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HomeMy WebLinkAbout008 Traffic Study CATRON CROSSING DAIRY QUEEN TRAFFIC IMPACT STUDY 22403 Mr. Paul Snyder Legends Studio, Inc. 3805 Valley Commons Drive, Suite 11 Bozeman, MT 59718 March 2023 Catron Crossing Dairy Queen TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 5 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 5 Crash History .................................................................................................................................... 7 TRIP GENERATION .................................................................................................................................. 8 TRIP DISTRIBUTION ................................................................................................................................. 9 TRAFFIC ASSIGNMENT ............................................................................................................................ 9 TRAFFIC IMPACTS ................................................................................................................................. 10 Traffic Volumes................................................................................................................................ 10 Intersection Capacity ....................................................................................................................... 10 Drive-Thru Queuing Analysis ........................................................................................................... 10 Mitigation Alternatives ..................................................................................................................... 13 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 14 Conclusions .................................................................................................................................... 14 Recommendations ........................................................................................................................... 15 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) APPENDIX C – CAPACITY CALCULATIONS – FUTURE (2038) APPENDIX D – AUXILIARY TURN LANE, AWSC, & SIGNAL WARRANT WORKSHEETS APPENDIX E – CAPACITY CALCULATIONS – IMPROVEMENTS LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 7 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 8 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................... 8 Catron Crossing Dairy Queen TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT .......................................................................................................................... 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ...................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2023) PEAK HOUR TRAFFIC VOLUMES .............................................. 6 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 11 FIGURE 6: FUTURE (2038) TRAFFIC PROJECTIONS ................................................................................. 12 Catron Crossing Dairy Queen TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed Catron Crossing Dairy Queen development in Bozeman, Montana on the surrounding transportation system. This report also provides 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 Dairy Queen site is located in the Catron Crossing Subdivision west of East Valley Center Road and north of a Taco Bell restaurant in Bozeman, Gallatin County, Montana. The site is bordered by East Valley Center Road to the east, Jamboree Way to the west, Taco Bell to the south, and undeveloped property to the north. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The Dairy Queen site plan proposes construction of a 2,418 square-foot fast-food restaurant with a drive-thru. Primary full-movement access to the site is proposed to be shared with the existing Taco Bell driveway on Jamboree Way. An entrance-only access to the drive-thru lane is proposed via Jamboree way to the north of the existing driveway. Figure 2 on page 3 illustrates the proposed site layout and lot configuration. EXISTING CONDITIONS Streets Figure 3 on page 4 shows Montana Department of Transportation (MDT) street classifications and speed limits on the study area streets. The City of Bozeman’s Transportation Master Plan (TMP) classifies some streets differently compared to MDT; East Valley Center Road is classified as a principal arterial, Catamount Street is a minor arterial, and North 27th Avenue is classified as a collector. Additional conditions of existing streets within the study area are described below. There is an existing center two-way left-turn lane (TWLTL) on Catamount Street for approximately 900 feet west of East Valley Center Road. East Valley Center Road is median-separated and has two travel lanes in the southeast direction beginning east of North 27th Avenue with two travel lanes in the northwest direction south of Honor Lane. All other streets in the study area generally have one travel lane in each direction with turn lanes at some intersections. There is curb and gutter on all study streets except East Valley Center Road. Catron Crossing Dairy Queen TIS 2 Figure 1: Study Area Catron Crossing Dairy Queen TIS 3 Figure 2: Site Layout Catron Crossing Dairy Queen TIS 4 Figure 3: Street and Intersection Characteristics Catron Crossing Dairy Queen TIS 5 Intersections Figure 3 on page 4 also shows the traffic control utilized at each study area intersection. Additional conditions of study area intersections are described below. There is a westbound left-turn lane at the Catamount Street/Jamboree Way intersection. The Catamount Street/East Valley Center Road intersection has median-separated left-turn lanes on the north and south approaches and a dedicated eastbound right-turn lane. No other study intersections have auxiliary turn lanes. Bicycle/Pedestrian Facilities There is sidewalk along both sides of North 27th Avenue, Honor Lane, Jamboree Way adjacent to developed parcels, and Catamount Street except for missing sections on the north side just east and west of North 27th Avenue. There are existing bike lanes on North 27th Avenue south of Honor Lane and along Catamount Street. It is recommended in the Bozeman Transportation Master Plan (TMP) that the northern portion of North 27th Avenue have bicycle lanes which would allow complete connectivity of the future active transportation network. There is a planned project to complete a connection of the shared use path on East Valley Center Road between Catron Street and North 19th Avenue and the Visionary Active Transportation Network recommends completing bike lane and/or shared use path connections along the entirety of East Valley Center Road. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected on Tuesday, January 10, 2023. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday peak hour periods were found to occur from 7:30 to 8:30 AM and 4:45 to 5:45 PM. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2023) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Intersection Capacity Intersection capacity calculations for Existing Conditions (2023) were performed for all study area intersection using Synchro, Version 11, which is based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level of service (LOS) is defined 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 the minimum acceptable performance level for planning and design purposes, though exceptions are made in certain cases. The results of the Existing Conditions (2023) intersection capacity calculations showed that all study intersections and approaches currently operate at LOS C or better during both the AM and PM peak hours. Figure 4 on the following page shows the Existing Conditions (2023) LOS results at each intersection. A detailed capacity summary table and capacity calculation worksheets for each of the study area intersections can be found in Appendix B. Catron Crossing Dairy Queen TIS 6 Figure 4: Existing Conditions (2023) Peak Hour Traffic Volumes Catron Crossing Dairy Queen TIS 7 Crash History Historical crash data was obtained from MDT for the 5-year period from January 1, 2014 through December 31, 2018, due to the limited availability of City of Bozeman crash data beyond 2018. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 below and on page 8, respectively, illustrate the results of that analysis. Note that only the North 27th Avenue/Catamount Street intersection had reported crashes during the study period, and the intersection of Honor Lane/Jamboree Way was not included in analysis because it was built after the available crash data period. 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 2023 peak hour traffic counts and published historical ADT volumes from the MDT website. The crash rate for the North 27th Avenue/Catamount Street intersection was 0.67 crashes/MVE. 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 and traffic control. 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 historical crash rate is 1.4 times higher than the predicted crash frequency rate for the intersection of North 27th Avenue/Catamount Street. The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1 below. Severity indexes were also calculated for the study area intersections. The severity index gives an indication of relative crash severity for a location based on the number of fatal, injury, and property damage only (PDO) crashes. The severity index at the North 27th Avenue/Catamount Street intersection was found to be 1.67 due to 1 of 3 crashes resulting in an injury. Severity rate calculation results are also summarized in Table 1 above. Table 1: Crash History – Frequency and Severity Statistics PDO Injury Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Severity Index Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) Catamount St/Jamboree Way 2218 0 0 0 0 0.00 0.00 0.00 0.18 0.22 Catamount St/Valley Center Rd 5746 0 0 0 0 0.00 0.00 0.00 0.57 0.27 Catamount St/N 27th Ave 2456 3 2 1 0 0.60 0.67 1.67 0.43 0.48 Jamboree Wy/Taco Bell Ent. 593 0 0 0 0 0.00 0.00 0.00 - - 1 Daily Entering Volume (DEV) estimated from 2023 peak hour counts and 2014 through 2018 MDT published ADTs 2 Crashes reported from January 1, 2014 to December 31, 2018 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology using SPICE tool HSM Predictions⁴ Intersection Crash Data3Crash Type 2014-2018 DEV1 Reported Crashes2 Catron Crossing Dairy Queen TIS 8 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. The unsignalized study area intersection of North 27th Avenue/Catamount Street had two right-angle crashes and one rollover crash. Right-angle crashes typically occur at unsignalized intersections when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers detecting speeds of approaching vehicles incorrectly, and/or high speeds on the main roadway. The crashes reported at the intersection of North 27th Avenue/Catamount Street occurred during daylight with good pavement conditions which suggests it may be due to bad judgement about vehicular gaps. The rollover crash at the intersection of North 27th Avenue/Catamount Street occurred when an eastbound motorcycle overturned on dry pavement in dark-lighted conditions and resulted in a suspected serious injury. It should be noted that the above crash analysis is speculative based on information provided by MDT. More detailed crash information would be needed to determine the exact cause of each collision. TRIP GENERATION This study utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source for determining trip generation projections. These projections are used to analyze the impacts of a new development on the surrounding area. For the purposes of this study, Fast-Food Restaurant with Drive-Through Window (Land Use Code 934) was used to estimate trip generation for the Dairy Queen site. Table 3 below illustrates the results of the trip generation calculations for the site. Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 2.418 1000 SF GFA 1130 565 565 0 0 0 80 42 38 566 283 283 0 0 0 40 21 19 1130 565 565 0 0 0 80 42 38 566 283 283 0 0 0 40 21 19 564 282 282 0 0 0 40 21 19 (1)Fast-Food Restaurant with Drive-Through Window - Land Use 934*Units = 1000 Sq. Ft. GFA Average Weekday:Average Rate = 467.48 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.00***N/A*** Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 33.03 (52% entering/48% exiting) *Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition , Institute of Transportation Engineers, 2017 ***The restaurant will be closed during the AM peak hour, so no traffic is anticipated to be generated Total Buildout New External Trips Total Buildout Pass-By Trips Fast-Food with Drive-Through Window1 Pass-By Trips** (Avg. Rate = 50%) Total Buildout Gross Trips Independent Variable Average Weekday PM Peak HourLand Use AM Peak Hour*** Table 2: Crash History – Collision Type Right Angle Rollover Total Catamount St/Jamboree Way 0 Catamount St/Valley Center Rd 0 Catamount St/N 27th Ave 2 1 3 Jamboree Wy/Taco Bell Ent.0 Collision Type Catron Crossing Dairy Queen TIS 9 At full buildout, the Dairy Queen site is projected to generate a total of 1,130 gross average weekday trips with 80 trips (42 entering/38 exiting) generated during the PM peak hour. The restaurant is not expected to be open during the AM peak hour, so trips were assumed to be negligible during that time. 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 trips that do not have origins or destinations external to a project site and therefore 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 and were not calculated for this study. Pass-by trips are 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 the site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were therefore calculated for the Dairy Queen site. A portion of the external trips generated could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. However, alternate mode trips were conservatively assumed to be negligible due to the heavy anticipated drive-thru usage at the site. With adjustments made for pass-by trips, the Dairy Queen site is projected to generate 564 net new external vehicular trips on a typical weekday with 40 trips (21 entering/19 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, distribution percentages were calculated based on existing volumes collected for this study as well as distributions used for previous studies in the project area. Figure 5 on page 11 presents the calculated trip distribution scheme for the Dairy Queen site. 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 site-generated trips for Dairy Queen were assigned to the study area street network for the purposes of projecting future traffic volumes for analysis. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figure 5. Catron Crossing Dairy Queen TIS 10 TRAFFIC IMPACTS Traffic Volumes It is expected that the Catron Crossing Dairy Queen site will be constructed within the next few years but for the purposes of this analysis, a 15-year Future (2038) horizon was evaluated. In addition to the site-generated trips, background traffic volumes are also expected to increase for study area streets and intersections due to general growth in the Bozeman area. To account for that growth, historical MDT traffic data was reviewed and it was determined that a background growth rate of 2.0 percent would be appropriate to model ambient growth in the study area. Additional growth was calculated by adding trips anticipated for the nearby Eastlake, Billings Clinic, and Vance Thompson Vision developments, which are anticipated to be completed within the 15-year analysis timeline. Trips from these developments were combined with existing traffic volumes, anticipated background growth, and site-generated traffic assignments to determine the Future (2038) traffic projections. Figure 6 on page 12 shows the Future (2038) AM and PM peak hour traffic volume projections. North 27th Avenue is expected to be connected between Cattail Street and Baxter Lane at some time in the future, and it is likely that this connection will impact traffic patterns in the study area, particularly along East Valley Center Road and North 27th Avenue. Adjustments were not calculated to account for construction of this street segment, as a more in-depth analysis of overall area traffic patterns would need to be performed to determine accurate projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Future (2038) scenario based on the AM and PM peak hour traffic volume projections presented in Figure 6. All new site access intersections were presumed to be stop-controlled. Peak hour factors (PHFs) for the design year were assumed to be 0.92 for all intersections, per HCM guidelines and common industry practice for future scenarios. The assumed values were utilized to not overestimate future congestion in the study area. Figure 6 also shows the Future (2038) LOS results at each intersection. The results of the Future (2038) intersection capacity calculations showed that the westbound approach at the North 27th Avenue/Catamount Street intersection is projected to operate at LOS D during the PM peak hour. At the Catamount Street/East Valley Center Road intersection, the westbound approach is projected to operate at LOS E during the AM peak hour and LOS F during the PM peak hour; the eastbound approach is projected to operate at LOS E during the PM peak hour. Projected 95th percentile queuing is moderate on these approaches. All other intersections and approaches, including the new site access intersections, are projected to operate at LOS C or better during both peak hours. A detailed intersection capacity summary table and capacity calculation worksheets for the Future (2038) traffic scenario are included in Appendix C. Drive-Thru Queuing Analysis The proposed Dairy Queen drive-thru provides storage capacity for 5 vehicles from the order point and 4 vehicles between the order point and the pick-up window, resulting in a capacity of 9 total vehicles (20-foot headway per vehicle) before impacting Jamboree Way, as shown in Figure 2 on page 3. There is also a staging area for two additional vehicles in the drive-thru exit lane beyond the pick-up window. The smaller existing Dairy Queen location on North 7th Avenue provides a capacity of approximately 7 vehicles from the order point and 3 vehicles between the order point and the pick-up window, for a total capacity of 10 vehicles before impacting North 7th Avenue. Catron Crossing Dairy Queen TIS 11 Figure 5: Trip Distribution & Traffic Assignment Summary Catron Crossing Dairy Queen TIS 12 Figure 6: Future (2038) Traffic Projections Catron Crossing Dairy Queen TIS 13 It was provided by the client that the drive-thru will service approximately 55% of daily trips and the average ordering time is anticipated to be 1 minute. Based on this information, the queue calculation shows with 95% confidence that queues will not back up to a point where they would block Jamboree Way. These calculations were performed assuming that a total of 63 vehicles would arrive to the site during the PM peak hour of the generator (note that the previous trips generation calculations assumed peak hour of adjacent street traffic), which was found to be the worst-case scenario. Based on the provided 55% drive-thru utilization, the queuing calculations assume a drive-thru entering volume of 35 vehicles, which resulted in an expected maximum queue from the order point of 5 vehicles. The vehicles approaching the pick-up window will be metered by the order point, meaning that approximately one vehicle will arrive at the pick-up window every minute. Mitigation Alternatives A variety of potential mitigation improvement options were evaluated to address existing concerns and/or projected impacts for study area streets and intersections. The following paragraphs provide details on that analysis. Bozeman Transportation Master Plan (TMP) The Bozeman TMP recommends improvements to several streets and intersections in the study area. Corridor improvement recommendations include widening North 27th Avenue to a three-lane urban collector standard between Baxter Lane and East Valley Center Road. This project is currently programmed to begin design in 2026, with construction potentially beginning in 2027. Pedestrian/bicycle improvements in the study area that are recommended in the Bozeman TMP include installation of a shared use path along East Valley Center Road between North 19th Avenue and Catamount Street. Some sections of this path have been completed but there are still multiple gaps in connectivity. A project to fill in some of these gaps is currently scheduled to occur in 2026. Auxiliary Turn Lanes Auxiliary right- and left-turn lane warrants were evaluated based on the methodology outlined in the MDT Traffic Engineering Manual (November 2007) for the Existing Conditions (2023) and Future (2038) analysis scenarios. It was found that no turn lanes are warranted in the study area based on Existing Conditions (2023) or Future (2038) volumes. Auxiliary turn lane warrant worksheets for both scenarios can be found in Appendix D. Multi-Way Stop Control Installation of multi-way stop signs at the North 27th Avenue/Catamount Street intersection was considered based on guidance presented in Section 2B.07 of the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD provides criteria for considering multi-way stop control based on crash trends and minimum entering volumes. Multi- way stop-control is also often implemented as an interim measure to control traffic in locations where a traffic signal is warranted but has not yet been installed. Multi-way stop control is not considered to be warranted at the North 27th Avenue/Catamount Street intersection for either the Existing Conditions (2023) or Future (2038) scenarios, although both the minimum volumes and minor street delay values are very close to being met in the Future (2038) scenario. Multi-way stop warrant worksheets can be found in Appendix D. Catron Crossing Dairy Queen TIS 14 Traffic Signals Traffic signal warrants were evaluated at the North 27th Avenue/Catamount Street and Catamount Street/East Valley Center Road intersections using criteria outlined in the MUTCD for the Existing Conditions (2023) and Future (2038) traffic volume scenarios. The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, Warrants 5 and 9 (School Crossing and Intersection Near a Grade Crossing) were not evaluated because there are no nearby school or railroad crossings. Additionally, satisfaction of the Peak Hour Warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. For the North 27th Avenue/Catamount Street intersection, it was found that no signal warrants are currently met for the Existing Conditions (2023) scenario or projected to be met in the Future (2038) scenario. At the Catamount Street/East Valley Center Road intersection four total hours of traffic data were collected so not all warrants were fully evaluated. No warrants are met based on Existing Conditions (2023), but Warrants 2, 3, and 8 (Four-Hour Vehicular Volume, Peak Hour, and Roadway Network) are projected to be met based on the available data in the Future (2038) scenario. Both intersections should be monitored as additional development occurs in the area and after North 27th Avenue is extended between Baxter Lane and Cattail Street, as this connection could have a substantial impact on traffic patterns at both intersections. Traffic signal warrant worksheets for the Existing Conditions (2023) and Future (2038) scenarios can be found in Appendix D. Improved Intersection Capacity North 27th Avenue/Catamount Street: Although the warrants were not met, this intersection is projected to operate at LOS B or better with all-way stop control in the Future (2038) scenario. This improvement may also reduce right-angle crashes at the intersection. Catamount Street/East Valley Center Road: The warranted traffic signal is projected to operate at LOS B or better at this intersection in the Future (2038) scenario. The results of the improved capacity calculations for the Future (2038) scenario are shown in a detailed capacity summary table which can be found in Appendix E, along with the calculation worksheets. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the Dairy Queen site in Catron Crossing Subdivision will generate a minimal volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 564 new external vehicle trips would be generated in the Future (2038) scenario. The Existing Conditions (2023) traffic scenario analysis showed that all intersections and approaches currently operate at LOS C or better. A crash analysis was performed and the intersection of North 27th Avenue/Catamount Street had a historical crash rate that was slightly higher than HSM predicted crash rate. There were two right angle crashes at the intersection and the severity index was slightly elevated due to 2 of 3 crashes resulting in injuries. Catron Crossing Dairy Queen TIS 15 Future (2038) scenario capacity calculations showed that at least one approach is projected to operate at LOS D or worse during one or both peak hours at both the North 27th Avenue/Catamount Street and Catamount Street/East Valley Center Road intersections. No auxiliary turn lanes are projected to be warranted in the study area based on the application of MDT Traffic Engineering Manual criteria. Multi-way stop control and traffic signal warrants were evaluated based on MUTCD guidelines at the North 27th Avenue/Catamount Street intersection and it was found that none are projected to be met. Traffic signal warrants were also evaluated at the Catamount Street/East Valley Center Road intersection based on four hours of available data and it was found that a signal is projected to be warranted at that intersection in the Future (2038) scenario. A mitigations analysis found that the North 27th Avenue/Catamount Street intersection would operate at LOS B or better with all-way stop control and the Catamount Street/East Valley Center Road intersection would operate at LOS B or better with a traffic signal. Operations at both of these intersections should be monitored upon completion of the connection of North 27th Avenue to Baxter Lane, as this new route may alter traffic patterns in the area and result in the need for a different mitigation solution. The Bozeman Transportation Master Plan (TMP) recommends several improvements to the study area, including widening segments of East Valley Center Road as well as widening and extending North 27th Avenue from Baxter Lane to East Valley Center Road. Multi-modal recommendations include the connection of existing shared use paths along East Valley Center Road. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: · Stop signs (R1-1) should be installed for all egress private site access approaches on public streets. · Operations at the North 27th Avenue/Catamount Street intersection should be monitored in the future to determine if and when a higher form of traffic control, such as all-way stop control or a traffic signal, may become necessary. · Operations at the Catamount Street/East Valley Center Road intersection should be monitored in the future to determine if and when a traffic signal may become warranted. · Any other network improvements should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017). If the buildout of any of these improvements is deemed necessary by the City prior to CIP funding, contribution percentages should be calculated on based proportional shares of impacting area developments. · All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC VOLUME 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 0 0 0 0 3 0 3 0 6 0 0 0 0 0 0 0 4 0 4 10 7:45 AM 0 0 0 0 0 1 0 2 0 3 1 0 0 0 1 0 0 2 0 2 6 8:00 AM 0 0 0 0 0 3 0 3 0 6 0 0 0 0 0 2 0 0 0 2 8 8:15 AM 0 0 1 0 1 3 0 7 0 10 0 0 0 0 0 0 0 6 0 6 17 Grand Total 0 0 1 0 1 10 0 15 0 25 1 0 0 0 1 2 0 12 0 14 41 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 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 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 % 0.0 0.0 2.4 0.0 2.4 24.4 0.0 36.6 0.0 61.0 2.4 0.0 0.0 0.0 2.4 4.9 0.0 29.3 0.0 34.1 100.0 PHF 0.25 0.25 0.25 0.63 0.63 0.63 1.00 1.00 1.00 0.58 0.58 0.58 0.60 RT TH LT U 0 0 1 0 2RT0TH12LT0UU0LT0TH0RT10 15 0 10 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Jamboree Way AM Peak Hour (7:30 - 8:30 AM) 22403Project Number: Southbound Jamboree Way Northbound Taco Bell Access Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Jamboree Way & Taco Bell AccessCounted By:Taco Bell AccessTaco Bell Access1Bozeman, MT /MDTTuesday, January 10, 2023Date Performed: Count Time Period: Catron Crossing DQ Jamboree Way Taco Bell Access Taco Bell Access Vehicle Volumes and Adjustments Jamboree Way 25 InOut 13In15 In14Out11Total Entering 41OutJamboree Way In Out 1 2 NNNNNNNNNN 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 4:45 PM 0 0 0 0 0 14 0 1 0 15 2 1 0 0 3 1 0 7 0 8 26 5:00 PM 0 1 0 0 1 9 0 0 1 10 6 0 0 0 6 0 0 10 0 10 27 5:15 PM 0 0 1 0 1 10 1 0 0 11 5 0 0 0 5 0 1 12 0 13 30 5:30 PM 0 0 1 0 1 9 0 0 0 9 3 0 0 0 3 0 0 8 0 8 21 Grand Total 0 1 2 0 3 42 1 1 1 45 16 1 0 0 17 1 1 37 0 39 104 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 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 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 % 0.0 1.0 1.9 0.0 2.9 40.4 1.0 1.0 1.0 43.3 15.4 1.0 0.0 0.0 16.3 1.0 1.0 35.6 0.0 37.5 100.0 PHF 0.75 0.75 0.75 1.00 1.00 1.00 0.85 0.85 0.85 0.75 0.75 0.75 0.87 RT TH LT U 0 1 2 0 1RT1TH37LT0UU0LT0TH1RT161 1 1 42 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Jamboree Way & Taco Bell Access North/South Street: Jamboree Way Taco Bell Access Date Performed: Tuesday, January 10, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22403 Catron Crossing DQ East/West Street:Taco Bell AccessOut2Vehicle Volumes and Adjustments Jamboree Way Jamboree Way Taco Bell Access Taco Bell Access Southbound Northbound Eastbound Westbound In1745OutJamboree Way 39InTaco Bell AccessTotal Entering 104 55 45 Out In Jamboree Way In Out 3 2 NNNNNNNNNN 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 1 0 0 0 1 2 4 0 0 6 6 18 6 0 30 1 4 1 0 6 43 7:45 AM 1 3 1 0 5 3 9 3 0 15 2 23 4 0 29 3 10 2 0 15 64 8:00 AM 0 5 0 0 5 2 8 1 0 11 3 13 11 0 27 2 15 1 0 18 61 8:15 AM 1 9 2 0 12 6 7 2 0 15 4 16 7 0 27 3 7 1 0 11 65 Grand Total 3 17 3 0 23 13 28 6 0 47 15 70 28 0 113 9 36 5 0 50 233 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 7.1 0.0 0.0 4.3 6.7 0.0 53.6 0.0 14.2 33.3 0.0 0.0 0.0 6.0 Heavy Truck % 0.0 5.9 0.0 0.0 4.3 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 Total Truck % 0.0 5.9 0.0 0.0 4.3 0.0 7.1 0.0 0.0 4.3 6.7 0.0 53.6 0.0 14.2 33.3 0.0 0.0 0.0 6.0 Total % 1.3 7.3 1.3 0.0 9.9 5.6 12.0 2.6 0.0 20.2 6.4 30.0 12.0 0.0 48.5 3.9 15.5 2.1 0.0 21.5 100.0 PHF 0.48 0.48 0.48 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 0.90 RT TH LT U 3 17 3 0 9RT36TH5LT0UU0LT28TH70RT150 6 28 13 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 27th Ave AM Peak Hour (7:30 - 8:30 AM) 22403Project Number: Southbound N 27th Ave Northbound Catamount St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 27th Ave & Catamount StCounted By:Catamount StCatamount St113Bozeman, MT /MDTTuesday, January 10, 2023Date Performed: Count Time Period: Catron Crossing DQ N 27th Ave Catamount St Catamount St Vehicle Volumes and Adjustments N 27th Ave 47 InOut 37In45 In50Out86Total Entering 233OutN 27th Ave In Out 23 65 NNNNNNNNNN 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 4:45 PM 7 9 1 0 17 2 15 4 0 21 4 11 3 0 18 3 19 1 0 23 79 5:00 PM 9 21 2 0 32 3 27 6 0 36 4 15 7 0 26 7 17 6 0 30 124 5:15 PM 4 11 4 0 19 7 17 5 0 29 4 7 1 0 12 1 19 9 0 29 89 5:30 PM 2 9 5 0 16 5 13 3 0 21 2 11 1 0 14 0 21 3 0 24 75 Grand Total 22 50 12 0 84 17 72 18 0 107 14 44 12 0 70 11 76 19 0 106 367 Medium Truck % 0.0 2.0 8.3 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 0.0 12.9 27.3 0.0 0.0 0.0 2.8 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 2.0 8.3 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 0.0 12.9 27.3 0.0 0.0 0.0 2.8 Total % 6.0 13.6 3.3 0.0 22.9 4.6 19.6 4.9 0.0 29.2 3.8 12.0 3.3 0.0 19.1 3.0 20.7 5.2 0.0 28.9 100.0 PHF 0.66 0.66 0.66 0.74 0.74 0.74 0.67 0.67 0.67 0.88 0.88 0.88 0.74 RT TH LT U 22 50 12 0 11RT76TH19LT0UU0LT12TH44RT140 18 72 17 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 27th Ave & Catamount St North/South Street: N 27th Ave Catamount St Date Performed: Tuesday, January 10, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22403 Catron Crossing DQ East/West Street:Catamount StOut116Vehicle Volumes and Adjustments N 27th Ave N 27th Ave Catamount St Catamount St Southbound Northbound Eastbound Westbound In7073OutN 27th Ave 106InCatamount StTotal Entering 367 83 107 Out In N 27th Ave In Out 84 95 NNNNNNNNNN 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 1 1 5 0 7 0 2 1 0 3 0 26 2 0 28 2 6 2 0 10 48 7:45 AM 1 1 2 0 4 1 1 1 0 3 0 32 2 0 34 1 9 2 1 13 54 8:00 AM 0 0 1 0 1 0 0 0 0 0 0 14 5 0 19 3 18 2 0 23 43 8:15 AM 3 1 8 0 12 2 1 0 0 3 0 21 5 0 26 6 8 1 0 15 56 Grand Total 5 3 16 0 24 3 4 2 0 9 0 93 14 0 107 12 41 7 1 61 201 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 8.3 7.3 0.0 0.0 6.6 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 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 8.3 7.3 0.0 0.0 6.6 Total % 2.5 1.5 8.0 0.0 11.9 1.5 2.0 1.0 0.0 4.5 0.0 46.3 7.0 0.0 53.2 6.0 20.4 3.5 0.5 30.3 100.0 PHF 0.50 0.50 0.50 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.90 RT TH LT U 5 3 16 0 12RT41TH7LT1UU0LT14TH93RT00 2 4 3 U LT TH RT Jamboree Way In Out 24 30 In48In61Out113Total Entering 201Out Jamboree Way 9 InOut 10Catamount StreetCatamount Street107Bozeman, MT /MDTTuesday, January 10, 2023Date Performed: Count Time Period: Catron Crossing DQ Jamboree Way Catamount Street Catamount Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Jamboree Way & Catamount StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Jamboree Way AM Peak Hour (7:30 - 8:30 AM) 22403Project Number: Southbound Jamboree Way Northbound Catamount Street Eastbound East/West Street: NNNNNNNNNN 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 4:45 PM 2 2 10 0 14 8 5 2 0 15 2 13 1 0 16 12 20 7 0 39 84 5:00 PM 6 0 12 0 18 7 6 7 0 20 3 14 2 0 19 4 18 7 0 29 86 5:15 PM 8 2 7 0 17 13 4 2 0 19 0 15 3 0 18 7 25 6 0 38 92 5:30 PM 4 1 6 0 11 9 0 3 0 12 2 13 6 0 21 7 23 5 0 35 79 Grand Total 20 5 35 0 60 37 15 14 0 66 7 55 12 0 74 30 86 25 0 141 341 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 1.4 0.0 3.5 0.0 0.0 2.