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Home My WebLink About039 Traffic Impact Study JARRETT SUBDIVISION TRAFFIC IMPACT STUDY 22401 Mr. Chris Budeski Madison Engineering, LLC 895 Technology Boulevard, Suite 203 Bozeman, MT 59718 March 2023 Jarrett Subdivision 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.................................................................................................................................. 6 Intersection Capacity ......................................................................................................................... 6 Crash History .................................................................................................................................... 6 TRIP GENERATION ................................................................................................................................ 10 TRIP DISTRIBUTION ............................................................................................................................... 11 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 12 Traffic Volumes................................................................................................................................ 12 Intersection Capacity ....................................................................................................................... 12 Mitigation Alternatives ..................................................................................................................... 15 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 16 Conclusions .................................................................................................................................... 16 Recommendations ........................................................................................................................... 17 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) APPENDIX C – CAPACITY CALCULATIONS – FUTURE (2037) APPENDIX D – AUXILIARY TURN LANE WARRANT WORKSHEETS APPENDIX E – CAPACITY CALCULATIONS – IMPROVEMENTS LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 8 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 9 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................. 11 Jarrett Subdivision 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 (2022) PEAK HOUR TRAFFIC VOLUMES .............................................. 7 FIGURE 5: FUTURE (2037) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 13 FIGURE 6: FUTURE (2037) TRAFFIC PROJECTIONS ................................................................................. 14 Jarrett Subdivision TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed development of Jarrett Subdivision 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 area of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION & DESCRIPTION The Jarrett Subdivision development site is located on the northwest corner of the intersection of Graf Street and South 11th Avenue in Bozeman, Gallatin County, Montana. The site is bordered by South 11th Avenue to the east, Graf Street to the south, and currently undeveloped land to the north and west. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The subdivision development plan proposes construction of 104 single-family lots. Primary access to Jarrett Subdivision is proposed via full-movement connections to Graf Street and South 11th Avenue, as well as a connection to Arnold Street which will be extended west of South 11th Avenue along with this project. Figure 2 on page 3 illustrates the proposed site layout and lot configuration. EXISTING CONDITIONS Streets Figure 3 on page 4 shows the City of Bozeman Transportation Master Plan (TMP) street classifications and speed limits on the study area streets. Additional conditions of existing streets within the study area are described below. All streets in the study area generally have one travel lane in each direction, except for South 19th Avenue which has two southbound lanes beginning 950 feet south of its intersection with Stucky Road and continuing south until one lane becomes a right-turn only lane at the Blackwood Road intersection. There is also a short section with two northbound lanes beginning 500 feet south of Graf Street and ending 1,300 feet north of Graf Street. There are consistently two lanes in each direction beginning 500 feet south of Kagy Boulevard and continuing north. Graf Street has a three-lane section with a center two-way left-turn lane (TWLTL) west of South 19th Avenue. Kagy Boulevard has a center TWLTL between South 7th Avenue and Stadium Drive. South 11th Avenue has a center TWLTL between Kagy Boulevard and West Lincoln Street. There is generally curb and gutter on Kagy Boulevard east of South 11th Avenue, Graf Street west of the roundabout at South 3rd Avenue and east of its other intersection with South 3rd Avenue, on South 11th Avenue, South Willson Avenue, existing sections of Blackwood Road, and South 19th Avenue beginning approximately 300 feet south of Kagy Boulevard and continuing north. There are some additional sections of South 19th Avenue with curb and gutter further south, in the areas that have been partially built out to a four-lane section. Jarrett Subdivision TIS 2 Figure 1: Study Area Jarrett Subdivision TIS 3 Figure 2: Site Layout Jarrett Subdivision TIS 4 Figure 3: Street and Intersection Characteristics Jarrett Subdivision 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 including the presence of turn lanes and signal timing plans are described in the following paragraphs. The South 19th Avenue/Kagy Boulevard intersection has left-turn lanes on all four approaches with right-turn lanes on all but the southbound approach. The signal is coordinated and operates with protected/permissive phasing for northbound and southbound left turns with a westbound right-turn overlap phase. The South 19th Avenue/Stucky Road intersection has a northbound left-turn lane, southbound right-turn lane, and separate eastbound left- and right-turn lanes at the time the existing counts were performed. Stucky Road is currently being constructed east of South 19th Avenue to connect at South 14th Avenue. The signal currently operates with a basic two-phase plan and is coordinated. The South 19th Avenue/Graf Street intersection has left-turn lanes on all four approaches. The signal operates with protected/permissive phasing for northbound and southbound left turns. The Kagy Boulevard/South 11th Avenue intersection has left-turn lanes on all four approaches and the signal was recently updated to operate with protected/permissive phasing for all left turns. The Kagy Boulevard/South Willson Avenue intersection has left-turn lanes on all four approaches with a northbound right-turn lane and eastbound and westbound channelized right-turn lanes. The signal operates with protected/permissive phasing for all left turns with an eastbound right-turn overlap phase. The South 19th Avenue/Goldenstein Lane intersection has a northbound right-turn lane and a southbound left-turn lane, the Blackwood Road/South 19th Avenue intersection has a southbound right-turn lane, and the Wagonwheel Road/Graf Street intersection has a southbound right-turn lane. All three intersections are stop-controlled. All remaining stop- controlled and roundabout intersections in the study area have no additional turn lanes. Bicycle/Pedestrian Facilities There is sidewalk along Graf Street west of the roundabout at South 3rd Avenue with some missing sections, and east of its other intersection with South 3rd Avenue. There is also continuous sidewalk along Kagy Boulevard east of South 11th Avenue. South Willson Avenue, South 11th Avenue, and South 19th Avenue north of Kagy Boulevard all have sidewalk on both sides, and Wagonwheel Road has sidewalk along the west side. South 19th Avenue has some additional sections with sidewalk along one or both sides approximately between Arnold Street and Blackwood Road. Blackwood Road has sidewalk only along the north side. South 11th Avenue, Graf Street west of the roundabout at South 3rd Avenue, and South 19th Avenue north of Kagy Boulevard all have striped bike lanes in both directions, with some additional unconnected bike lanes on South 19th Avenue further south. The Bozeman TMP recommends sidewalk improvements along South 19th Avenue as well as a shared-use path, with bike lanes recommended along the length of Stucky Road, and on Graf Street where currently missing. Shared-use paths are also recommended along Kagy Boulevard, Graf Street, Goldenstein Lane, and South 11th Avenue. Grade-separated pedestrian crossings are recommended at the intersections of Kagy Boulevard with South 7th Avenue, South 11th Avenue, the MSU Stadium, and South Willson Avenue. The visionary street network also shows most streets being Jarrett Subdivision TIS 6 extended where necessary to form a connected grid layout. Any future multi-modal improvements should be constructed to be uniform with the design of adjacent facilities and developments. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected on Tuesday, April 5, 19, and 26, 2022, and Thursday, October 6, 2022. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday peak hour periods were found to occur from 7:45 to 8:45 AM and 4:30 to 5:30 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 (2022) 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 (2022) were performed for the roundabouts using SIDRA, Version 9 and for the remaining study intersection using Synchro, Version 11, are both 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 (2022) intersection capacity calculations showed that all intersections currently operate at LOS C or better during both the AM and PM peak hours except for the South 19th Avenue/Kagy Boulevard intersection, which operates at LOS D on the east and west legs during the AM peak hour. Calculated 95th percentile queues are lengthy on Kagy Boulevard at its intersection with South 11th Avenue. Figure 4 on the following page shows the Existing Conditions (2022) 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. 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. Table 1 on page 8 illustrates the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2022 peak hour traffic counts and published historical AADT volumes from the MDT website. Crash rates for the study area intersections ranged from 0.00 crashes/MVE to 1.05 crashes/MVE at the intersection of South 19th Avenue/Goldenstein Lane. Note that there were no MDT reported crashes that occurred at the intersections of Graf Street/South 11th Avenue, the Graf Street/South 3rd Avenue roundabout, Wagonwheel Road/Graf Street/South 3rd Avenue, or the stop-controlled South 3rd Avenue/Graf Street. Jarrett Subdivision TIS 7 Figure 4: Existing Conditions (2022) Peak Hour Traffic Volumes Jarrett Subdivision TIS 8 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 over 3.5 times higher than the predicted crash rate at the intersection of South 19th Avenue/Goldenstein Lane. The historical crash rate is 1.5 times higher than the predicted crash frequency rate for the Stucky Road/South 19th Avenue intersection. For the remaining study area intersections that were analyzed, the predicted HSM rates were similar to or greater than the historic crash rates. 