40.0 37.0 11.9 Change Period (Y+Rc), s 6.0 6.0 4.0 6.0 6.0 6.0 4.0 6.0 Max Green Setting (Gmax), s 8.0 53.0 4.0 43.0 27.0 34.0 33.0 14.0 Max Q Clear Time (g_c+I1), s 5.0 2.0 3.9 7.5 17.7 32.5 35.0 5.8 Green Ext Time (p_c), s 0.0 11.8 0.0 2.8 1.5 1.3 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 37.0 HCM 6th LOS D Queues 6: N 19th Ave & Valley Center 06/19/2020 Year 2040- PM Peak 06/18/2020 Improvements Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 900 4 679 25 46 553 1276 34 1125 785 v/c Ratio 0.98 0.01 0.89 0.11 0.41 0.83 0.53 0.37 0.73 0.76 Control Delay 68.0 40.2 40.5 30.7 36.4 47.0 12.9 68.6 42.9 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.0 40.2 40.5 30.7 36.4 47.0 12.9 68.6 42.9 12.6 Queue Length 50th (ft) 352 2 340 14 10 234 219 28 312 173 Queue Length 95th (ft) #421 11 #472 33 50 #293 179 63 388 300 Internal Link Dist (ft) 822 1009 1407 625 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 916 580 759 220 181 663 2395 100 1532 1027 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.98 0.01 0.89 0.11 0.25 0.83 0.53 0.34 0.73 0.76 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.