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 1.4 0.0 3.5 0.0 0.0 2.1 Total % 5.9 1.5 10.3 0.0 17.6 10.9 4.4 4.1 0.0 19.4 2.1 16.1 3.5 0.0 21.7 8.8 25.2 7.3 0.0 41.3 100.0 PHF 0.88 0.88 0.88 0.87 0.87 0.87 1.00 1.00 1.00 0.93 0.93 0.93 0.93 RT TH LT U 20 5 35 0 30RT86TH25LT0UU0LT12TH55RT70 14 15 37 U LT TH RT Jamboree Way In Out 60 57 Jamboree Way 141InCatamount StreetTotal Entering 341 37 66 Out InCatamount StreetOut120Vehicle Volumes and Adjustments Jamboree Way Jamboree Way Catamount Street Catamount Street Southbound Northbound Eastbound Westbound In74127OutNorth/South Street: Jamboree Way Catamount Street Date Performed: Tuesday, January 10, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22403 Catron Crossing DQ East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Jamboree Way & Catamount Street NNNNNNNNNN 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 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 1 77 0 0 78 0 27 9 6 42 28 0 2 0 30 2 0 3 0 5 155 7:45 AM 2 81 0 0 83 2 32 11 0 45 39 0 0 0 39 0 0 5 0 5 172 8:00 AM 2 56 1 0 59 1 41 20 0 62 16 0 0 0 16 0 0 6 0 6 143 8:15 AM 2 62 0 1 65 0 38 14 2 54 28 1 2 0 31 1 0 0 0 1 151 Grand Total 7 276 1 1 285 3 138 54 8 203 111 1 4 0 116 3 0 14 0 17 621 Medium Truck % 0.0 2.2 0.0 0.0 2.1 0.0 9.4 5.6 0.0 7.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.7 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 Total Truck % 0.0 2.2 0.0 0.0 2.1 0.0 10.1 5.6 0.0 8.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 1.1 44.4 0.2 0.2 45.9 0.5 22.2 8.7 1.3 32.7 17.9 0.2 0.6 0.0 18.7 0.5 0.0 2.3 0.0 2.7 100.0 PHF 0.86 0.86 0.86 1.00 1.00 1.00 0.74 0.74 0.74 0.85 0.85 0.85 0.90 RT TH LT U 7 276 1 1 3RT0TH14LT0UU0LT4TH1RT1118 54 138 3 U LT TH RT Valley Center Road In Out 285 146 In61In17Out5Total Entering 621Out Valley Center Road 203 InOut 409Catamount StCatamount St116Bozeman, MT /MDTTuesday, January 10, 2023Date Performed: Count Time Period: Catron Crossing DQ Valley Center Road Catamount St Catamount St Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Valley Center Road & Catamount StCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Valley Center Road AM Peak Hour (7:30 - 8:30 AM) 22403Project Number: Southbound Valley Center Road Northbound Catamount St Eastbound East/West Street: NNNNNNNNNN 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 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 7 60 3 0 70 4 52 32 1 89 16 3 10 0 29 1 1 1 0 3 191 5:00 PM 6 71 4 0 81 8 57 20 0 85 27 3 5 0 35 1 2 2 0 5 206 5:15 PM 9 62 2 0 73 7 53 27 0 87 25 1 7 0 33 0 1 9 0 10 203 5:30 PM 3 53 5 0 61 7 48 35 3 93 26 2 1 0 29 0 0 0 0 0 183 Grand Total 25 246 14 0 285 26 210 114 4 354 94 9 23 0 126 2 4 12 0 18 783 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 2.4 2.6 0.0 2.3 1.1 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.4 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 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.4 0.0 0.0 0.4 0.0 2.4 2.6 0.0 2.3 1.1 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Total % 3.2 31.4 1.8 0.0 36.4 3.3 26.8 14.6 0.5 45.2 12.0 1.1 2.9 0.0 16.1 0.3 0.5 1.5 0.0 2.3 100.0 PHF 0.89 0.89 0.89 1.00 1.00 1.00 0.90 0.90 0.90 0.90 0.90 0.90 0.95 RT TH LT U 25 246 14 0 2RT4TH12LT0UU0LT23TH9RT944 114 210 26 U LT TH RT Valley Center Road In Out 285 235 Valley Center Road 18InCatamount StTotal Entering 783 356 354 Out InCatamount StOut143Vehicle Volumes and Adjustments Valley Center Road Valley Center Road Catamount St Catamount St Southbound Northbound Eastbound Westbound In12649OutNorth/South Street: Valley Center Road Catamount St Date Performed: Tuesday, January 10, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22403 Catron Crossing DQ East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Valley Center Road & Catamount St NNNNNNNNNN 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 3 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 6 0 9 9 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 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 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 % 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 33.3 66.7 0.0 100.0 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 0.75 RT TH LT U 0 0 0 0 0RT3TH6LT0UU0LT0TH0RT00 0 0 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Jamboree Way AM Peak Hour (7:30 - 8:30 AM) 22403Project Number: Southbound Jamboree Way Northbound Honor Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Jamboree Way & Honor LaneCounted By:Honor LaneHonor Lane0Bozeman, MT /MDTTuesday, January 10, 2023Date Performed: Count Time Period: Catron Crossing DQ N/A Honor Lane Honor Lane Vehicle Volumes and Adjustments Jamboree Way 0 InOut 6In3 In9Out0Total Entering 9OutN/A In Out 0 0 NNNNNNNNNN 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 4:45 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 1 0 0 0 1 1 2 0 0 3 0 0 0 0 0 4 5:15 PM 0 0 0 0 0 7 0 0 0 7 0 0 0 0 0 0 0 1 0 1 8 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 2 Grand Total 0 0 0 0 0 9 0 0 0 9 1 3 0 0 4 0 0 2 0 2 15 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 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 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 % 0.0 0.0 0.0 0.0 0.0 60.0 0.0 0.0 0.0 60.0 6.7 20.0 0.0 0.0 26.7 0.0 0.0 13.3 0.0 13.3 100.0 PHF 1.00 1.00 1.00 0.32 0.32 0.32 1.00 1.00 1.00 0.50 0.50 0.50 0.47 RT TH LT U 0 0 0 0 0RT0TH2LT0UU0LT0TH3RT10 0 0 9 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Jamboree Way & Honor Lane North/South Street: Jamboree Way Honor Lane Date Performed: Tuesday, January 10, 2023 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 22403 Catron Crossing DQ East/West Street:Honor LaneOut0Vehicle Volumes and Adjustments N/A Jamboree Way Honor Lane Honor Lane Southbound Northbound Eastbound Westbound In412OutJamboree Way 2InHonor LaneTotal Entering 15 3 9 Out In N/A In Out 0 0 NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 10.3 B 1 12.0 B 1 WB 9.7 A 1 12.5 B 1 NB 0.9 A 0 1.2 A 1 SB 1.0 A 0 1.1 A 0 Intersection 7.4 A --6.5 A -- EB 1.0 A 0 1.2 A 0 WB 1.0 A 0 1.3 A 1 NB 9.8 A 0 9.9 A 1 SB 9.8 A 1 10.6 B 1 Intersection 2.4 A --4.6 A -- EB 10.0 B 1 11.8 B 1 WB 13.3 B 1 17.4 C 1 NB 2.5 A 1 2.7 A 1 SB 0.1 A 0 0.4 A 0 Intersection 3.1 A --3.7 A -- EB 0.0 A 0 8.4 A 1 WB 0.0 A 0 9.0 A 1 NB 0.0 A 0 0.3 A 0 SB 7.2 A 0 4.9 A 0 Intersection 0.2 A --5.0 A -- EB 0.0 A 0 0.0 A 0 WB 4.8 A 0 7.2 A 0 NB 0.0 A 0 8.4 A 1 Intersection 4.3 A --6.0 A -- Intersection Control Two-Way Stop Control (EB/WB) Catamount Street & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) Jamboree Way & Taco Bell Access Intersection Approach Existing (2023) AM Peak PM Peak Catamount Street & Jamboree Way Intersection Control Two-Way Stop Control (NB/SB) Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Catamount Street Intersection Control One-Way Stop-Control (NB) Honor Lane & Jamboree Way HCM 6th TWSC 5: Catamount St & Jamboree Way 02/23/2023 AM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 93 0 8 41 12 2 4 3 16 3 5 Future Vol, veh/h 14 93 0 8 41 12 2 4 3 16 3 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 70 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 7 8 0 0 0 0 0 0 Mvmt Flow 16 103 0 9 46 13 2 4 3 18 3 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 59 0 0 103 0 0 210 212 103 210 206 53 Stage 1 - - - - - - 135 135 - 71 71 - Stage 2 - - - - - - 75 77 - 139 135 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1558 - - 1502 - - 752 689 957 752 694 1020 Stage 1 - - - - - - 873 789 - 944 840 - Stage 2 - - - - - - 939 835 - 869 789 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1558 - - 1502 - - 736 678 957 736 683 1020 Mov Cap-2 Maneuver - - - - - - 736 678 - 736 683 - Stage 1 - - - - - - 864 781 - 935 835 - Stage 2 - - - - - - 925 830 - 852 781 - Approach EB WB NB SB HCM Control Delay, s 1 1 9.8 9.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 766 1558 - - 1502 - - 773 HCM Lane V/C Ratio 0.013 0.01 - - 0.006 - - 0.034 HCM Control Delay (s) 9.8 7.3 - - 7.4 - - 9.8 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 HCM 6th TWSC 7: Jamboree Way & Honor Lane 02/23/2023 AM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 6 3 0 0 Future Vol, veh/h 0 0 6 3 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 0 8 4 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1 0 21 1 Stage 1 - - - - 1 - Stage 2 - - - - 20 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1635 - 1001 1090 Stage 1 - - - - 1028 - Stage 2 - - - - 1008 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1635 - 996 1090 Mov Cap-2 Maneuver - - - - 996 - Stage 1 - - - - 1028 - Stage 2 - - - - 1003 - Approach EB WB NB HCM Control Delay, s 0 4.8 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - 1635 - HCM Lane V/C Ratio - - - 0.005 - HCM Control Delay (s) 0 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 11: N 27th Ave & Catamount St 02/23/2023 AM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 3 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 70 15 5 36 9 6 28 13 3 17 3 Future Vol, veh/h 28 70 15 5 36 9 6 28 13 3 17 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 54 0 7 0 0 33 0 7 0 0 6 0 Mvmt Flow 31 78 17 6 40 10 7 31 14 3 19 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 104 86 21 126 80 38 22 0 0 45 0 0 Stage 1 27 27 - 52 52 - - - - - - - Stage 2 77 59 - 74 28 - - - - - - - Critical Hdwy 7.64 6.5 6.27 7.1 6.5 6.53 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.64 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.64 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.986 4 3.363 3.5 4 3.597 2.2 - - 2.2 - - Pot Cap-1 Maneuver 767 808 1042 852 814 952 1607 - - 1576 - - Stage 1 872 877 - 966 856 - - - - - - - Stage 2 817 850 - 940 876 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 727 803 1042 773 809 952 1607 - - 1576 - - Mov Cap-2 Maneuver 727 803 - 773 809 - - - - - - - Stage 1 869 875 - 962 853 - - - - - - - Stage 2 767 847 - 841 874 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.3 9.7 0.9 1 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1607 - - 807 828 1576 - - HCM Lane V/C Ratio 0.004 - - 0.156 0.067 0.002 - - HCM Control Delay (s) 7.2 0 - 10.3 9.7 7.3 0 - HCM Lane LOS A A - B A A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0 - - HCM 6th TWSC 12: Jamboree Way & Taco Bell 02/23/2023 AM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 12 0 2 15 0 10 1 0 0 Future Vol, veh/h 0 0 1 12 0 2 15 0 10 1 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 0 2 20 0 3 25 0 17 2 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 64 71 0 64 63 9 0 0 0 17 0 0 Stage 1 4 4 - 59 59 - - - - - - - Stage 2 60 67 - 5 4 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 935 823 - 935 832 1079 - - - 1613 - - Stage 1 1024 897 - 958 850 - - - - - - - Stage 2 957 843 - 1022 897 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 931 822 - - 831 1079 - - - 1613 - - Mov Cap-2 Maneuver 931 822 - - 831 - - - - - - - Stage 1 1024 896 - 958 850 - - - - - - - Stage 2 954 843 - 1021 896 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 7.2 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) - - - - - 1613 - - HCM Lane V/C Ratio - - - - - 0.001 - - HCM Control Delay (s) - - - - - 7.2 0 - HCM Lane LOS - - - - - A A - HCM 95th %tile Q(veh) - - - - - 0 - - HCM 6th TWSC 26: Catamount St & Valley Center Road 02/23/2023 AM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 5 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 1 111 14 0 3 62 138 3 2 276 7 Future Vol, veh/h 4 1 111 14 0 3 62 138 3 2 276 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 70 - - - 300 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 6 10 0 0 2 0 Mvmt Flow 4 1 123 16 0 3 69 153 3 2 307 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 530 609 158 451 612 78 315 0 0 156 0 0 Stage 1 315 315 - 293 293 - - - - - - - Stage 2 215 294 - 158 319 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.22 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.26 - - 2.2 - - Pot Cap-1 Maneuver 436 412 866 496 411 973 1214 - - 1436 - - Stage 1 676 659 - 696 674 - - - - - - - Stage 2 773 673 - 834 657 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 415 388 866 406 387 973 1214 - - 1436 - - Mov Cap-2 Maneuver 