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 all crashes at a location based on the number of fatal, injury, and property damage only (PDO) crashes. The highest severity indexes were 2.20 and 2.00 at the intersections of Kagy Boulevard/South Willson Avenue and South 19th Avenue/Graf Street, respectively. These rates are elevated because almost half of the crashes resulted in injuries despite low crash numbers and rates. Severity rate calculation results are also summarized in Table 1 above. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 on the following page illustrates the results of that analysis. Rear-end collisions were the most common crash type at several study intersections, with 4 of 9 crashes (44%) being rear-end at the South 19th Avenue/Stucky Road intersection, 1 of 2 crashes (50%) at South 19th Avenue/Graf Street, and 8 of 11 (73%) at Kagy Boulevard/South 11th Avenue. 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) Kagy Blvd/S 19th Ave 23081 14 10 4 0 2.80 0.33 1.57 2.71 0.32 Kagy Blvd/S 11th Ave 20196 11 9 2 0 2.20 0.30 1.36 2.01 0.27 Kagy Blvd/S Willson Ave 22200 5 2 3 0 1.00 0.12 2.20 2.13 0.26 Stucky Rd/S 19th Ave 11504 9 5 4 0 1.80 0.43 1.89 1.18 0.28 Graf St/S 19th Ave 13254 2 1 1 0 0.40 0.08 2.00 1.43 0.30 Graf St/S 11th Ave 7231 0 0 0 0 0.00 0.00 0.00 0.07 0.03 Graf St/S 3rd Ave (Rndabt)2529 0 0 0 0 0.00 0.00 0.00 0.02 0.02 Wagonwheel Rd & Graf St 10756 0 0 0 0 0.00 0.00 0.00 1.65 0.42 S 3rd Ave/Graf St (stop cntl)7013 0 0 0 0 0.00 0.00 0.00 1.32 0.52 Blackwood Rd/S 19th Ave 6289 1 1 0 0 0.20 0.09 1.00 0.32 0.14 S 19th Ave/Goldenstein Ln 5232 10 7 3 0 2.00 1.05 1.60 0.53 0.28 S 3rd Ave/Goldenstein Ln 4633 1 1 0 0 0.20 0.12 1.00 0.25 0.15 1 Daily Entering Volume (DEV) estimated from 2022 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 HSM Predictions4 Intersection Crash Data3Crash Type 2014-2018 DEV1 Reported Crashes2 Jarrett Subdivision TIS 9 Rear-end collisions commonly occur at signalized intersections because the signal control is dynamic, and thereby requires drivers to recognize and react to changing conditions in real time. High speeds approaching signalized intersections allow drivers less response time, which creates an opportunity for an increased chance of rear-end collisions. It is possible that the higher speeds on South 19th Avenue are contributing to the high percentage of rear-end collisions along the corridor. Another potential contributing factor for rear-end collisions at a signalized intersection is a yellow change interval that is too short for the prevailing operating speeds in that corridor. Based on the application of yellow change interval formulas from the Institute of Transportation Engineers (ITE) Traffic Engineering Handbook with assumed 40-mph and 50-mph thru-movement operating speeds, it was calculated that the minimum “design” yellow change intervals for the approaches of Stucky Road and South 19th Avenue should be 3.9 and 4.7 seconds, respectively, at that intersection. The most recent timing plan provided by the City of Bozeman shows a yellow clearance on all approaches of 4.0 seconds; to improve safety the clearance on the north and south approaches (South 19th Avenue) should be increased to 4.7 seconds. If typical operating speeds on the South 19th Avenue approaches are higher than posted, then the 4.7-second yellow clearance may still be inadequate. The yellow change intervals at the Kagy Boulevard/South 11th Avenue intersection are adequate for the posted speed limits. Four (4) of the 8 rear-end crashes (50%) at this intersection involved westbound thru vehicles with clear weather and roadway conditions during the daylight, with 75% of all rear-end crashes occurring on clear and dry roads. More detailed crash data would need to be evaluated to determine the exact cause of crashes. Rear-end collisions at two-way stop-controlled intersections often result from large speed differentials approaching the stop sign. At the intersection of South 19th Avenue/Goldenstein Lane, one crash occurred on the westbound approach, with the lead vehicle intending to make a right turn. The other rear end collision occurred in the southbound direction. More crash data would need to be available to determine the exact cause of these crashes. Right-angle collisions were the most common type at the Kagy Boulevard/South 19th Avenue intersection, with 5 of 15 crashes (33%) occurring due to right-angle collisions. Right-angle collisions typically occur at signalized intersections Table 2: Crash History – Collision Type Right Angle Rear End Head On LT, SD LT, OD RT, OD SS, SD SS, OD Bicycle Roll- over Wild Animal Fixed Object Total Kagy Blvd/S 19th Ave 5 3 1 1 2 1 1 14 Kagy Blvd/S 11th Ave 8 1 1 1 11 Kagy Blvd/S Willson Ave 1 3 1 5 Stucky Rd/S 19th Ave 2 4 2 1 9 Graf St/S 19th Ave 1 1 2 Graf St/S 11th Ave 0 Graf St/S 3rd Ave (Rndabt)0 Wagonwheel Rd & Graf St 0 S 3rd Ave/Graf St (stop cntl)0 Blackwood Rd/S 19th Ave 1 1 S 19th Ave/Goldenstein Ln 2 1 2 1 1 3 10 S 3rd Ave/Goldenstein Ln 1 1 Collision Type Jarrett Subdivision TIS 10 when drivers misjudge the speed or gap of approaching vehicles with permissive left-turns or due to red-light-running. The intersection of Kagy Boulevard/South 19th Avenue has protected/permissive left-turns on the northbound and southbound approaches and permissive only left-turns on the eastbound and westbound approaches. Three (3) of 5 of the right-angle collisions (60%) involved a southbound left-turning vehicle, a movement that currently has very high volumes. All three crashes occurred during daylight and two crashes occurred with dry pavement conditions. Protected- only left turn phasing instead of protected/permissive may help prevent right-angle collisions at this intersection. The intersection of Kagy Boulevard/South Willson Avenue had 3 of 5 crashes (60%) occurring due to left-turn, opposite direction (LT, OD) crashes. The three LT, OD crashes at the Kagy Boulevard/South Willson Avenue intersection all involved eastbound and westbound vehicles. Left-turning crashes often occur at signalized intersections without protected left-turn phasing. The signal operates with protected/permissive phasing for left turn movements on all approaches, but it is possible that changing the timing to protected-only left turn movements on the eastbound and westbound approaches could decrease LT, OD crashes; however, this may worsen capacity. More crash information would need to be provided to determine exact causes and potential safety countermeasures. The intersection of South 19th Avenue/Goldenstein Lane had 2 left turn, opposite direction crashes, with southbound left-turning vehicles being struck by northbound thru vehicles. A third crash, coded as head on, involved a southbound vehicle colliding with a westbound vehicle at the stop sign. Drivers may have a difficult time determining gaps and speeds of northbound traffic. It is possible that the southbound left-turn and northbound right-turn lanes installed in the summer of 2016 may have improved safety and provided a crash reduction, as only one crash was reported after the end of 2016. The intersection of South 19th Avenue/Goldenstein Lane also had 3 fixed object collisions. Two crashes involved northbound vehicles hitting a fence; one occurred with snowy conditions, the other crash involved dry pavement and clear weather conditions. The third fixed object crash involved a westbound vehicle colliding with a traffic sign. More information would need to be provided, but this could be due to higher speeds on South 19th Avenue. No other crash trends were noted at the remaining intersections with recorded crashes. It is important to note that all previous evaluations are speculative, and more detailed information about individual crashes would be needed to determine exact causes for 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, Single-Family Detached Housing (Land Use Code 210) was used to estimate trip generation for Jarrett Subdivision. Table 3 on page 11 illustrates the results of the trip generation calculations for the site. The 104 homes in Jarrett Subdivision are projected to generate 981 gross average weekday trips, with 73 trips (18 entering/55 exiting) generated during the AM peak hour and 98 trips (62 entering/36 exiting) generated during the PM peak hour. 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 Jarrett Subdivision TIS 11 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 therefore not calculated for this site. 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 also not calculated for this site. A portion of the trips generated by Jarrett Subdivision could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. There is sidewalk along Graf Street and South 11th Avenue with connections to a nearby trail system. However, alternate mode trips were conservatively assumed to be negligible for the purposes of this study. 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 and the assumption that Fowler Lane would be extended between West Garfield Street and Stucky Road in the Future (2037) scenario. Figure 5 on page 13 presents the calculated trip distribution scheme for Jarrett Subdivision. 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 Jarrett Subdivision were assigned to the study area street network for the purposes of projecting future traffic volumes for analysis. All volumes were assigned to site access intersections on Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Single-Family Housing (Detached)1 104 Dwelling Units 981 491 490 73 18 55 98 62 36 981 491 490 73 18 55 98 62 36 (1)Single-Family Detached Housing - Land Use 210*Units = Dwelling Units Average Weekday:Average Rate = 9.43 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.70 (25% entering/75% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.94 (63% entering/37% exiting) *Trip Generation, 11th Edition , Institute of Transportation Engineers, 2021 Independent Variable PM Peak HourAM Peak HourAverage Weekday Jarrett Subdivision Gross Trips Land Use Jarrett Subdivision TIS 12 Graf Street, South 11th Avenue, and Arnold Street. Figure 5 does not show site trips and intersection capacity at the Arnold Street access because, until Arnold Street is extended further west, there will not be any conflicting volumes at that approach. The results of the traffic assignment exercise at all other intersections for the Future (2037) scenario are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes It is expected that Jarrett Subdivision will be constructed within the next few years but for the purposes of this analysis, a 15-year Future (2037) 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 an average background growth rate of 3% was calculated based on historical MDT count data and projected future area developments and was utilized to model ambient growth in the study area. Additional growth was calculated by adding trips shown in traffic studies from the nearby Aaker, Annex of Bozeman, University Crossing, and Blackwood Groves developments, which are anticipated to be completed concurrently with Jarrett Subdivision. Blackwood Road is anticipated to extend to the east of the South 19th Avenue intersection upon construction of the Blackwood Groves development and that leg was assumed to be constructed for the Future (2037) analysis scenario. Fowler Lane is anticipated to be connected between West Garfield Street and Stucky Road in the Future (2037) scenario. To account for this new connection, 20% of thru traffic on South 19th Avenue was shifted to Fowler Lane based on estimations of future roadway capacity and utilization on the new segment of Fowler Lane. A new Fowler Lane connection would also likely impact turning volumes to and from South 19th Avenue depending on which streets are extended to the west to intersect with Fowler Lane; however, turning movements were not adjusted for the purposes of this analysis. At such time that Arnold Street is extended west to South 19th Avenue it will also likely impact traffic volumes on Kagy Boulevard and Graf Street. Future (2037) traffic projections were then calculated by combining existing traffic volumes with anticipated background growth, other area development trips, and site-generated traffic assignments. Figure 6 on page 14 shows the Future (2037) peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Future (2037) 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 (2037) LOS results at each intersection. Jarrett Subdivision TIS 13 Figure 5: Future (2037) Trip Distribution & Traffic Assignment Summary Jarrett Subdivision TIS 14 Figure 6: Future (2037) Traffic Projections Jarrett Subdivision TIS 15 The results of the Future (2037) intersection capacity calculations show that delay and 95th percentile queuing are projected to become extreme at the Kagy Boulevard/South 11th Avenue intersection, particularly on the east and west approaches. The Kagy Boulevard/South Willson Avenue intersection is projected to worsen to LOS D and E on multiple approaches with extremely lengthy queues on most approaches during both peak hours. Due to the shifting of thru traffic on South 19th Avenue to account for the anticipated Fowler Lane connection, the South 19th Avenue/Kagy Boulevard intersection is projected to operate at LOS D only on the eastbound approach, and only slightly above the LOS C cutoff value. However, projected queuing is still lengthy on most 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 (2037) traffic scenario are included in Appendix C. 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 sections provide details on that analysis. 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 (2022) and Future (2037) analysis scenarios. It was found that a southbound left-turn lane is projected to be warranted at the Blackwood Road/South 19th Avenue intersection upon construction of the Blackwood Groves development. An eastbound left-turn lane is projected to be warranted at the Goldenstein Lane/South 3rd Avenue intersection in the Future (2037) scenario. A northbound right- turn lane and southbound left-turn lane may also be warranted at the stop-controlled South 3rd Avenue/Graf Street intersection in the Future (2037) scenario; however, the turn warrants are primarily meant for application on higher speed highway-type facilities, so these lanes may not be necessary at this intersection. Additionally, geometric and right- of-way constraints would likely prevent installation of the warranted lanes. Auxiliary turn lane warrant worksheets for the Existing Conditions (2022) and Future (2037) scenarios can be found in Appendix D. Improved Intersection Capacity South 19th Avenue/Kagy Boulevard: In the Future (2037) scenario, dual southbound left-turn, and dual westbound right-turn lanes may become necessary due to extremely large volumes projected to perform those movements. Other associated changes would include two receiving lanes on the east leg and retiming the signal to provide a protected-only phase for southbound left turns. Minor timing changes and the addition of an eastbound right-turn overlap phase were evaluated, and it was also found that removing the pedestrian phases crossing South 19th Avenue resulted in improved delay metrics. Moving the pedestrian crossings underground would provide a safety benefit and allow the signal to operate without associated pedestrian delay and minimum crossing times, especially as residential developments continue to be built to the west. Updating the coordination offset was also shown to improve delay along South 19th Avenue. With the above improvements implemented, the intersection is projected to operate at LOS D on the eastbound and southbound approaches during both peak hours in the Future (2037) scenario, with some delay values close to the LOS C cutoff value. Jarrett Subdivision TIS 16 Kagy Boulevard/South 11th Avenue: In the Future (2037) scenario it was found that an additional thru lane on Kagy Boulevard in both directions would be necessary to improve signalized operations to LOS C or better, although projected queuing is still quite high with this configuration. Alternately, a multi-lane roundabout was found to provide lower delay values and shorter queues. The roundabout would require two lanes in each direction on Kagy Boulevard as well as separate northbound and southbound left-turn lanes and a northbound right-turn slip lane. With this configuration, the roundabout would operate at LOS C or better on all but the southbound approach, which would operate at LOS D in the PM peak hour with a delay value very close to the LOS C cutoff. Kagy Boulevard/South Willson Avenue: In the Future (2037) scenario it was found that adding a northbound right- turn overlap phase, a dedicated southbound right-turn lane with overlap phasing, and minor timing changes would improve operations to LOS C or better, albeit with very long 95th percentile queues on most approaches during both peak hours. Other Intersections: The warranted turn lanes at the South 3rd Avenue/Graf Street, Blackwood Road/South 19th Avenue, and Goldenstein Lane/South 3rd Avenue intersections are projected to have a minimal impact on capacity metrics, and all three intersections are projected to operate at LOS C or better without the warranted lanes. The ongoing MDT “Kagy Boulevard – South 19th to Willson” project has proposed reconstruction of Kagy Boulevard to a four-lane standard with multi-lane roundabouts installed at its intersections with South 11th Avenue, South 7th Avenue, and South Willson Avenue. However, the project is still in the design stage and the proposed street sections may change. The results of the improved capacity calculations for the Future (2037) scenario are shown in detailed capacity summary tables which can be found in Appendix E, along with the calculation worksheets. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that Jarrett Subdivision will generate a minimal volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 981 new trips would be generated upon full buildout of the site. The Existing Conditions (2022) capacity analysis showed that the east and west approaches currently operate at LOS D during the AM peak hour at the South 19th Avenue/Kagy Boulevard intersection. All other intersections operate at LOS C or better, although there are lengthy queues on Kagy Boulevard at South 11th Avenue. A crash analysis was performed and the intersection of South 19th Avenue/Goldenstein Lane had over 3.5 times more historical crashes than would be predicted, but turn lanes constructed during summer 2016 may have since provided a crash reduction because only one crash was reported after the end of 2016. There was also a trend of rear end collisions at several of the study area intersections. Projected capacity results in the Future (2037) scenario show somewhat improved delay at the South 19th Avenue/Kagy Boulevard intersection due to the projected shift of some volumes to Fowler Lane. The Kagy Boulevard/South 11th Avenue intersection is projected to operate at LOS F overall and on multiple approaches during both peak hours, and the Kagy Boulevard/South Willson Avenue intersection is projected to operate at LOS D and E on multiple approaches. Jarrett Subdivision TIS 17 Extreme queuing is projected on Kagy Boulevard at both intersections. All site access intersections are projected to operate at LOS C or better. Auxiliary turn lane warrants were evaluated based on the application of MDT Traffic Engineering Manual criteria. A southbound left-turn lane was found to be warranted at the Blackwood Road/South 19th Avenue intersection and an eastbound left-turn lane was found to be warranted at the Goldenstein Lane/South 3rd Avenue intersection. Turn lane warrants were also met at the South 3rd Avenue/Graf Street intersection, but those are unlikely to be installed due to the warrants being primarily intended for application on higher speed facilities and right-of-way constraints. A mitigations analysis found that substantial improvements will likely be required at all three intersections along Kagy Boulevard in the Future (2037) scenario, including additional thru and turning lanes on multiple approaches. At the South 19th Avenue/Kagy Boulevard intersection coordination offsets should be reevaluated along the full north/south corridor as volumes increase and traffic patterns change upon completion of the anticipated Fowler Lane connection. Signalized operations at the Kagy Boulevard/South 11th Avenue intersection were improved to LOS C when assuming an additional thru lane on Kagy Boulevard in both directions, and only one approach would operate at LOS D just above the LOS C cutoff when evaluating roundabout operations. The Kagy Boulevard/South Willson Avenue intersection was improved to LOS C when optimizing the signal timing and phasing plan and adding a dedicated southbound right-turn lane. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: Jarrett Subdivision Improvements · Stop signs (R1-1) should be installed for all private site access approaches on public streets. · Any network and bicycle/pedestrian improvements should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017) and aligned with the design of adjacent facilities and developments. If the buildout of any of these improvements is deemed necessary by the City prior to CIP funding, contribution percentages should be calculated based on proportional shares of impacting area developments. MDT Improvements · The South 19th Avenue corridor signal timing and coordination plan should be reviewed to ensure that it is operating at maximum capacity and efficiency, particularly if/when the Fowler Lane connection is completed. · The following improvements should be considered at the South 19th Avenue/Kagy Boulevard intersection: o Protected-only left-turn phasing on all approaches may help prevent right-angle collisions at this intersection. Jarrett Subdivision TIS 18 o Dual southbound left-turn lanes should be considered due to high existing and projected turning volumes. This improvement would require protected-only signal phasing and two receiving lanes on Kagy Boulevard east of South 19th Avenue. o Eastbound right-turn overlap phasing should be added to improve capacity. o Installation of dual westbound right-turn lanes should be considered due to high existing and projected turning volumes; however, the eventual extension of Kagy Boulevard and construction of the Fowler Lane connection to the west may impact existing traffic patterns. o Providing grade-separated pedestrian crossings, particularly across South 19th Avenue, should be considered due to high speeds on South 19th Avenue, the number of lanes being crossed, and an anticipated increase in pedestrian traffic from new residential construction to the west. This improvement may improve safety and capacity at the intersection by separating vehicle and pedestrian traffic and allowing both groups to move without conflict. · Consideration should be given to implementing a coordinated signal timing plan along the Kagy Boulevard corridor if signalized operations are chosen to be maintained through the course of the MDT Kagy Boulevard design project. A coordination plan may improve operations and reduce queuing in the corridor. · Minor signal timing improvements may be necessary to maintain operations and reduce queuing at the Kagy Boulevard/South 11th Avenue intersection in the short term, and further improvements should be considered in the Future (2037) timeframe including construction of an additional east/west thru lane in each direction. This improvement is projected to be necessary whether the intersection remains signalized or controlled by a roundabout. If a roundabout is installed, northbound and southbound left-turn lanes and a northbound right-turn slip lane were found to be necessary to maintain acceptable LOS at the intersection. · At the Kagy Boulevard/South Willson Avenue intersection, consideration should be given to adding a northbound right-turn overlap phase as well as installation of a dedicated southbound right-turn lane with overlap phasing. Other minor signal timing changes may further improve capacity. · The warranted southbound left-turn lane at the Blackwood Road/South 19th Avenue intersection should be considered for installation concurrent with construction and occupancy of the Blackwood Groves development. City of Bozeman Improvements · The yellow clearance at the intersection of Stucky Road/South 19th Avenue should be increased on the northbound and southbound approaches from 4.0 seconds to 4.7 seconds. If operating speeds are higher than the 50-mph posted speed limit the clearance may need to be increased further. · The warranted eastbound left-turn lane at the Goldenstein Lane/South 3rd Avenue intersection should be considered for installation. · The warranted turn lanes at the South 3rd Avenue/Graf Street intersection are not recommended to be installed due to right-of-way and other constraints. However, operations at this intersection should be Jarrett Subdivision TIS 19 monitored as volumes increase in the area, as separate westbound left-turn and right-turn lanes may help alleviate any future operational deficiencies. 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 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0 0.88 0.88 0.88 0.88 0 7:45 AM 9 75 132 0 216 71 152 14 0 237 1 4 6 0 11 73 5 31 0 109 573 8:00 AM 9 84 82 0 175 47 160 1 0 208 1 3 5 0 9 72 3 25 0 100 492 8:15 AM 7 81 80 0 168 55 127 8 0 190 1 0 9 0 10 71 4 29 1 105 473 8:30 AM 9 66 80 0 155 53 116 5 0 174 3 2 7 0 12 69 6 32 0 107 448 Grand Total 34 306 374 0 714 226 555 28 0 809 6 9 27 0 42 285 18 117 1 421 1986 Medium Truck % 0.0 0.7 0.3 0.0 0.4 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.5 Heavy Truck % 2.9 2.9 0.8 0.0 1.8 0.4 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 1.4 0.0 3.4 0.0 1.9 Total Truck % 2.9 3.6 1.1 0.0 2.2 0.4 1.1 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 2.1 0.0 3.4 0.0 2.4 Total % 1.7 15.4 18.8 0.0 36.0 11.4 27.9 1.4 0.0 40.7 0.3 0.5 1.4 0.0 2.1 14.4 0.9 5.9 0.1 21.2 100.0 PHF 0.82 0.82 0.82 0.85 0.85 0.85 0.95 0.95 0.95 0.97 0.97 0.97 0.86 RT TH LT U 34 306 374 0 285RT18TH117LT1UU0LT27TH9RT60 28 555 226 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound South 19th Avenue Northbound Kagy Boulevard Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Kagy BoulevardCounted By:Kagy BoulevardKagy Boulevard42Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS South 19th Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments South 19th Avenue 714 In Out 867 South 19th Avenue 809 InOut 429In80 In421Out610Total Entering 1986Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0 0.89 0.89 0.89 0.89 0 4:30 PM 2 105 93 0 200 32 72 3 0 107 5 7 19 0 31 115 4 55 0 174 512 4:45 PM 1 102 90 0 193 35 83 2 0 120 7 7 10 0 24 115 0 35 0 150 487 5:00 PM 1 121 91 0 213 47 105 4 1 157 5 7 31 0 43 116 3 43 0 162 575 5:15 PM 3 106 92 0 201 42 87 2 0 131 2 6 12 0 20 136 2 50 0 188 540 Grand Total 7 434 366 0 807 156 347 11 1 515 19 27 72 0 118 482 9 183 0 674 2114 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.6 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 Heavy Truck % 0.0 0.2 0.3 0.0 0.2 1.9 0.9 0.0 0.0 1.2 5.3 0.0 1.4 0.0 1.7 0.4 0.0 0.5 0.0 0.4 Total Truck % 0.0 0.2 0.3 0.0 0.2 1.9 1.4 0.0 0.0 1.6 5.3 0.0 1.4 0.0 1.7 0.4 0.0 0.5 0.0 0.4 Total % 0.3 20.5 17.3 0.0 38.2 7.4 16.4 0.5 0.0 24.4 0.9 1.3 3.4 0.0 5.6 22.8 0.4 8.7 0.0 31.9 100.0 PHF 0.95 0.95 0.95 0.82 0.82 0.82 0.69 0.69 0.69 1.00 1.00 1.00 0.92 RT TH LT U 7 434 366 0 482RT9TH183LT0UU0LT72TH27RT191 11 347 156 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Kagy Boulevard North/South Street: South 19th Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street:Kagy BoulevardOut27Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In118549OutSouth 19th Avenue In Out 807 901 South 19th Avenue 674InKagy BoulevardTotal Entering 2114 637 515 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 4 18 11 0 33 28 53 14 0 95 18 160 14 0 192 18 91 4 0 113 433 8:00 AM 7 25 18 0 50 16 67 23 0 106 18 95 8 0 121 17 80 3 0 100 377 8:15 AM 11 22 10 0 43 12 65 20 0 97 11 94 9 0 114 19 79 4 0 102 356 8:30 AM 4 15 18 0 37 18 26 19 0 63 11 102 11 0 124 17 82 4 0 103 327 Grand Total 26 80 57 0 163 74 211 76 0 361 58 451 42 0 551 71 332 15 0 418 1493 Medium Truck % 0.0 2.5 0.0 0.0 1.2 1.4 1.4 1.3 0.0 1.4 0.0 0.2 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.2 Heavy Truck % 0.0 7.5 1.8 0.0 4.3 0.0 0.9 0.0 0.0 0.6 1.7 0.7 0.0 0.0 0.7 2.8 1.8 0.0 0.0 1.9 Total Truck % 0.0 10.0 1.8 0.0 5.5 1.4 2.4 1.3 0.0 1.9 1.7 0.9 0.0 0.0 0.9 2.8 2.1 0.0 0.0 2.2 Total % 1.7 5.4 3.8 0.0 10.9 5.0 14.1 5.1 0.0 24.2 3.9 30.2 2.8 0.0 36.9 4.8 22.2 1.0 0.0 28.0 100.0 PHF 1.00 1.00 1.00 0.95 0.95 0.95 0.72 0.72 0.72 0.93 0.93 0.93 0.86 RT TH LT U 26 80 57 0 71RT332TH15LT0UU0LT42TH451RT580 76 211 74 U LT TH RTIn434 In418Out582Total Entering 1493Out South 11th Avenue 361 InOut 153 South 11th Avenue 163 In Out 324 Kagy BoulevardKagy Boulevard551Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS South 11th Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 11th Avenue & Kagy BlvdCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound South 11th Avenue Northbound Kagy Boulevard Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 4:30 PM 13 46 33 0 92 15 48 34 0 97 19 97 12 0 128 21 126 9 0 156 473 4:45 PM 19 51 40 0 110 23 36 24 0 83 19 105 12 0 136 21 91 9 0 121 450 5:00 PM 16 46 25 0 87 8 43 36 0 87 17 115 23 0 155 32 95 14 0 141 470 5:15 PM 13 39 40 0 92 15 35 26 0 76 16 112 11 0 139 36 121 12 0 169 476 Grand Total 61 182 138 0 381 61 162 120 0 343 71 429 58 0 558 110 433 44 0 587 1869 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 1.4 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.7 0.0 0.5 0.0 0.0 0.3 Total Truck % 0.0 0.0 1.4 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.7 0.0 0.5 0.0 0.0 0.3 Total % 3.3 9.7 7.4 0.0 20.4 3.3 8.7 6.4 0.0 18.4 3.8 23.0 3.1 0.0 29.9 5.9 23.2 2.4 0.0 31.4 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 0.98 RT TH LT U 61 182 138 0 110RT433TH44LT0UU0LT58TH429RT710 120 162 61 U LT TH RT South 11th Avenue 587InKagy BoulevardTotal Entering 1869 297 343 Out In South 11th Avenue In Out 381 330 Kagy BoulevardOut614Vehicle Volumes and Adjustments South 11th Avenue South 11th Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In558628OutNorth/South Street: South 11th Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 11th Avenue & Kagy Blvd NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 7 27 20 0 54 26 58 23 0 107 7 64 15 0 86 32 86 32 0 150 397 8:00 AM 17 32 8 0 57 39 74 20 0 133 9 67 15 0 91 52 74 40 0 166 447 8:15 AM 18 19 16 0 53 43 69 17 0 129 9 66 13 0 88 26 74 12 0 112 382 8:30 AM 14 14 19 0 47 24 49 18 0 91 7 69 22 0 98 18 75 11 0 104 340 Grand Total 56 92 63 0 211 132 250 78 0 460 32 266 65 0 363 128 309 95 0 532 1566 Medium Truck % 0.0 1.1 0.0 0.0 0.5 0.8 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 1.8 0.0 3.2 0.0 1.4 0.8 0.4 0.0 0.0 0.4 0.0 0.8 1.5 0.0 0.8 0.0 1.9 1.1 0.0 1.3 Total Truck % 1.8 1.1 3.2 0.0 1.9 1.5 0.4 0.0 0.0 0.7 0.0 0.8 1.5 0.0 0.8 0.0 1.9 1.1 0.0 1.3 Total % 3.6 5.9 4.0 0.0 13.5 8.4 16.0 5.0 0.0 29.4 2.0 17.0 4.2 0.0 23.2 8.2 19.7 6.1 0.0 34.0 100.0 PHF 0.94 0.94 0.94 0.86 0.86 0.86 1.00 1.00 1.00 0.80 0.80 0.80 0.88 RT TH LT U 56 92 63 0 128RT309TH95LT0UU0LT65TH266RT320 78 250 132 U LT TH RTIn443 In532Out461Total Entering 1566Out South Willson Avenue 460 InOut 219 South Willson Avenue 211 In Out 443 Kagy BoulevardKagy Boulevard363Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS South Willson Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South Willson Avenue & Kagy BlvdCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South Willson Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound South Willson Avenue Northbound Kagy Boulevard Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 4:30 PM 12 29 25 0 66 15 31 14 0 60 12 87 26 0 125 28 78 25 0 131 382 4:45 PM 11 40 22 0 73 16 49 20 0 85 16 85 35 0 136 27 61 15 0 103 397 5:00 PM 17 42 31 0 90 19 38 10 0 67 14 102 42 0 158 28 79 28 0 135 450 5:15 PM 20 47 39 0 106 20 39 26 0 85 15 110 21 0 146 33 71 30 0 134 471 Grand