415 388 - 406 387 - - - - - - - Stage 1 637 658 - 656 636 - - - - - - - Stage 2 727 635 - 713 656 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10 13.3 2.5 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1214 - - 409 866 453 1436 - - HCM Lane V/C Ratio 0.057 - - 0.014 0.142 0.042 0.002 - - HCM Control Delay (s) 8.1 - - 13.9 9.8 13.3 7.5 - - HCM Lane LOS A - - B A B A - - HCM 95th %tile Q(veh) 0.2 - - 0 0.5 0.1 0 - - HCM 6th TWSC 5: Catamount St & Jamboree Way 02/23/2023 PM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 55 7 25 86 30 14 15 37 35 5 20 Future Vol, veh/h 12 55 7 25 86 30 14 15 37 35 5 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 70 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 2 0 0 4 0 0 0 0 0 0 0 Mvmt Flow 13 59 8 27 92 32 15 16 40 38 5 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 124 0 0 67 0 0 265 267 63 279 255 108 Stage 1 - - - - - - 89 89 - 162 162 - Stage 2 - - - - - - 176 178 - 117 93 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1475 - - 1547 - - 692 642 1007 677 652 951 Stage 1 - - - - - - 923 825 - 845 768 - Stage 2 - - - - - - 831 756 - 892 822 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1475 - - 1547 - - 659 625 1007 625 635 951 Mov Cap-2 Maneuver - - - - - - 659 625 - 625 635 - Stage 1 - - - - - - 915 818 - 837 755 - Stage 2 - - - - - - 792 743 - 832 815 - Approach EB WB NB SB HCM Control Delay, s 1.2 1.3 9.9 10.6 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 805 1475 - - 1547 - - 707 HCM Lane V/C Ratio 0.088 0.009 - - 0.017 - - 0.091 HCM Control Delay (s) 9.9 7.5 - - 7.4 - - 10.6 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.3 HCM 6th TWSC 7: Jamboree Way & Honor Lane 02/23/2023 PM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 2 Intersection Int Delay, s/veh 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 3 1 2 0 0 9 Future Vol, veh/h 3 1 2 0 0 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 47 47 47 47 47 47 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 6 2 4 0 0 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 8 0 15 7 Stage 1 - - - - 7 - Stage 2 - - - - 8 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1625 - 1009 1081 Stage 1 - - - - 1021 - Stage 2 - - - - 1020 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1625 - 1007 1081 Mov Cap-2 Maneuver - - - - 1007 - Stage 1 - - - - 1021 - Stage 2 - - - - 1018 - Approach EB WB NB HCM Control Delay, s 0 7.2 8.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1081 - - 1625 - HCM Lane V/C Ratio 0.018 - - 0.003 - HCM Control Delay (s) 8.4 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 11: N 27th Ave & Catamount St 02/23/2023 PM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 3 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 44 14 19 76 11 18 72 17 12 50 22 Future Vol, veh/h 12 44 14 19 76 11 18 72 17 12 50 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 74 74 74 74 74 74 74 74 74 74 74 74 Heavy Vehicles, % 75 0 0 0 0 27 0 0 0 8 2 0 Mvmt Flow 16 59 19 26 103 15 24 97 23 16 68 30 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 331 283 83 311 287 109 98 0 0 120 0 0 Stage 1 115 115 - 157 157 - - - - - - - Stage 2 216 168 - 154 130 - - - - - - - Critical Hdwy 7.85 6.5 6.2 7.1 6.5 6.47 4.1 - - 4.18 - - Critical Hdwy Stg 1 6.85 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.85 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.175 4 3.3 3.5 4 3.543 2.2 - - 2.272 - - Pot Cap-1 Maneuver 505 629 982 645 626 881 1508 - - 1431 - - Stage 1 740 804 - 850 772 - - - - - - - Stage 2 646 763 - 853 792 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 423 611 982 573 608 881 1508 - - 1431 - - Mov Cap-2 Maneuver 423 611 - 573 608 - - - - - - - Stage 1 727 794 - 836 759 - - - - - - - Stage 2 540 750 - 765 782 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12 12.5 1.2 1.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1508 - - 611 621 1431 - - HCM Lane V/C Ratio 0.016 - - 0.155 0.231 0.011 - - HCM Control Delay (s) 7.4 0 - 12 12.5 7.5 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.9 0 - - HCM 6th TWSC 12: Jamboree Way & Taco Bell 02/23/2023 PM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 16 37 1 1 2 1 42 2 1 0 Future Vol, veh/h 0 1 16 37 1 1 2 1 42 2 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1 18 43 1 1 2 1 48 2 1 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 35 58 1 44 34 25 1 0 0 49 0 0 Stage 1 5 5 - 29 29 - - - - - - - Stage 2 30 53 - 15 5 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 976 837 1090 963 863 1057 1635 - - 1571 - - Stage 1 1022 896 - 993 875 - - - - - - - Stage 2 992 855 - 1010 896 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 972 835 1090 945 861 1057 1635 - - 1571 - - Mov Cap-2 Maneuver 972 835 - 945 861 - - - - - - - Stage 1 1021 895 - 992 874 - - - - - - - Stage 2 989 854 - 991 895 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.4 9 0.3 4.9 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1635 - - 1071 945 1571 - - HCM Lane V/C Ratio 0.001 - - 0.018 0.047 0.001 - - HCM Control Delay (s) 7.2 0 - 8.4 9 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - HCM 6th TWSC 26: Catamount St & Valley Center Road 02/23/2023 PM Peak Catron Crossing DQ 3:24 pm 02/23/2023 Existing Conditions (2023) Synchro 11 Report Page 5 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 9 94 12 4 2 118 210 26 14 246 25 Future Vol, veh/h 23 9 94 12 4 2 118 210 26 14 246 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 70 - - - 300 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 1 0 0 0 3 2 0 0 0 0 Mvmt Flow 24 9 99 13 4 2 124 221 27 15 259 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 663 798 143 647 798 124 285 0 0 248 0 0 Stage 1 302 302 - 483 483 - - - - - - - Stage 2 361 496 - 164 315 - - - - - - - Critical Hdwy 7.5 6.5 6.92 7.5 6.5 6.9 4.16 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.31 3.5 4 3.3 2.23 - - 2.2 - - Pot Cap-1 Maneuver 351 321 882 360 321 910 1267 - - 1330 - - Stage 1 688 668 - 539 556 - - - - - - - Stage 2 636 549 - 828 659 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 318 286 882 286 286 910 1267 - - 1330 - - Mov Cap-2 Maneuver 318 286 - 286 286 - - - - - - - Stage 1 621 661 - 486 502 - - - - - - - Stage 2 568 495 - 716 652 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 17.4 2.7 0.4 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1267 - - 308 882 310 1330 - - HCM Lane V/C Ratio 0.098 - - 0.109 0.112 0.061 0.011 - - HCM Control Delay (s) 8.2 - - 18.1 9.6 17.4 7.7 - - HCM Lane LOS A - - C A C A - - HCM 95th %tile Q(veh) 0.3 - - 0.4 0.4 0.2 0 - - APPENDIX C CAPACITY CALCULATIONS – FUTURE (2038) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 22.2 C 3 23.8 C 4 WB 16.5 C 1 28.8 D 4 NB 2.3 A 1 1.9 A 1 SB 0.6 A 0 0.6 A 1 Intersection 9.8 A --11.4 B -- EB 0.9 A 0 1.1 A 0 WB 0.7 A 0 1.1 A 1 NB 10.5 B 1 11.4 B 1 SB 10.8 B 1 13.6 B 1 Intersection 2.2 A --5.0 A -- EB 12.5 B 1 42.3 E 4 WB 43.9 E 1 122.8 F 2 NB 1.6 A 1 3.1 A 2 SB 0.0 A 0 0.2 A 1 Intersection 3.0 A --8.7 A -- EB 8.3 A 0 8.4 A 1 WB 8.8 A 1 9.5 A 1 NB 4.4 A 0 0.3 A 0 SB 3.6 A 0 6.7 A 0 Intersection 6.0 A --5.5 A -- EB 0.0 A 0 0.0 A 0 WB 0.3 A 0 1.6 A 0 NB 0.0 A 0 9.4 A 1 Intersection 0.2 A --1.5 A -- NB 0.0 A 0 0.0 A 0 SB 0.0 A 0 3.7 A 0 Intersection 0.0 A --1.5 A -- Honor Lane & Jamboree Way Intersection Control No Minor Leg (WB) Egress Jamboree Way & Drive-Thru Entrance Catamount Street & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) Jamboree Way & Taco Bell/DQ Access Intersection Control One-Way Stop-Control (NB) North 27th Avenue & Catamount Street Intersection Control Two-Way Stop Control (NB/SB) Catamount Street & Jamboree Way Intersection Control Two-Way Stop Control (EB/WB) Intersection Control Two-Way Stop Control (EB/WB) Intersection Approach Future (2038) AM Peak PM Peak HCM 6th TWSC 5: Catamount St & Jamboree Way 03/07/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 140 0 11 91 16 3 5 4 22 4 7 Future Vol, veh/h 19 140 0 11 91 16 3 5 4 22 4 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 70 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 3 6 0 0 0 0 0 0 Mvmt Flow 21 152 0 12 99 17 3 5 4 24 4 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 116 0 0 152 0 0 332 334 152 331 326 108 Stage 1 - - - - - - 194 194 - 132 132 - Stage 2 - - - - - - 138 140 - 199 194 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1485 - - 1441 - - 625 589 900 626 596 951 Stage 1 - - - - - - 812 744 - 876 791 - Stage 2 - - - - - - 870 785 - 807 744 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1485 - - 1441 - - 606 576 900 608 583 951 Mov Cap-2 Maneuver - - - - - - 606 576 - 608 583 - Stage 1 - - - - - - 801 734 - 864 785 - Stage 2 - - - - - - 851 779 - 786 734 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.7 10.5 10.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 664 1485 - - 1441 - - 655 HCM Lane V/C Ratio 0.02 0.014 - - 0.008 - - 0.055 HCM Control Delay (s) 10.5 7.5 - - 7.5 - - 10.8 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 HCM 6th TWSC 7: Jamboree Way & Honor Lane 03/07/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 52 0 8 164 0 0 Future Vol, veh/h 52 0 8 164 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 57 0 9 178 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 57 0 253 57 Stage 1 - - - - 57 - Stage 2 - - - - 196 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1560 - 740 1015 Stage 1 - - - - 971 - Stage 2 - - - - 842 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1560 - 736 1015 Mov Cap-2 Maneuver - - - - 736 - Stage 1 - - - - 971 - Stage 2 - - - - 837 - Approach EB WB NB HCM Control Delay, s 0 0.3 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - 1560 - HCM Lane V/C Ratio - - - 0.006 - HCM Control Delay (s) 0 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 11: N 27th Ave & Catamount St 03/07/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 9.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 105 51 7 82 14 94 198 17 8 82 9 Future Vol, veh/h 49 105 51 7 82 14 94 198 17 8 82 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 31 0 2 0 0 21 0 1 0 0 1 0 Mvmt Flow 53 114 55 8 89 15 102 215 18 9 89 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 592 549 94 625 545 224 99 0 0 233 0 0 Stage 1 112 112 - 428 428 - - - - - - - Stage 2 480 437 - 197 117 - - - - - - - Critical Hdwy 7.41 6.5 6.22 7.1 6.5 6.41 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.41 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.41 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.779 4 3.318 3.5 4 3.489 2.2 - - 2.2 - - Pot Cap-1 Maneuver 378 446 963 400 449 770 1507 - - 1346 - - Stage 1 827 807 - 609 588 - - - - - - - Stage 2 516 583 - 809 803 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 290 409 963 278 411 770 1507 - - 1346 - - Mov Cap-2 Maneuver 290 409 - 278 411 - - - - - - - Stage 1 762 801 - 561 542 - - - - - - - Stage 2 390 538 - 649 797 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 22.2 16.5 2.3 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1507 - - 428 424 1346 - - HCM Lane V/C Ratio 0.068 - - 0.521 0.264 0.006 - - HCM Control Delay (s) 7.6 0 - 22.2 16.5 7.7 0 - HCM Lane LOS A A - C C A A - HCM 95th %tile Q(veh) 0.2 - - 2.9 1 0 - - HCM 6th TWSC 12: Jamboree Way & Taco Bell 03/07/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 16 0 3 20 0 13 1 1 0 Future Vol, veh/h 0 0 1 16 0 3 20 0 13 1 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 0 1 17 0 3 22 0 14 1 1 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 56 61 1 55 54 7 1 0 0 14 0 0 Stage 1 3 3 - 51 51 - - - - - - - Stage 2 53 58 - 4 3 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 946 834 1090 948 841 1081 1635 - - 1617 - - Stage 1 1025 897 - 967 856 - - - - - - - Stage 