Total 60 158 117 0 335 70 157 70 0 297 57 384 124 0 565 116 289 98 0 503 1700 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 0.6 0.0 0.0 0.3 0.0 0.6 0.0 0.0 0.3 0.0 0.8 0.0 0.0 0.5 0.0 0.7 0.0 0.0 0.4 Total Truck % 0.0 0.6 0.0 0.0 0.3 0.0 0.6 0.0 0.0 0.3 0.0 0.8 0.0 0.0 0.5 0.0 0.7 0.0 0.0 0.4 Total % 3.5 9.3 6.9 0.0 19.7 4.1 9.2 4.1 0.0 17.5 3.4 22.6 7.3 0.0 33.2 6.8 17.0 5.8 0.0 29.6 100.0 PHF 0.79 0.79 0.79 0.88 0.88 0.88 0.96 0.96 0.96 0.94 0.94 0.94 0.90 RT TH LT U 60 158 117 0 116RT289TH98LT0UU0LT124TH384RT570 70 157 70 U LT TH RT South Willson Avenue 503InKagy BoulevardTotal Entering 1700 313 297 Out In South Willson Avenue In Out 335 397 Kagy BoulevardOut419Vehicle Volumes and Adjustments South Willson Avenue South Willson Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In565571OutNorth/South Street: South Willson Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South Willson Avenue & Kagy Blvd NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 7:45 AM 48 66 0 0 114 0 132 28 0 160 21 0 105 0 126 0 0 0 0 0 400 8:00 AM 48 76 0 0 124 0 159 42 0 201 32 0 71 0 103 0 0 0 0 0 428 8:15 AM 56 62 0 0 118 0 132 33 0 165 12 0 64 0 76 0 0 0 0 0 359 8:30 AM 32 54 0 0 86 0 72 15 0 87 19 0 62 0 81 0 0 0 0 0 254 Grand Total 184 258 0 0 442 0 495 118 0 613 84 0 302 0 386 0 0 0 0 0 1441 Medium Truck % 0.0 2.3 0.0 0.0 1.4 0.0 1.4 0.0 0.0 1.1 0.0 0.0 0.3 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.5 1.6 0.0 0.0 1.1 0.0 0.8 0.8 0.0 0.8 1.2 0.0 0.3 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.5 3.9 0.0 0.0 2.5 0.0 2.2 0.8 0.0 2.0 1.2 0.0 0.7 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Total % 12.8 17.9 0.0 0.0 30.7 0.0 34.4 8.2 0.0 42.5 5.8 0.0 21.0 0.0 26.8 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.89 0.89 0.89 0.76 0.76 0.76 0.94 0.94 0.94 1.00 1.00 1.00 0.84 RT TH U 184 258 0 U0LT302RT840 118 495 U LT TH Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound South 19th Avenue Northbound Stucky Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Stucky RoadCounted By:Stucky Road386Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS South 19th Avenue Stucky Road Stucky Road Vehicle Volumes and Adjustments South 19th Avenue 442 In Out 797 South 19th Avenue 613 InOut 342In302 Total Entering 1441Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 4:30 PM 83 93 0 0 176 0 68 19 0 87 19 0 60 0 79 0 0 0 0 0 342 4:45 PM 66 99 0 0 165 0 82 19 0 101 19 0 67 0 86 0 0 0 0 0 352 5:00 PM 73 107 0 0 180 0 63 18 0 81 19 0 63 0 82 0 0 0 0 0 343 5:15 PM 83 114 0 0 197 0 95 20 0 115 12 0 70 0 82 0 0 0 0 0 394 Grand Total 305 413 0 0 718 0 308 76 0 384 69 0 260 0 329 0 0 0 0 0 1431 Medium Truck % 0.3 0.7 0.0 0.0 0.6 0.0 1.6 0.0 0.0 1.3 0.0 0.0 1.5 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.3 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.7 0.7 0.0 0.0 0.7 0.0 1.6 0.0 0.0 1.3 0.0 0.0 1.5 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Total % 21.3 28.9 0.0 0.0 50.2 0.0 21.5 5.3 0.0 26.8 4.8 0.0 18.2 0.0 23.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.91 0.91 0.91 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 0.91 RT TH U 305 413 0 U0LT260RT690 76 308 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Stucky Road North/South Street: South 19th Avenue Stucky Road Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street:Stucky RoadOut381Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Stucky Road Stucky Road Southbound Northbound Eastbound Westbound In329South 19th Avenue In Out 718 568 South 19th Avenue Total Entering 1431 482 384 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 3 37 47 0 87 19 97 1 0 117 2 11 17 0 30 52 3 3 0 58 292 8:00 AM 5 39 59 0 103 19 116 4 0 139 1 20 17 0 38 87 7 4 0 98 378 8:15 AM 6 41 20 0 67 5 75 0 0 80 0 13 9 0 22 70 8 7 0 85 254 8:30 AM 9 36 24 0 69 8 58 4 0 70 1 6 17 0 24 27 5 3 0 35 198 Grand Total 23 153 150 0 326 51 346 9 0 406 4 50 60 0 114 236 23 17 0 276 1122 Medium Truck % 4.3 2.6 0.7 0.0 1.8 0.0 0.6 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 0.0 1.8 Heavy Truck % 17.4 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 0.0 3.5 0.0 0.0 0.0 0.0 0.0 Total Truck % 21.7 2.6 0.7 0.0 3.1 0.0 0.6 0.0 0.0 0.5 0.0 0.0 6.7 0.0 3.5 2.1 0.0 0.0 0.0 1.8 Total % 2.0 13.6 13.4 0.0 29.1 4.5 30.8 0.8 0.0 36.2 0.4 4.5 5.3 0.0 10.2 21.0 2.0 1.5 0.0 24.6 100.0 PHF 0.79 0.79 0.79 0.73 0.73 0.73 0.75 0.75 0.75 0.70 0.70 0.70 0.74 RT TH LT U 23 153 150 0 236RT23TH17LT0UU0LT60TH50RT40 9 346 51 U LT TH RTIn55 In276Out251Total Entering 1122Out South 19th Avenue 406 InOut 174 South 19th Avenue 326 In Out 642 Graf StreetGraf Street114Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS South 19th Avenue Graf Street Graf Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Graf StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound South 19th Avenue Northbound Graf Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 11 70 36 0 117 2 51 1 0 54 2 4 13 0 19 29 9 13 0 51 241 4:45 PM 17 61 36 0 114 4 67 1 0 72 2 5 13 0 20 30 7 4 0 41 247 5:00 PM 14 70 44 0 128 3 42 2 0 47 3 11 15 0 29 25 11 21 0 57 261 5:15 PM 25 75 25 0 125 5 65 2 0 72 3 6 14 0 23 39 21 13 0 73 293 Grand Total 67 276 141 0 484 14 225 6 0 245 10 26 55 0 91 123 48 51 0 222 1042 Medium Truck % 0.0 1.1 0.0 0.0 0.6 0.0 0.9 0.0 0.0 0.8 0.0 0.0 1.8 0.0 1.1 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 1.8 0.0 1.1 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.1 0.0 0.0 0.6 0.0 0.9 0.0 0.0 0.8 0.0 0.0 3.6 0.0 2.2 0.0 0.0 0.0 0.0 0.0 Total % 6.4 26.5 13.5 0.0 46.4 1.3 21.6 0.6 0.0 23.5 1.0 2.5 5.3 0.0 8.7 11.8 4.6 4.9 0.0 21.3 100.0 PHF 0.97 0.97 0.97 0.84 0.84 0.84 0.99 0.99 0.99 0.76 0.76 0.76 0.89 RT TH LT U 67 276 141 0 123RT48TH51LT0UU0LT55TH26RT100 6 225 14 U LT TH RT South 19th Avenue 222InGraf StreetTotal Entering 1042 337 245 Out In South 19th Avenue In Out 484 403 Graf StreetOut121Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Graf Street Graf Street Southbound Northbound Eastbound Westbound In91181OutNorth/South Street: South 19th Avenue Graf Street Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Graf Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 3 1 5 0 9 4 11 15 0 30 21 30 17 1 69 19 35 0 0 54 162 8:00 AM 11 12 10 0 33 10 46 47 0 103 39 37 25 0 101 37 50 2 0 89 326 8:15 AM 7 8 10 0 25 2 21 21 1 45 7 17 15 0 39 25 32 1 0 58 167 8:30 AM 7 1 4 0 12 1 5 7 0 13 5 24 11 0 40 7 18 2 0 27 92 Grand Total 28 22 29 0 79 17 83 90 1 191 72 108 68 1 249 88 135 5 0 228 747 Medium Truck % 0.0 0.0 13.8 0.0 5.1 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.4 1.1 3.7 0.0 0.0 2.6 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 13.8 0.0 5.1 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.4 1.1 3.7 0.0 0.0 2.6 Total % 3.7 2.9 3.9 0.0 10.6 2.3 11.1 12.0 0.1 25.6 9.6 14.5 9.1 0.1 33.3 11.8 18.1 0.7 0.0 30.5 100.0 PHF 0.59 0.59 0.59 0.46 0.46 0.46 0.62 0.62 0.62 0.64 0.64 0.64 0.58 RT TH LT U 28 22 29 0 88RT135TH5LT0UU1LT68TH108RT721 90 83 17 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound South 11th Avenue Northbound Graf St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 11th Avenue & Graf StCounted By:Graf StGraf St249Bozeman, MT /MDTTuesday, April 5, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS South 11th Avenue Graf St Graf St Vehicle Volumes and Adjustments South 11th Avenue 79 In Out 239 South 11th Avenue 191 InOut 100In254 In228Out154Total Entering 747Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 4:30 PM 21 2 7 0 30 0 1 2 0 3 12 20 8 1 41 3 26 2 0 31 105 4:45 PM 9 7 9 0 25 3 2 6 0 11 12 27 7 0 46 6 21 2 0 29 111 5:00 PM 27 9 12 0 48 1 2 6 0 9 8 39 4 0 51 4 21 2 0 27 135 5:15 PM 13 12 11 0 36 1 4 14 0 19 12 22 8 0 42 12 37 3 0 52 149 Grand Total 70 30 39 0 139 5 9 28 0 42 44 108 27 1 180 25 105 9 0 139 500 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 % 14.0 6.0 7.8 0.0 27.8 1.0 1.8 5.6 0.0 8.4 8.8 21.6 5.4 0.2 36.0 5.0 21.0 1.8 0.0 27.8 100.0 PHF 0.97 0.97 0.97 0.55 0.55 0.55 1.00 1.00 1.00 0.66 0.66 0.66 0.84 RT TH LT U 70 30 39 0 25RT105TH9LT0UU1LT27TH108RT440 28 9 5 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 11th Avenue & Graf St North/South Street: South 11th Avenue Graf St Date Performed: Tuesday, April 5, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street:Graf StOut204Vehicle Volumes and Adjustments South 11th Avenue South 11th Avenue Graf St Graf St Southbound Northbound Eastbound Westbound In180152OutSouth 11th Avenue In Out 139 61 South 11th Avenue 139InGraf StTotal Entering 500 83 42 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 0.93 0.93 0.93 0.93 0 7:45 AM 0 0 0 0 0 42 0 27 0 69 27 33 0 0 60 0 17 23 1 41 170 8:00 AM 0 0 0 0 0 70 0 56 0 126 40 22 0 0 62 0 35 62 2 99 287 8:15 AM 0 0 0 0 0 40 0 35 0 75 18 17 0 0 35 0 23 25 0 48 158 8:30 AM 0 0 0 0 0 19 0 13 0 32 5 23 0 1 29 0 12 8 0 20 81 Grand Total 0 0 0 0 0 171 0 131 0 302 90 95 0 1 186 0 87 118 3 208 696 Medium Truck % 0.0 0.0 0.0 0.0 0.0 1.8 0.0 4.6 0.0 3.0 6.7 3.2 0.0 0.0 4.8 0.0 1.1 2.5 0.0 1.9 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.3 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 2.3 0.0 4.6 0.0 3.3 6.7 3.2 0.0 0.0 4.8 0.0 1.1 2.5 0.0 1.9 Total % 0.0 0.0 0.0 0.0 0.0 24.6 0.0 18.8 0.0 43.4 12.9 13.6 0.0 0.1 26.7 0.0 12.5 17.0 0.4 29.9 100.0 PHF 1.00 1.00 1.00 0.60 0.60 0.60 0.75 0.75 0.75 0.53 0.53 0.53 0.61 87TH118LT3UU1TH95RT900 131 171 U LT RT Westbound Agency/Company: Wyatt Brown Sanderson Stewart North/South Street: S 3rd Ave AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound S 3rd Ave Northbound Graf St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 3rd Ave & Graf St & RoundaboutCounted By:Graf StGraf St186Bozeman, MT /MDTThursday, October 6, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS S 3rd Ave Graf St Graf St Vehicle Volumes and Adjustments S 3rd Ave 302 InOut 208In219 In208Out269Total Entering 696Out 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 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 0.93 0.93 0.93 0.93 0 4:30 PM 0 0 0 0 0 33 0 21 0 54 19 23 0 0 42 0 18 24 0 42 138 4:45 PM 0 0 0 0 0 21 0 13 0 34 20 33 0 0 53 0 24 11 1 36 123 5:00 PM 0 0 0 0 0 11 0 15 0 26 15 23 0 0 38 0 45 22 1 68 132 5:15 PM 0 0 0 0 0 11 0 13 0 24 15 29 0 0 44 0 38 24 0 62 130 Grand Total 0 0 0 0 0 76 0 62 0 138 69 108 0 0 177 0 125 81 2 208 523 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.6 0.0 0.0 0.0 50.0 0.5 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 0.9 0.0 0.0 0.6 0.0 0.0 0.0 50.0 0.5 Total % 0.0 0.0 0.0 0.0 0.0 14.5 0.0 11.9 0.0 26.4 13.2 20.7 0.0 0.0 33.8 0.0 23.9 15.5 0.4 39.8 100.0 PHF 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 0.95 125TH81LT2UU0TH108RT690 62 76 U LT RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Wyatt Brown S 3rd Ave & Graf St & Roundabout North/South Street: S 3rd Ave Graf St Date Performed: Thursday, October 6, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street:Graf StOut187Vehicle Volumes