2 965 851 - 1024 897 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 933 821 1090 937 828 1081 1635 - - 1617 - - Mov Cap-2 Maneuver 933 821 - 937 828 - - - - - - - Stage 1 1011 896 - 953 844 - - - - - - - Stage 2 949 839 - 1022 896 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.3 8.8 4.4 3.6 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1635 - - 1090 957 1617 - - HCM Lane V/C Ratio 0.013 - - 0.001 0.022 0.001 - - HCM Control Delay (s) 7.2 0 - 8.3 8.8 7.2 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - - HCM 6th TWSC 21: 03/07/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 5 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 16 0 3 20 0 13 1 1 0 Future Vol, veh/h 0 0 1 16 0 3 20 0 13 1 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 1 17 0 3 22 0 14 1 1 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 56 61 1 55 54 7 1 0 0 14 0 0 Stage 1 3 3 - 51 51 - - - - - - - Stage 2 53 58 - 4 3 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 941 830 1084 943 837 1075 1622 - - 1604 - - Stage 1 1020 893 - 962 852 - - - - - - - Stage 2 960 847 - 1018 893 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 928 818 1084 932 824 1075 1622 - - 1604 - - Mov Cap-2 Maneuver 928 818 - 932 824 - - - - - - - Stage 1 1006 892 - 949 840 - - - - - - - Stage 2 944 835 - 1016 892 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.3 8.9 4.4 3.6 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1622 - - 1084 952 1604 - - HCM Lane V/C Ratio 0.013 - - 0.001 0.022 0.001 - - HCM Control Delay (s) 7.2 0 - 8.3 8.9 7.2 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - - HCM 6th TWSC 26: Catamount St & Valley Center Road 03/07/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 164 19 0 4 119 569 4 3 524 9 Future Vol, veh/h 5 1 164 19 0 4 119 569 4 3 524 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 70 - - - 300 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 3 2 0 0 1 0 Mvmt Flow 5 1 178 21 0 4 129 618 4 3 570 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1148 1461 290 1170 1464 311 580 0 0 622 0 0 Stage 1 581 581 - 878 878 - - - - - - - Stage 2 567 880 - 292 586 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.16 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.23 - - 2.2 - - Pot Cap-1 Maneuver 156 130 713 150 130 691 983 - - 969 - - Stage 1 472 503 - 313 368 - - - - - - - Stage 2 481 368 - 697 500 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 139 113 713 100 113 691 983 - - 969 - - Mov Cap-2 Maneuver 139 113 - 100 113 - - - - - - - Stage 1 410 501 - 272 320 - - - - - - - Stage 2 415 320 - 520 499 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 43.9 1.6 0 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 983 - - 134 713 117 969 - - HCM Lane V/C Ratio 0.132 - - 0.049 0.25 0.214 0.003 - - HCM Control Delay (s) 9.2 - - 33.2 11.7 43.9 8.7 - - HCM Lane LOS A - - D B E A - - HCM 95th %tile Q(veh) 0.5 - - 0.2 1 0.8 0 - - HCM 6th TWSC 5: Catamount St & Jamboree Way 03/09/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 112 9 34 139 60 19 20 50 64 7 31 Future Vol, veh/h 20 112 9 34 139 60 19 20 50 64 7 31 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 70 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0 Mvmt Flow 22 122 10 37 151 65 21 22 54 70 8 34 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 216 0 0 132 0 0 450 461 127 467 434 184 Stage 1 - - - - - - 171 171 - 258 258 - Stage 2 - - - - - - 279 290 - 209 176 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1366 - - 1466 - - 523 500 929 509 518 864 Stage 1 - - - - - - 836 761 - 751 698 - Stage 2 - - - - - - 732 676 - 798 757 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1366 - - 1466 - - 481 480 929 448 497 864 Mov Cap-2 Maneuver - - - - - - 481 480 - 448 497 - Stage 1 - - - - - - 823 749 - 739 681 - Stage 2 - - - - - - 678 659 - 718 745 - Approach EB WB NB SB HCM Control Delay, s 1.1 1.1 11.4 13.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 659 1366 - - 1466 - - 529 HCM Lane V/C Ratio 0.147 0.016 - - 0.025 - - 0.21 HCM Control Delay (s) 11.4 7.7 - - 7.5 - - 13.6 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 0.8 HCM 6th TWSC 7: Jamboree Way & Honor Lane 03/09/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 2 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 162 3 19 73 2 27 Future Vol, veh/h 162 3 19 73 2 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 176 3 21 79 2 29 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 179 0 299 178 Stage 1 - - - - 178 - Stage 2 - - - - 121 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1409 - 697 870 Stage 1 - - - - 858 - Stage 2 - - - - 909 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1409 - 686 870 Mov Cap-2 Maneuver - - - - 686 - Stage 1 - - - - 858 - Stage 2 - - - - 894 - Approach EB WB NB HCM Control Delay, s 0 1.6 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 854 - - 1409 - HCM Lane V/C Ratio 0.037 - - 0.015 - HCM Control Delay (s) 9.4 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 11: N 27th Ave & Catamount St 03/09/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 11.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 92 101 28 120 22 65 181 25 23 215 41 Future Vol, veh/h 22 92 101 28 120 22 65 181 25 23 215 41 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 41 0 0 0 0 14 0 0 0 4 1 0 Mvmt Flow 24 100 110 30 130 24 71 197 27 25 234 45 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 737 673 257 765 682 211 279 0 0 224 0 0 Stage 1 307 307 - 353 353 - - - - - - - Stage 2 430 366 - 412 329 - - - - - - - Critical Hdwy 7.51 6.5 6.2 7.1 6.5 6.34 4.1 - - 4.14 - - Critical Hdwy Stg 1 6.51 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.51 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.869 4 3.3 3.5 4 3.426 2.2 - - 2.236 - - Pot Cap-1 Maneuver 290 379 787 323 375 800 1295 - - 1333 - - Stage 1 627 665 - 668 634 - - - - - - - Stage 2 534 626 - 621 650 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 186 347 787 203 344 800 1295 - - 1333 - - Mov Cap-2 Maneuver 186 347 - 203 344 - - - - - - - Stage 1 587 650 - 626 594 - - - - - - - Stage 2 379 587 - 442 636 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.8 28.8 1.9 0.6 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1295 - - 420 331 1333 - - HCM Lane V/C Ratio 0.055 - - 0.556 0.558 0.019 - - HCM Control Delay (s) 7.9 0 - 23.8 28.8 7.8 0 - HCM Lane LOS A A - C D A A - HCM 95th %tile Q(veh) 0.2 - - 3.3 3.2 0.1 - - HCM 6th TWSC 12: Jamboree Way & Taco Bell 03/09/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 22 71 1 18 3 14 68 10 1 0 Future Vol, veh/h 0 1 22 71 1 18 3 14 68 10 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1 24 77 1 20 3 15 74 11 1 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 92 118 1 94 81 52 1 0 0 89 0 0 Stage 1 23 23 - 58 58 - - - - - - - Stage 2 69 95 - 36 23 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 897 776 1090 894 813 1021 1635 - - 1519 - - Stage 1 1000 880 - 959 851 - - - - - - - Stage 2 946 820 - 985 880 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 873 769 1090 867 806 1021 1635 - - 1519 - - Mov Cap-2 Maneuver 873 769 - 867 806 - - - - - - - Stage 1 998 874 - 957 849 - - - - - - - Stage 2 925 818 - 955 874 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.4 9.5 0.3 6.7 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1635 - - 1071 893 1519 - - HCM Lane V/C Ratio 0.002 - - 0.023 0.11 0.007 - - HCM Control Delay (s) 7.2 0 - 8.4 9.5 7.4 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.4 0 - - HCM 6th TWSC 26: Catamount St & Valley Center Road 03/09/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038)Synchro 11 Report Page 5 Intersection Int Delay, s/veh 8.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 12 182 16 5 3 202 479 35 19 681 34 Future Vol, veh/h 31 12 182 16 5 3 202 479 35 19 681 34 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 70 - - - 300 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 1 0 0 0 2 1 0 0 0 0 Mvmt Flow 34 13 198 17 5 3 220 521 38 21 740 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1504 1800 389 1399 1799 280 777 0 0 559 0 0 Stage 1 801 801 - 980 980 - - - - - - - Stage 2 703 999 - 419 819 - - - - - - - Critical Hdwy 7.5 6.5 6.92 7.5 6.5 6.9 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.31 3.5 4 3.3 2.22 - - 2.2 - - Pot Cap-1 Maneuver 85 81 612 102 81 723 835 - - 1022 - - Stage 1 349 400 - 272 331 - - - - - - - Stage 2 399 324 - 588 392 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 62 58 612 45 58 723 835 - - 1022 - - Mov Cap-2 Maneuver 62 58 - 45 58 - - - - - - - Stage 1 257 392 - 200 244 - - - - - - - Stage 2 286 239 - 377 384 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 42.3 122.8 3.1 0.2 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 835 - - 61 612 54 1022 - - HCM Lane V/C Ratio 0.263 - - 0.766 0.323 0.483 0.02 - - HCM Control Delay (s) 10.8 - - 163.5 13.7 122.8 8.6 - - HCM Lane LOS B - - F B F A - - HCM 95th %tile Q(veh) 1.1 - - 3.4 1.4 1.8 0.1 - - HCS Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Jamboree & Drive-Thru Entrance Agency/Co.Sanderson Stewart Jurisdiction Bozeman/MDT Date Performed 3/8/2023 East/West Street DQ Drive-Thru Entrance Analysis Year 2038 North/South Street Jamboree Way Time Analyzed AM Peak future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Catron Crossing DQ Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration TR LT Volume (veh/h)3 0 0 1 Percent Heavy Vehicles (%)0 Proportion Time Blocked Percent Grade (%) Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 Critical Headway (sec)4.10 Base Follow-Up Headway (sec)2.2 Follow-Up Headway (sec)2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 Capacity, c (veh/h)1632 v/c Ratio 0.00 95% Queue Length, Q₉₅ (veh)0.0 Control Delay (s/veh)7.2 0.0 Level of Service (LOS)A A Approach Delay (s/veh)0.0 Approach LOS A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 2023 Generated: 3/8/2023 3:08:21 PMJamboree_&_drive-thru_AM_2038.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Jamboree & Drive-Thru Entrance Agency/Co.Sanderson Stewart Jurisdiction Bozeman/MDT Date Performed 3/8/2023 East/West Street DQ Drive-Thru Entrance Analysis Year 2038 North/South Street Jamboree Way Time Analyzed PM Peak future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Catron Crossing DQ Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration TR LT Volume (veh/h)20 13 11 11 Percent Heavy Vehicles (%)0 Proportion Time Blocked Percent Grade (%) Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 Critical Headway (sec)4.10 Base Follow-Up Headway (sec)2.2 Follow-Up Headway (sec)2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 Capacity, c (veh/h)1588 v/c Ratio 0.01 95% Queue Length, Q₉₅ (veh)0.0 Control Delay (s/veh)7.3 0.1 Level of Service (LOS)A A Approach Delay (s/veh)3.7 Approach LOS A Copyright © 2023 University of Florida. All Rights Reserved.HCS™TWSC Version 2023 Generated: 3/9/2023 11:42:47 AMJamboree_&_drive-thru_PM_2038.xtw APPENDIX D AUXILIARY TURN LANE, AWSC, & SIGNAL WARRANT WORKSHEETS AM PM AM PM 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 EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane 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 EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane 2038 Catamount Street & East Valley Center Rd 2023 TURN LANE WARRANTS North 27th Avenue & Catamount Street Existing Traffic Volumes (2023) - 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 47 13 114 N 25 0 PM weekday 107 17 106 N 25 0 AM weekday 23 3 117 N 25 0 PM weekday 84 22 109 N 25 0 Existing Traffic Volumes (2023) - 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 203 3 90 N 45 0 PM weekday 354 26 90 N 45 0 AM weekday 285 7 90 N 45 0 PM weekday 285 25 90 N 45 0 27th & Catamount NB Catamount & VC NB Catamount & VC SB 27th & Catamount SB Future Traffic Volumes (2038) - 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 309 17 79 N 25 0 PM weekday 271 25 84 N 25 0 AM weekday 99 9 107 N 25 0 PM weekday 279 41 103 N 25 20 Future Traffic Volumes (2038) - 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 692 4 76 N 45 0 PM weekday 716 35 75 N 45 0 AM weekday 536 9 87 N 45 0 PM weekday 734 34 73 N 45 0 27th & Catamount NB 27th & Catamount SB Catamount & VC NB Catamount & VC SB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2023) Future (2038) Guidelines for Right-Turn Lanes at Unsignalized Intersections on 4-Lane Highways (Figure 28.4B) Existing (2023) Future (2038) Existing Traffic Volumes (2023) - 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 47 6 12.8% 23 N 25 PM weekday 107 18 16.8% 84 N 25 AM weekday 23 3 13.0% 47 N 25 PM weekday 84 12 14.3%107 N 25 27th & Catamount NB 27th & Catamount SB Future Traffic Volumes (2038) - 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 309 94 30.4% 99 N 25 PM weekday 271 65 24.0% 279 N 25 AM weekday 99 8 8.1% 309 N 25 PM weekday 279 23 8.2%271 N 25 27th & Catamount NB 27th & Catamount SB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2023) Future (2038) Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 1 2 1 5 3 6 1:00 1 1 2 2 2 4 2:00 0 1 0 1 1 1 3:00 0 2 4 0 2 4 4:00 1 2 2 1 3 3 5:00 3 1 19 4 4 23 6:00 19 24 59 11 43 70 7:00 32 25 91 31 57 122 8:00 37 46 87 45 83 132 9:00 32 53 48 15 85 63 10:00 35 40 54 37 75 91 11:00 50 42 40 36 92 76 12:00 60 34 38 65 94 103 13:00 78 62 52 41 140 93 14:00 82 61 59 50 143 109 15:00 85 66 67 59 151 126 16:00 92 66 62 74 158 136 17:00 105 79 67 100 184 167 18:00 71 17 52 55 88 107 19:00 34 13 33 56 47 89 20:00 23 4 10 43 27 53 21:00 19 3 8 26 22 34 22:00 9 3 6 20 12 26 23:00 4 3 6 17 7 23 TOTAL 873 650 867 794 1523 1661 B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (1 crash) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed < 40mph): No (0 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?No (12.5 s/veh) D Combination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (1 crash) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?No (0 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?No (12.5 s/veh) Multi-Way Stop Control Warrant Satisfied?No Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Minor Street Total (Both Aproaches) Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case:Future (2027) Hour Begin NB SB EB WB 0:00 4 7 2 9 11 11 1:00 4 4 5 4 8 9 2:00 0 4 0 2 4 2 3:00 0 7 9 0 7 9 4:00 4 7 5 2 11 7 5:00 11 4 44 7 15 51 6:00 72 85 135 19 157 154 7:00 121 88 209 54 209 263 8:00 139 163 200 79 302 279 9:00 121 187 110 26 308 136 10:00 132 141 124 65 273 189 11:00 188 148 92 63 336 155 12:00 226 120 87 114 346 201 13:00 294 219 119 72 513 191 14:00 309 215 135 88 524 223 15:00 320 233 154 103 553 257 16:00 346 233 142 130 579 272 17:00 395 279 154 175 674 329 18:00 267 60 119 96 327 215 19:00 128 46 76 98 174 174 20:00 87 14 23 75 101 98 21:00 72 11 18 46 83 64 22:00 34 11 14 35 45 49 23:00 15 11 14 30 26 44 TOTAL 3289 2297 1990 1392 5586 3382 B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (1 crash) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed<40mph): No (7 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?No (28.8 s/veh) D Combination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (1 crash) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?Yes (9 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?Yes (28.8 s/veh) Multi-Way Stop Control Warrant Satisfied?No Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Minor Street Total (Both Aproaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Multi-Way Stop Application General Information Agency/Company: Date: Project Number: x --* x --* x x x  x x x  x x x x -- -- -- -- x x x x x x x x x x x  -- -- -- -- Yes  No x x x *Eight-Hour Vehicular Volume warrant was not evaluated, as 4 total hours of traffic volume data was collected during the AM and PM peak periods 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 Catamount Street & East Valley Center Rd Future Volumes (2038) TRAFFIC SIGNAL WARRANTS 8. Roadway Network North 27th Avenue & Catamount Street North 27th Avenue & Catamount Street Catamount Street & East Valley Center Rd Existing Volumes (2022) Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 1 2 1 5 3 5 1:00 1 1 2 2 2 2 2:00 0 1 0 1 1 1 3:00 0 2 4 0 2 4 4:00 1 2 2 1 3 2 5:00 3 1 19 4 4 19 6:00 19 24 59 11 43 59 7:00 32 25 91 31 57 91 8:00 37 46 87 45 83 87 9:00 32 53 48 15 85 48 10:00 35 40 54 37 75 54 11:00 50 42 40 36 92 40 12:00 60 34 38 65 94 65 13:00 78 62 52 41 140 52 14:00 82 61 59 50 143 59 15:00 85 66 67 59 151 67 16:00 92 66 62 74 158 74 17:00 105 79 67 100 184 100 18:00 71 17 52 55 88 55 19:00 34 13 33 56 47 56 20:00 23 4 10 43 27 43 21:00 19 3 8 26 22 26 22:00 9 3 6 20 12 20 23:00 4 3 6 17 7 17 TOTAL 873 650 867 794 1523 1046 Condition A - Minimum Vehicular Volume (100% Columns): No (0 hrs) Condition B - Interruption of Continuous Traffic (100% Columns): No (0 hrs) Combination of Conditions A & B (80% Columns): No (0 hrs) No (0 hrs) Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) 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 Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2038) Hour Begin NB SB EB WB 0:00 4 7 2 9 11 9 1:00 4 4 5 3 8 5 2:00 0 4 0 2 4 2 3:00 0 7 9 0 7 9 4:00 4 7 5 2 11 5 5:00 11 4 44 7 15 44 6:00 72 85 135 19 157 135 7:00 121 88 209 54 209 209 8:00 139 163 200 79 302 200 9:00 121 187 110 26 308 110 10:00 132 141 124 65 273 124 11:00 188 148 92 63 336 92 12:00 226 120 87 114 346 114 13:00 294 219 119 72 513 119 14:00 309 215 135 87 524 135 15:00 320 233 154 103 553 154 16:00 346 233 142 129 579 142 17:00 395 279 154 175 674 175 18:00 267 60 119 96 327 119 19:00 128 46 76 98 174 98 20:00 87 14 23 75 101 75 21:00 72 11 18 45 83 45 22:00 34 11 14 35 45 35 23:00 15 11 14 30 26 30 TOTAL 3289 2297 1990 1388 5586 2185 Condition A - Minimum Vehicular Volume (100% Columns): No (2 hrs) Condition B - Interruption of Continuous Traffic (100% Columns): No (0 hrs) Combination of Conditions A & B (80% Columns): No (4 hrs) No (1 hrs) Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) 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 Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 1 2 1 5 3 5 1:00 1 1 2 2 2 2 2:00 0 1 0 1 1 1 3:00 0 2 4 0 2 4 4:00 1 2 2 1 3 2 5:00 3 1 19 4 4 19 6:00 19 24 59 11 43 59 7:00 32 25 91 31 57 91 8:00 37 46 87 45 83 87 9:00 32 53 48 15 85 48 10:00 35 40 54 37 75 54 11:00 50 42 40 36 92 40 12:00 60 34 38 65 94 65 13:00 78 62 52 41 140 52 14:00 82 61 59 50 143 59 15:00 85 66 67 59 151 67 16:00 92 66 62 74 158 74 17:00 105 79 67 100 184 100 18:00 71 17 52 55 88 55 19:00 34 13 33 56 47 56 20:00 23 4 10 43 27 43 21:00 19 3 8 26 22 26 22:00 9 3 6 20 12 20 23:00 4 3 6 17 7 17 TOTAL 873 650 867 794 1523 1046 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2038) Hour Begin NB SB EB WB 0:00 4 7 2 9 11 9 1:00 4 4 5 3 8 5 2:00 0 4 0 2 4 2 3:00 0 7 9 0 7 9 4:00 4 7 5 2 11 5 5:00 11 4 44 7 15 44 6:00 72 85 135 19 157 135 7:00 121 88 209 54 209 209 8:00 139 163 200 79 302 200 9:00 121 187 110 26 308 110 10:00 132 141 124 65 273 124 11:00 188 148 92 63 336 92 12:00 226 120 87 114 346 114 13:00 294 219 119 72 513 119 14:00 309 215 135 87 524 135 15:00 320 233 154 103 553 154 16:00 346 233 142 129 579 142 17:00 395 279 154 175 674 175 18:00 267 60 119 96 327 119 19:00 128 46 76 98 174 98 20:00 87 14 23 75 101 75 21:00 72 11 18 45 83 45 22:00 34 11 14 35 45 35 23:00 15 11 14 30 26 30 TOTAL 3289 2297 1990 1388 5586 2185 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2023) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.37) High minor approach volume > 100 for peak hour?Yes (106) Total entering volume > 800 for peak hour?No (367) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 106 Total Entering Volume (vehs) 367 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.37 Total Volume of Major Approaches (vehs) 191 Total Volume of Major Approaches (vehs) 70 High Minor Approach Volume (vehs) 113 Total Entering Volume (vehs) 233 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.32 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2038) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.42) High minor approach volume > 100 for peak hour?Yes (215) Total entering volume > 800 for peak hour?Yes (935) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No 935 215 550 1.42 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 408 High Minor Approach Volume (vehs) 205 Total Volume of Major Approaches (vehs) 716 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 1.26 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2038) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 11 0 1:00 8 0 2:00 4 0 3:00 7 0 4:00 11 2 5:00 15 1 6:00 157 2 7:00 209 1 8:00 302 7 9:00 308 6 10:00 273 2 11:00 336 6 12:00 346 4 13:00 513 3 14:00 524 7 15:00 553 2 16:00 579 2 17:00 674 2 18:00 327 4 19:00 174 2 For each of any 4 hours of an average day, do the plotted points representing 20:00 101 1 representing the vehicles per hour on the major street and the corresponding 21:00 83 0 pedestrians per hour crossing the major street fall above the curve in 22:00 45 2 Figure 4C-5?No 23:00 26 0 TOTAL 5,586 56 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2023) 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?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2038) 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?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Existing (2023) 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?No 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 Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 25 mph N 27th Ave (1 lane) Catamount St (1 lane) Analysis Year/Case: Future (2038) 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?No 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 Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Existing (2023) 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 0 0 0 0 0 0 7:00 155 261 117 17 416 117 8:00 195 240 90 9 435 90 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 288 256 102 12 544 102 17:00 338 260 126 24 598 126 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 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 976 1017 435 62 1993 435 Condition A - Minimum Vehicular Volume (70% Columns): No (0 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): No (0 hrs) Combination of Conditions A & B (56% Columns): No (2 hrs) No (2 hrs) Warrant 1 Satisfied?N/A Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 420 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 630 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2038) 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 0 0 0 0 0 0 7:00 528 491 171 23 1019 171 8:00 665 451 132 12 1116 132 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 583 659 182 16 1242 182 17:00 684 670 225 32 1354 225 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 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 2460 2271 710 83 4731 710 Condition A - Minimum Vehicular Volume (70% Columns): No (3 hrs) Condition B - Interruption of Continuous Traffic (70% Columns): No (4 hrs) Combination of Conditions A & B (56% Columns): No (4 hrs) No (4 hrs) Warrant 1 Satisfied?N/A Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 420 and Higher Minor Street Total > 140 for 8 hours? Major Street Total > 630 and Higher Minor Street Total > 70 for 8 hours? Major Street Total > 336 and Higher Minor Street Total > 112 for 8 hours? Major Street Total > 504 and Higher Minor