and Adjustments S 3rd Ave S 3rd Ave Graf St Graf St Southbound Northbound Eastbound Westbound In177186OutS 3rd Ave 208InGraf StTotal Entering 523 150 138 Out In 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 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 25 5 0 30 7 78 0 0 85 0 0 0 0 0 26 0 11 0 37 152 8:00 AM 0 71 7 0 78 11 108 0 0 119 0 0 0 0 0 51 0 10 0 61 258 8:15 AM 0 42 14 0 56 7 76 0 0 83 0 0 0 0 0 17 0 2 0 19 158 8:30 AM 0 16 12 0 28 7 42 0 0 49 0 0 0 0 0 20 0 6 0 26 103 Grand Total 0 154 38 0 192 32 304 0 0 336 0 0 0 0 0 114 0 29 0 143 671 Medium Truck % 0.0 2.6 2.6 0.0 2.6 6.3 1.3 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 3.5 0.0 3.4 0.0 3.5 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.6 2.6 0.0 2.6 9.4 1.3 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.0 3.5 0.0 3.4 0.0 3.5 Total % 0.0 23.0 5.7 0.0 28.6 4.8 45.3 0.0 0.0 50.1 0.0 0.0 0.0 0.0 0.0 17.0 0.0 4.3 0.0 21.3 100.0 PHF 0.61 0.61 0.61 0.70 0.70 0.70 1.00 1.00 1.00 0.59 0.59 0.59 0.65 TH LT U 154 38 0 114RT29LT0U0 304 32 U TH RT Westbound Agency/Company: Wyatt Brown Sanderson Stewart North/South Street: S 3rd Ave AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound S 3rd Ave Northbound Graf St Eastbound East/West Street: Date Performed: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 3rd Ave & Graf StCounted By:Graf StBozeman, MT /MDTThursday, October 6, 2022 In143Out70Total Entering 671 S 3rd Ave In Out 192 418 Count Time Period: Jarrett Subdivision TIS S 3rd Ave Graf St Graf St Vehicle Volumes and Adjustments S 3rd Ave 336 InOut 183 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 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 0 63 12 0 75 7 58 0 0 65 0 0 0 0 0 21 0 6 0 27 167 4:45 PM 0 38 11 0 49 9 39 0 0 48 0 0 0 0 0 12 0 6 0 18 115 5:00 PM 0 58 15 0 73 4 40 0 0 44 0 0 0 0 0 14 0 10 0 24 141 5:15 PM 0 74 9 0 83 5 33 0 0 38 0 0 0 0 0 17 0 3 0 20 141 Grand Total 0 233 47 0 280 25 170 0 0 195 0 0 0 0 0 64 0 25 0 89 564 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 41.3 8.3 0.0 49.6 4.4 30.1 0.0 0.0 34.6 0.0 0.0 0.0 0.0 0.0 11.3 0.0 4.4 0.0 15.8 100.0 PHF 0.94 0.94 0.94 0.75 0.75 0.75 1.00 1.00 1.00 0.82 0.82 0.82 0.85 TH LT U 233 47 0 64RT25LT0U0 170 25 U TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Wyatt Brown S 3rd Ave & Graf St North/South Street: S 3rd Ave Graf St Date Performed: Thursday, October 6, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street: Vehicle Volumes and Adjustments S 3rd Ave S 3rd Ave Graf St Graf St Southbound Northbound Eastbound Westbound 72OutS 3rd Ave In Out 280 234 S 3rd Ave 89InGraf StTotal Entering 564 258 195 Out In 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 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0 1.00 1.00 1.00 1.00 0 7:45 AM 31 4 0 0 35 0 22 4 0 26 3 0 65 0 68 0 129 8:00 AM 60 21 0 0 81 0 52 12 0 64 5 0 73 0 78 0 223 8:15 AM 26 18 0 0 44 0 19 6 0 25 3 0 63 0 66 0 135 8:30 AM 14 7 0 0 21 0 13 4 0 17 2 0 37 0 39 0 77 Grand Total 131 50 0 0 181 0 106 26 0 132 13 0 238 0 251 0 0 0 0 0 564 Medium Truck % 3.1 2.0 0.0 0.0 2.8 0.0 1.9 0.0 0.0 1.5 0.0 0.0 1.7 0.0 1.6 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 0.4 0.0 0.4 0.0 Total Truck % 3.1 2.0 0.0 0.0 2.8 0.0 1.9 0.0 0.0 1.5 0.0 0.0 2.1 0.0 2.0 0.0 Total % 23.2 8.9 0.0 0.0 32.1 0.0 18.8 4.6 0.0 23.4 2.3 0.0 42.2 0.0 44.5 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.56 0.56 0.56 0.52 0.52 0.52 0.81 0.81 0.81 1.00 1.00 1.00 0.64 RT TH U 131 50 0 U0LT238RT130 26 106 U LT TH Westbound Agency/Company: Wyatt Brown Sanderson Stewart North/South Street: S 3rd Ave AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound Wagon Wheel Rd Northbound Graf St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 3rd Ave & Graf St & Wagon WheelCounted By:Graf St251Bozeman, MT /MDTThursday, October 6, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS S 3rd Ave Graf St Graf St Vehicle Volumes and Adjustments InWagon Wheel Rd 132 InOut 63157 Total Entering 564OutS 3rd Ave In Out 181 344 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 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0 1.00 1.00 1.00 1.00 0 4:30 PM 48 22 0 0 70 0 17 0 0 17 3 0 49 0 52 0 139 4:45 PM 30 13 0 0 43 0 9 4 0 13 7 0 40 0 47 0 103 5:00 PM 52 18 0 0 70 0 19 9 0 28 4 0 29 0 33 0 131 5:15 PM 57 18 0 0 75 0 10 4 0 14 6 0 30 0 36 0 125 Grand Total 187 71 0 0 258 0 55 17 0 72 20 0 148 0 168 0 0 0 0 0 498 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 0.0 1.4 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 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 Total % 37.6 14.3 0.0 0.0 51.8 0.0 11.0 3.4 0.0 14.5 4.0 0.0 29.7 0.0 33.7 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.92 0.92 0.92 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.90 RT TH U 187 71 0 U0LT148RT200 17 55 U LT TH Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Wyatt Brown S 3rd Ave & Graf St & Wagon Wheel North/South Street: S 3rd Ave Graf St Date Performed: Thursday, October 6, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street:Graf StOut204Vehicle Volumes and Adjustments S 3rd Ave Wagon Wheel Rd Graf St Graf St Southbound Northbound Eastbound Westbound In168Wagon Wheel Rd Total Entering 498 91 72 Out In S 3rd Ave In Out 258 203 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 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 23 0 0 23 0 105 0 0 105 0 0 5 0 5 0 133 8:00 AM 1 36 0 0 37 0 121 0 0 121 1 0 8 0 9 0 167 8:15 AM 1 46 0 1 48 0 65 1 0 66 0 0 2 0 2 0 116 8:30 AM 1 32 0 0 33 0 60 0 0 60 0 0 2 0 2 0 95 Grand Total 3 137 0 1 141 0 351 1 0 352 1 0 17 0 18 0 0 0 0 0 511 Medium Truck % 0.0 2.2 0.0 0.0 2.1 0.0 0.6 0.0 0.0 0.6 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 Total Truck % 0.0 2.2 0.0 0.0 2.1 0.0 0.6 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.6 26.8 0.0 0.2 27.6 0.0 68.7 0.2 0.0 68.9 0.2 0.0 3.3 0.0 3.5 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.96 0.96 0.96 0.73 0.73 0.73 0.50 0.50 0.50 0.77 RT TH U 3 137 1 U0LT17RT10 1 351 U LT TH Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: S 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound S 19th Avenue Northbound Blackwood Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 19th Avenue & Blackwood RoadCounted By:Blackwood Road18Bozeman, MT/MDTTuesday, April 19, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS S 19th Avenue Blackwood Road Blackwood Road Vehicle Volumes and Adjustments S 19th Avenue 141 In Out 369 S 19th Avenue 352 InOut 138In4 Total Entering 511Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 1 73 0 0 74 0 31 0 0 31 0 0 4 0 4 0 109 4:45 PM 4 75 0 0 79 0 36 0 0 36 2 0 1 0 3 0 118 5:00 PM 6 71 0 0 77 0 42 3 0 45 1 0 5 0 6 0 128 5:15 PM 7 69 0 0 76 0 44 0 0 44 2 0 1 0 3 0 123 Grand Total 18 288 0 0 306 0 153 3 0 156 5 0 11 0 16 0 0 0 0 0 478 Medium Truck % 0.0 0.3 0.0 0.0 0.3 0.0 2.0 0.0 0.0 1.9 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 Total Truck % 0.0 0.3 0.0 0.0 0.3 0.0 2.0 0.0 0.0 1.9 0.0 0.0 0.0 0.0 0.0 0.0 Total % 3.8 60.3 0.0 0.0 64.0 0.0 32.0 0.6 0.0 32.6 1.0 0.0 2.3 0.0 3.3 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.99 0.99 0.99 0.88 0.88 0.88 0.67 0.67 0.67 0.94 RT TH U 18 288 0 U0LT11RT50 3 153 U LT TH Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain S 19th Avenue & Blackwood Road North/South Street: S 19th Avenue Blackwood Road Date Performed: Tuesday, April 19, 2022 Bozeman, MT/MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street:Blackwood RoadOut21Vehicle Volumes and Adjustments S 19th Avenue S 19th Avenue Blackwood Road Blackwood Road Southbound Northbound Eastbound Westbound In16S 19th Avenue In Out 306 164 S 19th Avenue Total Entering 478 293 156 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 25 9 0 34 21 108 0 0 129 0 0 0 0 0 24 0 13 0 37 200 8:00 AM 0 27 17 0 44 19 91 0 0 110 0 0 0 0 0 32 0 10 0 42 196 8:15 AM 0 45 13 0 58 9 50 0 0 59 0 0 0 0 0 20 0 8 0 28 145 8:30 AM 0 33 21 0 54 11 58 0 0 69 0 0 0 0 0 13 0 6 0 19 142 Grand Total 0 130 60 0 190 60 307 0 0 367 0 0 0 0 0 89 0 37 0 126 683 Medium Truck % 0.0 3.1 10.0 0.0 5.3 1.7 4.6 0.0 0.0 4.1 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.8 Heavy Truck % 0.0 0.8 1.7 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.8 Total Truck % 0.0 3.8 11.7 0.0 6.3 1.7 4.6 0.0 0.0 4.1 0.0 0.0 0.0 0.0 0.0 1.1 0.0 2.7 0.0 1.6 Total % 0.0 19.0 8.8 0.0 27.8 8.8 44.9 0.0 0.0 53.7 0.0 0.0 0.0 0.0 0.0 13.0 0.0 5.4 0.0 18.4 100.0 PHF 1.00 1.00 1.00 0.71 0.71 0.71 1.00 1.00 1.00 0.85 0.85 0.85 0.85 TH LT U 130 60 0 89RT37LT0U0 307 60 U TH RT Westbound Agency/Company: Wyatt Brown Sanderson Stewart North/South Street: S 19th Ave AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound S 19th Ave Northbound Goldenstein Ln Eastbound East/West Street: Date Performed: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 19th Ave & Goldenstein LnCounted By:Goldenstein LnBozeman, MT /MDTThursday, October 6, 2022 In126Out120Total Entering 683 S 19th Ave In Out 190 396 Count Time Period: Jarrett Subdivision TIS S 19th Ave Goldenstein Ln Goldenstein Ln Vehicle Volumes and Adjustments S 19th Ave 367 InOut 167 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 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 0 70 22 0 92 10 57 0 0 67 0 0 0 0 0 12 0 10 0 22 181 4:45 PM 0 72 29 0 101 7 56 0 0 63 0 0 0 0 0 13 0 14 0 27 191 5:00 PM 0 60 21 0 81 11 45 0 0 56 0 0 0 0 0 22 0 10 0 32 169 5:15 PM 0 64 17 0 81 7 57 0 0 64 0 0 0 0 0 16 0 8 0 24 169 Grand Total 0 266 89 0 355 35 215 0 0 250 0 0 0 0 0 63 0 42 0 105 710 Medium Truck % 0.0 0.8 12.4 0.0 3.7 0.0 6.0 0.0 0.0 5.2 0.0 0.0 0.0 0.0 0.0 7.9 0.0 0.0 0.0 4.8 Heavy Truck % 0.0 0.0 1.1 0.0 0.3 0.0 0.9 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 0.0 1.0 Total Truck % 0.0 0.8 13.5 0.0 3.9 0.0 7.0 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 9.5 0.0 0.0 0.0 5.7 Total % 0.0 37.5 12.5 0.0 50.0 4.9 30.3 0.0 0.0 35.2 0.0 0.0 0.0 0.0 0.0 8.9 0.0 5.9 0.0 14.8 100.0 PHF 0.88 0.88 0.88 0.99 0.99 0.99 1.00 1.00 1.00 0.97 0.97 0.97 0.93 TH LT U 266 89 0 63RT42LT0U0 215 35 U TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Wyatt Brown S 19th Ave & Goldenstein Ln North/South Street: S 19th Ave Goldenstein Ln Date Performed: Thursday, October 6, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street: Vehicle Volumes and Adjustments S 19th Ave S 19th Ave Goldenstein Ln Goldenstein Ln Southbound Northbound Eastbound Westbound 124OutS 19th Ave In Out 355 278 S 19th Ave 105InGoldenstein LnTotal Entering 710 308 250 Out In 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 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 0.93 0.93 0.93 0.93 0 7:45 AM 12 0 1 0 13 0 0 0 0 0 0 21 36 0 57 9 28 0 0 37 107 8:00 AM 27 0 6 0 33 0 0 0 0 0 0 22 39 0 61 30 25 0 0 55 149 8:15 AM 16 0 8 0 24 0 0 0 0 0 0 21 15 0 36 2 19 0 0 21 81 8:30 AM 7 0 2 0 9 0 0 0 0 0 0 27 10 0 37 3 16 0 0 19 65 Grand Total 62 0 17 0 79 0 0 0 0 0 0 91 100 0 191 44 88 0 0 132 402 Medium Truck % 3.2 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 8.8 1.0 0.0 4.7 2.3 1.1 0.0 0.0 1.5 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 0.5 0.0 1.1 0.0 0.0 0.8 Total Truck % 3.2 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 9.9 1.0 0.0 5.2 2.3 2.3 0.0 0.0 2.3 Total % 15.4 0.0 4.2 0.0 19.7 0.0 0.0 0.0 0.0 0.0 0.0 22.6 24.9 0.0 47.5 10.9 21.9 0.0 0.0 32.8 100.0 PHF 0.61 0.61 0.61 1.00 1.00 1.00 0.78 0.78 0.78 0.60 0.60 0.60 0.68 RT LT U 62 17 0 44RT88TH0UU0LT100TH91Westbound Agency/Company: Wyatt Brown Sanderson Stewart North/South Street: S 3rd Ave AM Peak Hour (7:45 - 8:45 AM) 22401Project Number: Southbound S 3rd Ave Northbound Goldenstein Ln Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 3rd Ave & Goldenstein LnCounted By:Goldenstein LnGoldenstein Ln191Bozeman, MT /MDTThursday, October 6, 2022Date Performed: Count Time Period: Jarrett Subdivision TIS S 3rd Ave Goldenstein Ln Goldenstein Ln Vehicle Volumes and Adjustments In150In132Out108Total Entering 402OutS 3rd Ave In Out 79 144 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 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 0.93 0.93 0.93 0.93 0 4:30 PM 18 0 9 0 27 0 0 0 0 0 0 25 20 0 45 6 21 0 0 27 99 4:45 PM 20 0 7 0 27 0 0 0 0 0 0 23 17 0 40 5 27 0 0 32 99 5:00 PM 20 0 1 0 21 0 0 0 0 0 0 29 11 0 40 5 32 0 0 37 98 5:15 PM 12 0 3 0 15 0 0 0 0 0 0 27 14 0 41 3 19 0 0 22 78 Grand Total 70 0 20 0 90 0 0 0 0 0 0 104 62 0 166 19 99 0 0 118 374 Medium Truck % 2.9 0.0 0.0 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 7.7 3.2 0.0 6.0 0.0 5.1 0.0 0.0 4.