Street Total > 56 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Existing (2023) 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 0 0 0 0 0 0 7:00 155 261 117 17 416 117 8:00 195 240 90 9 435 90 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 288 256 102 12 544 102 17:00 338 260 126 24 598 126 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 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 976 1017 435 62 1993 435 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2038) 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 0 0 0 0 0 0 7:00 528 491 171 23 1019 171 8:00 665 451 132 12 1116 132 9:00 0 0 0 0 0 0 10:00 0 0 0 0 0 0 11:00 0 0 0 0 0 0 12:00 0 0 0 0 0 0 13:00 0 0 0 0 0 0 14:00 0 0 0 0 0 0 15:00 0 0 0 0 0 0 16:00 583 659 182 16 1242 182 17:00 684 670 225 32 1354 225 18:00 0 0 0 0 0 0 19:00 0 0 0 0 0 0 20:00 0 0 0 0 0 0 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 2460 2271 710 83 4731 710 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (4 hrs) Warrant 2 Satisfied?Yes Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Existing (2023) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.41) High minor approach volume > 150 for peak hour?No (126) Total entering volume > 800 for peak hour?No (783) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 126 Total Entering Volume (vehs) 783 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.41 Total Volume of Major Approaches (vehs) 639 Total Volume of Major Approaches (vehs) 488 High Minor Approach Volume (vehs) 116 Total Entering Volume (vehs) 621 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.32 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2038) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (2.64) High minor approach volume > 150 for peak hour?Yes (225) Total entering volume > 800 for peak hour?Yes (1699) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?Yes Warrant 3 Satisfied?Yes 1699 225 1450 2.64 4:45 - 5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 1228 High Minor Approach Volume (vehs) 170 Total Volume of Major Approaches (vehs) 1421 AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.59 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2038) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 0 0 1:00 0 0 2:00 0 0 3:00 0 0 4:00 0 0 5:00 0 0 6:00 0 0 7:00 1019 0 8:00 1116 3 9:00 0 0 10:00 0 0 11:00 0 0 12:00 0 0 13:00 0 0 14:00 0 0 15:00 0 0 16:00 1242 2 17:00 1354 2 18:00 0 0 19:00 0 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 0 0 representing the vehicles per hour on the major street and the corresponding 21:00 0 0 pedestrians per hour crossing the major street fall above the curve in 22:00 0 0 Figure 4C-5?No 23:00 0 0 TOTAL 4,731 7 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Existing (2023) 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?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2038) 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?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Existing (2023) 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?No 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 Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: 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 3/7/2023 22403 Catron Crossing DQ City of Bozeman/MDT 45 mph E Valley Center Rd (2 lanes) Catamount St (2 lanes) Analysis Year/Case: Future (2038) 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 Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: APPENDIX E CAPACITY CALCULATIONS – IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 11.8 B 2 14.1 B 2 WB 9.5 A 1 12.0 B 2 NB 12.6 B 3 14.0 B 3 SB 9.4 A 1 14.2 B 3 Intersection 11.5 B --13.7 B -- EB 15.6 B 2 19.4 B 2 WB 10.0 A 1 14.4 B 2 NB 5.6 A 3 6.4 A 4 SB 5.2 A 3 5.3 A 4 Intersection 6.7 A --7.7 A -- Intersection Control All-Way Stop-Controlled North 27th Avenue & Catamount Street Intersection Control Signalized Catamount Street & East Valley Center Road Intersection Approach Future (2038) - Improvements AM Peak PM Peak HCM 6th AWSC 11: N 27th Ave & Catamount St 03/08/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038) improved Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 105 51 7 82 14 94 198 17 8 82 9 Future Vol, veh/h 49 105 51 7 82 14 94 198 17 8 82 9 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 Heavy Vehicles, % 31 0 2 0 0 21 0 1 0 0 1 0 Mvmt Flow 53 114 55 8 89 15 102 215 18 9 89 10 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.8 9.5 12.6 9.4 HCM LOS B A B A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 30% 24% 7% 8% Vol Thru, % 64% 51% 80% 83% Vol Right, % 6% 25% 14% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 309 205 103 99 LT Vol 94 49 7 8 Through Vol 198 105 82 82 RT Vol 17 51 14 9 Lane Flow Rate 336 223 112 108 Geometry Grp 1 1 1 1 Degree of Util (X) 0.474 0.352 0.168 0.159 Departure Headway (Hd) 5.084 5.688 5.401 5.334 Convergence, Y/N Yes Yes Yes Yes Cap 712 633 664 673 Service Time 3.084 3.718 3.435 3.369 HCM Lane V/C Ratio 0.472 0.352 0.169 0.16 HCM Control Delay 12.6 11.8 9.5 9.4 HCM Lane LOS B B A A HCM 95th-tile Q 2.6 1.6 0.6 0.6 Queues 26: Catamount St & Valley Center Road 03/08/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038) improved Synchro 11 Report Page 2 Lane Group EBT EBR WBT NBL NBT SBL SBT Lane Group Flow (vph) 6 178 25 129 622 3 580 v/c Ratio 0.02 0.41 0.08 0.30 0.32 0.01 0.30 Control Delay 11.5 6.0 2.1 8.2 5.7 5.0 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.5 6.0 2.1 8.2 5.7 5.0 5.5 Queue Length 50th (ft) 1 0 0 11 28 0 25 Queue Length 95th (ft) 7 34 5 43 63 3 58 Internal Link Dist (ft) 261 120 727 1406 Turn Bay Length (ft) 70 300 250 Base Capacity (vph) 627 785 634 709 3132 700 3157 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.23 0.04 0.18 0.20 0.00 0.18 Intersection Summary HCM 6th Signalized Intersection Summary 26: Catamount St & Valley Center Road 03/08/2023 AM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038) improved Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 1 164 19 0 4 119 569 4 3 524 9 Future Volume (veh/h) 5 1 164 19 0 4 119 569 4 3 524 9 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 1750 1750 1750 1750 1709 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 5 1 178 21 0 4 129 618 4 3 570 10 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 0 0 0 0 3 2 0 0 1 0 Cap, veh/h 418 61 238 394 19 33 549 1540 10 535 1532 27 Arrive On Green 0.16 0.16 0.16 0.16 0.00 0.16 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 1124 379 1483 969 120 207 827 3334 22 815 3317 58 Grp Volume(v), veh/h 6 0 178 25 0 0 129 303 319 3 283 297 Grp Sat Flow(s),veh/h/ln 1503 0 1483 1297 0 0 827 1637 1719 815 1650 1726 Q Serve(g_s), s 0.0 0.0 3.2 0.0 0.0 0.0 3.3 3.4 3.4 0.1 3.1 3.1 Cycle Q Clear(g_c), s 0.1 0.0 3.2 0.3 0.0 0.0 6.4 3.4 3.4 3.5 3.1 3.1 Prop In Lane 0.83 1.00 0.84 0.16 1.00 0.01 1.00 0.03 Lane Grp Cap(c), veh/h 479 0 238 446 0 0 549 756 794 535 762 797 V/C Ratio(X) 0.01 0.00 0.75 0.06 0.00 0.00 0.24 0.40 0.40 0.01 0.37 0.37 Avail Cap(c_a), veh/h 1039 0 800 923 0 0 1192 2029 2131 1170 2046 2140 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 11.1 9.9 0.0 0.0 7.0 4.9 4.9 6.1 4.9 4.9 Incr Delay (d2), s/veh 0.0 0.0 4.6 0.1 0.0 0.0 0.2 0.3 0.3 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 1.0 0.1 0.0 0.0 0.3 0.3 0.3 0.0 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.8 0.0 15.8 10.0 0.0 0.0 7.2 5.3 5.3 6.1 5.2 5.2 LnGrp LOS A A B A A A A A A A A A Approach Vol, veh/h 184 25 751 583 Approach Delay, s/veh 15.6 10.0 5.6 5.2 Approach LOS B A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 19.4 8.5 19.4 8.5 Change Period (Y+Rc), s 6.5 4.0 6.5 4.0 Max Green Setting (Gmax), s 34.5 15.0 34.5 15.0 Max Q Clear Time (g_c+I1), s 8.4 5.2 5.5 2.3 Green Ext Time (p_c), s 4.4 0.4 3.3 0.0 Intersection Summary HCM 6th Ctrl Delay 6.7 HCM 6th LOS A HCM 6th AWSC 11: N 27th Ave & Catamount St 03/08/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038) improved Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 13.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 92 101 28 120 22 65 181 25 23 215 41 Future Vol, veh/h 22 92 101 28 120 22 65 181 25 23 215 41 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 Heavy Vehicles, % 41 0 0 0 0 14 0 0 0 4 1 0 Mvmt Flow 24 100 110 30 130 24 71 197 27 25 234 45 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 14.1 12 14 14.2 HCM LOS B B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 24% 10% 16% 8% Vol Thru, % 67% 43% 71% 77% Vol Right, % 9% 47% 13% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 271 215 170 279 LT Vol 65 22 28 23 Through Vol 181 92 120 215 RT Vol 25 101 22 41 Lane Flow Rate 295 234 185 303 Geometry Grp 1 1 1 1 Degree of Util (X) 0.471 0.417 0.317 0.484 Departure Headway (Hd) 5.76 6.424 6.181 5.748 Convergence, Y/N Yes Yes Yes Yes Cap 619 556 586 622 Service Time 3.859 4.524 4.181 3.846 HCM Lane V/C Ratio 0.477 0.421 0.316 0.487 HCM Control Delay 14 14.1 12 14.2 HCM Lane LOS B B B B HCM 95th-tile Q 2.5 2 1.4 2.6 Queues 26: Catamount St & Valley Center Road 03/08/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038) improved Synchro 11 Report Page 3 Lane Group EBT EBR WBT NBL NBT SBL SBT Lane Group Flow (vph) 47 198 25 220 559 21 777 v/c Ratio 0.20 0.48 0.11 0.62 0.29 0.05 0.40 Control Delay 20.7 8.6 18.7 15.1 4.8 4.2 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.7 8.6 18.7 15.1 4.8 4.2 5.5 Queue Length 50th (ft) 8 0 4 27 26 2 40 Queue Length 95th (ft) 43 50 26 97 55 8 81 Internal Link Dist (ft) 261 120 727 1406 Turn Bay Length (ft) 70 300 250 Base Capacity (vph) 493 655 502 611 3258 773 3299 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.30 0.05 0.36 0.17 0.03 0.24 Intersection Summary HCM 6th Signalized Intersection Summary 26: Catamount St & Valley Center Road 03/08/2023 PM Peak Catron Crossing DQ 1:56 pm 03/07/2023 Future (2038) improved Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 12 182 16 5 3 202 479 35 19 681 34 Future Volume (veh/h) 31 12 182 16 5 3 202 479 35 19 681 34 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 1723 1736 1750 1750 1750 1750 Adj Flow Rate, veh/h 34 13 198 17 5 3 220 521 38 21 740 37 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 2 1 0 0 0 0 Cap, veh/h 324 99 265 304 80 33 478 1776 129 589 1835 92 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.57 0.57 0.57 0.57 0.57 0.57 Sat Flow, veh/h 980 551 1471 887 447 182 694 3118 227 864 3222 161 Grp Volume(v), veh/h 47 0 198 25 0 0 220 275 284 21 382 395 Grp Sat Flow(s),veh/h/ln 1530 0 1471 1515 0 0 694 1650 1696 864 1663 1721 Q Serve(g_s), s 0.2 0.0 5.3 0.0 0.0 0.0 10.9 3.6 3.6 0.5 5.4 5.4 Cycle Q Clear(g_c), s 1.0 0.0 5.3 0.5 0.0 0.0 16.2 3.6 3.6 4.2 5.4 5.4 Prop In Lane 0.72 1.00 0.68 0.12 1.00 0.13 1.00 0.09 Lane Grp Cap(c), veh/h 423 0 265 417 0 0 478 940 966 589 947 980 V/C Ratio(X) 0.11 0.00 0.75 0.06 0.00 0.00 0.46 0.29 0.29 0.04 0.40 0.40 Avail Cap(c_a), veh/h 692 0 527 682 0 0 1152 2540 2611 1427 2560 2650 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.5 0.0 16.3 14.3 0.0 0.0 9.6 4.7 4.7 5.7 5.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 4.2 0.1 0.0 0.0 0.7 0.2 0.2 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 1.8 0.2 0.0 0.0 1.0 0.5 0.5 0.1 0.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.6 0.0 20.5 14.4 0.0 0.0 10.3 4.8 4.8 5.8 5.3 5.3 LnGrp LOS B A C B A A B A A A A A Approach Vol, veh/h 245 25 779 798 Approach Delay, s/veh 19.4 14.4 6.4 5.3 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.4 11.5 30.4 11.5 Change Period (Y+Rc), s 6.5 4.0 6.5 4.0 Max Green Setting (Gmax), s 64.5 15.0 64.5 15.0 Max Q Clear Time (g_c+I1), s 18.2 7.3 7.4 2.5 Green Ext Time (p_c), s 5.6 0.5 5.1 0.0 Intersection Summary HCM 6th Ctrl Delay 7.7 HCM 6th LOS A