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Total Truck % 2.9 0.0 0.0 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 8.7 3.2 0.0 6.6 0.0 5.1 0.0 0.0 4.2 Total % 18.7 0.0 5.3 0.0 24.1 0.0 0.0 0.0 0.0 0.0 0.0 27.8 16.6 0.0 44.4 5.1 26.5 0.0 0.0 31.6 100.0 PHF 0.82 0.82 0.82 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 0.95 RT LT U 70 20 0 19RT99TH0UU0LT62TH104Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Wyatt Brown S 3rd Ave & Goldenstein Ln North/South Street: S 3rd Ave Goldenstein Ln Date Performed: Thursday, October 6, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22401 Jarrett Subdivision TIS East/West Street: Southbound Northbound Eastbound Westbound In166124OutVehicle Volumes and Adjustments S 3rd Ave S 3rd Ave Goldenstein Ln Goldenstein Ln Goldenstein LnTotal Entering 374 Goldenstein LnOut169S 3rd Ave In Out 90 81 118InNNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 38.2 D 2 30.4 C 4 WB 36.6 D 7 31.4 C 13 NB 10.0 B 10 6.9 A 7 SB 9.7 A 7 14.3 B 8 Intersection 16.1 B --18.9 B -- EB 23.9 C 21 17.8 B 18 WB 18.2 B 16 22.1 C 20 NB 21.8 C 10 22.2 C 7 SB 17.9 B 4 21.8 C 8 Intersection 21.1 C --20.8 C -- EB 19.1 B 11 19.0 B 15 WB 20.0 B 12 17.8 B 11 NB 19.9 B 10 22.5 C 7 SB 18.3 B 6 22.7 C 9 Intersection 19.5 B --20.1 C -- EB 27.4 C 7 25.9 C 6 NB 12.8 B 11 7.9 A 6 SB 15.5 B 6 7.9 A 10 Intersection 17.5 B --12.0 B -- EB 24.4 C 3 22.6 C 3 WB 22.8 C 2 21.7 C 4 NB 18.0 B 6 9.7 A 3 SB 12.0 B 3 7.4 A 3 Intersection 18.1 B --12.3 B -- EB 6.1 A 3 4.3 A 1 WB 9.7 A 3 3.8 A 1 NB 7.4 A 2 3.6 A 1 SB 5.8 A 1 4.3 A 1 Intersection 7.5 A --4.1 A -- EB 6.1 A 2 4.1 A 1 WB 6.4 A 2 4.1 A 1 NB 7.7 A 3 3.9 A 1 Intersection 6.9 A --4.0 A -- EB 15.7 C 4 9.4 A 1 NB 11.2 B 2 8.6 A 1 SB 10.1 B 2 8.5 A 1 Intersection 12.8 B --8.8 A -- WB 18.3 C 3 11.4 B 1 NB 0.0 A 0 0.0 A 0 SB 1.7 A 1 1.3 A 1 Intersection 4.4 A --2.4 A -- EB 13.3 B 1 11.2 B 1 NB 0.0 A 0 0.2 A 0 SB 0.0 A 0 0.0 A 0 Intersection 0.5 A --0.4 A -- WB 13.6 B 1 13.3 B 1 NB 0.0 A 0 0.0 A 0 SB 2.7 A 1 2.1 A 1 Intersection 3.3 A --3.0 A -- EB 4.1 A 1 2.8 A 1 WB 0.0 A 0 0.0 A 0 SB 11.0 B 1 9.8 A 1 Intersection 4.1 A --3.6 A -- South 19th Avenue & Goldenstein Lane Intersection Control One-Way Stop-Control (SB) Goldenstein Lane & South 3rd Avenue Wagonwheel Road & Graf Street Intersection Control One-Way Stop-Control (WB) South 3rd Avenue & Graf Street Intersection Control One-Way Stop-Control (WB) Intersection Control One-Way Stop-Control (EB) Blackwood Road & South 19th Avenue Intersection Control Roundabout Graf Street & South 3rd Avenue Intersection Control All-Way Stop-Control Intersection Approach Existing (2022) AM Peak PM Peak Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized South 11th Avenue & Graf Street Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Roundabout Intersection Control Signalized South 19th Avenue & Graf Street South 19th Avenue & Stucky Road HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 1 1 351 138 3 Future Vol, veh/h 17 1 1 351 138 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 77 77 77 77 77 77 Heavy Vehicles, % 0 0 0 1 2 0 Mvmt Flow 22 1 1 456 179 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 637 179 183 0 - 0 Stage 1 179 - - - - - Stage 2 458 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 445 869 1404 - - - Stage 1 857 - - - - - Stage 2 641 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 445 869 1404 - - - Mov Cap-2 Maneuver 445 - - - - - Stage 1 856 - - - - - Stage 2 641 - - - - - Approach EB NB SB HCM Control Delay, s 13.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1404 - 457 - - HCM Lane V/C Ratio 0.001 - 0.051 - - HCM Control Delay (s) 7.6 0 13.3 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Queues 3: S 19th Ave & W Graf St 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 81 73 23 350 12 537 203 238 v/c Ratio 0.75 0.19 0.08 0.60 0.02 0.43 0.35 0.14 Control Delay 62.6 20.7 20.4 8.8 7.1 17.6 8.1 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.6 20.7 20.4 8.8 7.1 17.6 8.1 8.8 Queue Length 50th (ft) 30 22 7 10 1 75 28 17 Queue Length 95th (ft) 63 44 20 34 8 126 63 47 Internal Link Dist (ft) 1197 2411 2605 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 331 1180 845 1111 925 2196 836 2098 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.06 0.03 0.32 0.01 0.24 0.24 0.11 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 50 4 17 23 236 9 346 51 150 153 23 Future Volume (veh/h) 60 50 4 17 23 236 9 346 51 150 153 23 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 1654 1750 1750 1750 1750 1723 1750 1736 1750 1736 1709 1450 Adj Flow Rate, veh/h 81 68 5 23 31 319 12 468 69 203 207 31 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Percent Heavy Veh, % 7 0 0 0 0 2 0 1 0 1 3 22 Cap, veh/h 218 519 38 496 43 442 538 1023 150 476 1262 186 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.01 0.35 0.35 0.10 0.44 0.44 Sat Flow, veh/h 990 1610 118 1348 133 1370 1667 2886 423 1654 2838 419 Grp Volume(v), veh/h 81 0 73 23 0 350 12 266 271 203 117 121 Grp Sat Flow(s),veh/h/ln 990 0 1729 1348 0 1503 1667 1650 1660 1654 1624 1634 Q Serve(g_s), s 5.6 0.0 2.1 0.9 0.0 14.5 0.3 8.8 8.9 5.1 3.0 3.1 Cycle Q Clear(g_c), s 20.1 0.0 2.1 3.0 0.0 14.5 0.3 8.8 8.9 5.1 3.0 3.1 Prop In Lane 1.00 0.07 1.00 0.91 1.00 0.26 1.00 0.26 Lane Grp Cap(c), veh/h 218 0 557 496 0 485 538 585 588 476 722 726 V/C Ratio(X) 0.37 0.00 0.13 0.05 0.00 0.72 0.02 0.46 0.46 0.43 0.16 0.17 Avail Cap(c_a), veh/h 515 0 1076 901 0 936 1151 1022 1029 935 1006 1012 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 16.9 18.0 0.0 21.1 14.1 17.5 17.6 11.6 11.7 11.8 Incr Delay (d2), s/veh 1.1 0.0 0.1 0.0 0.0 2.1 0.0 0.6 0.6 0.6 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.8 0.3 0.0 5.0 0.1 2.8 2.9 1.5 0.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.0 0.0 17.0 18.0 0.0 23.2 14.1 18.1 18.1 12.2 11.8 11.9 LnGrp LOS C A B B A C B B B B B B Approach Vol, veh/h 154 373 549 441 Approach Delay, s/veh 24.4 22.8 18.0 12.0 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.4 31.3 28.8 4.0 37.7 28.8 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 7.1 10.9 22.1 2.3 5.1 16.5 Green Ext Time (p_c), s 0.5 2.8 0.7 0.0 1.2 2.6 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th AWSC 5: Wagonwheel Rd & W Graf St 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh12.8 Intersection LOS B Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 238 13 26 106 50 131 Future Vol, veh/h 238 13 26 106 50 131 Peak Hour Factor 0.64 0.64 0.64 0.64 0.64 0.64 Heavy Vehicles, % 2 0 0 2 2 3 Mvmt Flow 372 20 41 166 78 205 Number of Lanes 1 0 0 1 1 1 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left SB EB Conflicting Lanes Left 2 1 0 Conflicting Approach RightNB EB Conflicting Lanes Right 1 0 1 HCM Control Delay 15.7 11.2 10.1 HCM LOS C B B Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 20% 95% 0% 0% Vol Thru, % 80% 0% 100% 0% Vol Right, % 0% 5% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 132 251 50 131 LT Vol 26 238 0 0 Through Vol 106 0 50 0 RT Vol 0 13 0 131 Lane Flow Rate 206 392 78 205 Geometry Grp 5 2 7 7 Degree of Util (X) 0.32 0.584 0.13 0.3 Departure Headway (Hd) 5.591 5.36 5.97 5.277 Convergence, Y/N Yes Yes Yes Yes Cap 644 675 601 682 Service Time 3.624 3.386 3.701 3.008 HCM Lane V/C Ratio 0.32 0.581 0.13 0.301 HCM Control Delay 11.2 15.7 9.6 10.3 HCM Lane LOS B C A B HCM 95th-tile Q 1.4 3.8 0.4 1.3 Queues 6: S 19th Ave & Stucky Rd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 360 100 140 589 307 219 v/c Ratio 0.75 0.20 0.27 0.67 0.35 0.25 Control Delay 29.4 4.7 11.5 17.3 9.2 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.4 4.7 11.5 17.3 9.2 2.5 Queue Length 50th (ft) 115 0 27 149 81 0 Queue Length 95th (ft) 166 22 61 252 137 5 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 584 587 510 882 865 864 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.17 0.27 0.67 0.35 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 302 84 118 495 258 184 Future Volume (veh/h) 302 84 118 495 258 184 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1736 1736 1723 1695 1736 Adj Flow Rate, veh/h 360 100 140 589 307 219 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 1 1 1 2 4 1 Cap, veh/h 422 375 467 947 932 809 Arrive On Green 0.26 0.26 0.55 0.55 0.18 0.18 Sat Flow, veh/h 1654 1471 884 1723 1695 1471 Grp Volume(v), veh/h 360 100 140 589 307 219 Grp Sat Flow(s),veh/h/ln 1654 1471 884 1723 1695 1471 Q Serve(g_s), s 12.4 3.3 6.9 14.0 9.5 7.7 Cycle Q Clear(g_c), s 12.4 3.3 16.3 14.0 9.5 7.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 422 375 467 947 932 809 V/C Ratio(X) 0.85 0.27 0.30 0.62 0.33 0.27 Avail Cap(c_a), veh/h 587 522 467 947 932 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.96 0.96 Uniform Delay (d), s/veh 21.3 17.9 13.2 9.2 14.9 14.2 Incr Delay (d2), s/veh 8.6 0.4 1.6 3.1 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 1.0 1.3 4.2 3.4 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.9 18.2 14.8 12.3 15.8 15.0 LnGrp LOS C B B B B B Approach Vol, veh/h 460 729 526 Approach Delay, s/veh 27.4 12.8 15.5 Approach LOS C B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 39.0 21.0 39.0 Change Period (Y+Rc), s * 6 * 5.7 * 6 Max Green Setting (Gmax), s * 27 * 21 * 27 Max Q Clear Time (g_c+I1), s 18.3 14.4 11.5 Green Ext Time (p_c), s 2.8 0.9 2.0 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 13: S 19th Ave & Goldenstein Ln 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 3.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 37 89 307 60 60 130 Future Vol, veh/h 37 89 307 60 60 130 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 500 680 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 3 1 5 2 12 4 Mvmt Flow 44 105 361 71 71 153 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 656 361 0 0 432 0 Stage 1 361 - - - - - Stage 2 295 - - - - - Critical Hdwy 6.43 6.21 - - 4.22 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.309 - - 2.308 - Pot Cap-1 Maneuver 429 686 - - 1076 - Stage 1 703 - - - - - Stage 2 753 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 401 686 - - 1076 - Mov Cap-2 Maneuver 401 - - - - - Stage 1 703 - - - - - Stage 2 703 - - - - - Approach WB NB SB HCM Control Delay, s 13.6 0 2.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 568 1076 - HCM Lane V/C Ratio - - 0.261 0.066 - HCM Control Delay (s) - - 13.6 8.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1 0.2 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 100 91 88 44 17 62 Future Vol, veh/h 100 91 88 44 17 62 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 68 68 68 68 68 68 Heavy Vehicles, % 1 10 2 2 0 3 Mvmt Flow 147 134 129 65 25 91 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 194 0 - 0 590 162 Stage 1 - - - - 162 - Stage 2 - - - - 428 - Critical Hdwy 4.11 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.209 - - - 3.5 3.327 Pot Cap-1 Maneuver 1385 - - - 474 880 Stage 1 - - - - 872 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1385 - - - 419 880 Mov Cap-2 Maneuver - - - - 419 - Stage 1 - - - - 772 - Stage 2 - - - - 662 - Approach EB WB SB HCM Control Delay, s 4.1 0 11 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1385 - - - 712 HCM Lane V/C Ratio 0.106 - - - 0.163 HCM Control Delay (s) 7.9 0 - - 11 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.4 - - - 0.6 Queues 27: S 19th Ave & W Kagy Blvd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 31 10 7 137 21 331 33 645 263 435 396 v/c Ratio 0.16 0.04 0.02 0.71 0.08 0.51 0.06 0.40 0.31 0.62 0.17 Control Delay 43.3 40.0 0.2 67.2 41.2 23.5 9.5 21.0 5.0 9.3 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 40.0 0.2 67.2 41.2 23.5 9.5 21.0 5.0 9.3 6.8 Queue Length 50th (ft) 21 7 0 102 14 167 7 148 17 86 50 Queue Length 95th (ft) 45 21 0 152 34 165 m13 231 45 157 83 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 351 472 467 344 472 846 602 1611 862 848 2264 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.02 0.01 0.40 0.04 0.39 0.05 0.40 0.31 0.51 0.17 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 27 9 6 118 18 285 28 555 226 374 306 34 Future Volume (veh/h) 27 9 6 118 18 285 28 555 226 374 306 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 1750 1709 1750 1723 1750 1736 1750 1736 1695 1709 Adj Flow Rate, veh/h 31 10 7 137 21 331 33 645 263 435 356 40 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 0 0 0 3 0 2 0 1 0 1 4 3 Cap, veh/h 351 377 319 354 377 517 642 1760 791 651 1883 210 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.04 0.71 0.71 0.14 0.64 0.64 Sat Flow, veh/h 1413 1750 1483 1394 1750 1460 1667 3299 1483 1654 2921 326 Grp Volume(v), veh/h 31 10 7 137 21 331 33 645 263 435 195 201 Grp Sat Flow(s),veh/h/ln 1413 1750 1483 1394 1750 1460 1667 1650 1483 1654 1611 1637 Q Serve(g_s), s 2.1 0.5 0.4 10.3 1.1 22.7 1.1 9.2 8.1 13.3 5.9 6.0 Cycle Q Clear(g_c), s 3.3 0.5 0.4 10.9 1.1 22.7 1.1 9.2 8.1 13.3 5.9 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 351 377 319 354 377 517 642 1760 791 651 1038 1055 V/C Ratio(X) 0.09 0.03 0.02 0.39 0.06 0.64 0.05 0.37 0.33 0.67 0.19 0.19 Avail Cap(c_a), veh/h 428 473 400 430 473 597 748 1760 791 1055 1038 1055 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 37.2 37.1 41.5 37.4 32.4 11.7 9.5 9.3 9.0 8.6 8.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.7 0.1 1.8 0.0 0.4 0.7 1.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.2 0.2 3.6 0.5 8.1 0.4 2.9 2.4 4.3 2.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 37.2 37.2 42.1 37.5 34.2 11.7 9.9 10.1 10.2 9.0 9.0 LnGrp LOS D D D D D C B A B B A A Approach Vol, veh/h 48 489 941 831 Approach Delay, s/veh 38.2 36.6 10.0 9.7 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.7 68.9 30.4 7.3 82.2 30.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4 Max Q Clear Time (g_c+I1), s 15.3 11.2 5.3 3.1 8.0 24.7 Green Ext Time (p_c), s 1.4 4.7 0.1 0.0 2.3 1.1 Intersection Summary HCM 6th Ctrl Delay 16.1 HCM 6th LOS B Queues 33: S 11th Ave & W Kagy Blvd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 49 591 17 469 88 331 66 123 v/c Ratio 0.12 0.74 0.05 0.67 0.20 0.72 0.20 0.32 Control Delay 12.1 26.7 12.2 28.2 15.4 33.9 15.6 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.1 26.7 12.2 28.2 15.4 33.9 15.6 23.5 Queue Length 50th (ft) 12 220 4 199 26 144 20 42 Queue Length 95th (ft) 32 #522 15 #390 53 230 42 84 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 431 804 404 701 463 666 361 631 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.74 0.04 0.67 0.19 0.50 0.18 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 451 58 15 332 71 76 211 74 57 80 26 Future Volume (veh/h) 42 451 58 15 332 71 76 211 74 57 80 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1736 1723 1750 1723 1709 1736 1723 1736 1723 1614 1750 Adj Flow Rate, veh/h 49 524 67 17 386 83 88 245 86 66 93 30 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 0 1 2 0 2 3 1 2 1 2 10 0 Cap, veh/h 311 598 76 216 516 111 445 309 108 268 283 91 Arrive On Green 0.04 0.40 0.40 0.02 0.38 0.38 0.06 0.25 0.25 0.05 0.24 0.24 Sat Flow, veh/h 1667 1509 193 1667 1374 295 1654 1218 428 1641 1169 377 Grp Volume(v), veh/h 49 0 591 17 0 469 88 0 331 66 0 123 Grp Sat Flow(s),veh/h/ln 1667 0 1702 1667 0 1670 1654 0 1646 1641 0 1546 Q Serve(g_s), s 1.0 0.0 18.5 0.4 0.0 14.1 2.3 0.0 10.8 1.7 0.0 3.8 Cycle Q Clear(g_c), s 1.0 0.0 18.5 0.4 0.0 14.1 2.3 0.0 10.8 1.7 0.0 3.8 Prop In Lane 1.00 0.11 1.00 0.18 1.00 0.26 1.00 0.24 Lane Grp Cap(c), veh/h 311 0 675 216 0 627 445 0 417 268 0 374 V/C Ratio(X) 0.16 0.00 0.88 0.08 0.00 0.75 0.20 0.00 0.79 0.25 0.00 0.33 Avail Cap(c_a), veh/h 509 0 839 449 0 823 609 0 771 450 0 724 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.0 0.0 16.1 13.4 0.0 15.6 15.1 0.0 20.1 16.2 0.0 18.0 Incr Delay (d2), s/veh 0.2 0.0 8.7 0.2 0.0 2.7 0.2 0.0 3.4 0.5 0.0 0.5 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 7.6 0.1 0.0 5.0 0.8 0.0 4.3 0.6 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.2 0.0 24.8 13.6 0.0 18.4 15.3 0.0 23.5 16.7 0.0 18.5 LnGrp LOS B A C B A B B A C B A B Approach Vol, veh/h 640 486 419 189 Approach Delay, s/veh 23.9 18.2 21.8 17.9 Approach LOS C B C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.0 28.4 6.3 18.9 5.2 27.2 5.6 19.6 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 2.4 20.5 4.3 5.8 3.0 16.1 3.7 12.8 Green Ext Time (p_c), s 0.0 2.3 0.1 0.6 0.0 2.3 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 74 302 36 108 351 145 89 284 150 72 169 v/c Ratio 0.16 0.55 0.05 0.23 0.57 0.24 0.18 0.65 0.35 0.19 0.40 Control Delay 13.8 30.4 3.3 14.4 29.9 9.4 17.3 38.5 16.7 17.3 28.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 30.4 3.3 14.4 29.9 9.4 17.3 38.5 16.7 17.3 28.7 Queue Length 50th (ft) 20 134 0 29 160 13 30 145 29 24 71 Queue Length 95th (ft) 51 257 13 70 298 61 62 244 83 52 136 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 827 719 1262 830 712 682 811 726 654 775 685 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.42 0.03 0.13 0.49 0.21 0.11 0.39 0.23 0.09 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 266 32 95 309 128 78 250 132 63 92 56 Future Volume (veh/h) 65 266 32 95 309 128 78 250 132 63 92 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1736 1723 1750 1750 1750 1723 1709 1736 1723 Adj Flow Rate, veh/h 74 302 36 108 351 0 89 284 150 72 105 64 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 1 0 1 2 0 0 0 2 3 1 2 Cap, veh/h 327 429 486 373 450 426 398 332 335 222 135 Arrive On Green 0.07 0.25 0.25 0.09 0.26 0.00 0.08 0.23 0.23 0.07 0.22 0.22 Sat Flow, veh/h 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1010 616 Grp Volume(v), veh/h 74 302 36 108 351 0 89 284 150 72 0 169 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 0 1626 Q Serve(g_s), s 1.8 8.7 0.9 2.5 10.4 0.0 2.2 8.2 4.9 1.8 0.0 5.0 Cycle Q Clear(g_c), s 1.8 8.7 0.9 2.5 10.4 0.0 2.2 8.2 4.9 1.8 0.0 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.38 Lane Grp Cap(c), veh/h 327 429 486 373 450 426 398 332 335 0 357 V/C Ratio(X) 0.23 0.70 0.07 0.29 0.78 0.21 0.71 0.45 0.22 0.00 0.47 Avail Cap(c_a), veh/h 1311 1044 1012 1342 1036 1414 1052 878 1313 0 977 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.2 18.8 12.7 13.7 18.8 0.0 14.4 19.5 18.2 15.0 0.0 18.7 Incr Delay (d2), s/veh 0.3 2.1 0.1 0.4 3.0 0.0 0.2 2.4 1.0 0.3 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.3 0.3 0.9 4.0 0.0 0.8 3.3 1.6 0.6 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.5 21.0 12.8 14.2 21.8 0.0 14.7 21.9 19.2 15.3 0.0 19.6 LnGrp LOS B C B B C B C B B A B Approach Vol, veh/h 412 459 523 241 Approach Delay, s/veh 19.1 20.0 19.9 18.3 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 20.5 7.5 19.0 7.1 21.3 7.0 19.5 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 4.5 10.7 4.2 7.0 3.8 12.4 3.8 10.2 Green Ext Time (p_c), s 0.3 1.8 0.2 1.0 0.2 2.0 0.2 2.3 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 42: W Graf St & S 3rd Ave 02/23/2023 AM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 4.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 29 114 304 32 38 154 Future Vol, veh/h 29 114 304 32 38 154 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 65 65 65 65 65 65 Heavy Vehicles, % 3 4 1 9 3 3 Mvmt Flow 45 175 468 49 58 237 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 846 493 0 0 517 0 Stage 1 493 - - - - - Stage 2 353 - - - - - Critical Hdwy 6.43 6.24 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.336 - - 2.227 - Pot Cap-1 Maneuver 331 572 - - 1044 - Stage 1 612 - - - - - Stage 2 709 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 310 572 - - 1044 - Mov Cap-2 Maneuver 310 - - - - - Stage 1 612 - - - - - Stage 2 664 - - - - - Approach WB NB SB HCM Control Delay, s 18.3 0 1.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 488 1044 - HCM Lane V/C Ratio - - 0.451 0.056 - HCM Control Delay (s) - - 18.3 8.7 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.3 0.2 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf AM Existing (Site Folder: Existing)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 All MCs 157 0.0 157 0.0 0.346 7.4 LOS A 1.8 45.1 0.57 0.41 0.57 31.1 8 T1 All MCs 143 0.0 143 0.0 0.346 7.4 LOS A 1.8 45.1 0.57 0.41 0.57 31.7 18 R2 All MCs 29 0.0 29 0.0 0.346 7.4 LOS A 1.8 45.1 0.57 0.41 0.57 31.4 Approach 329 0.0 329 0.0 0.346 7.4 LOS A 1.8 45.1 0.57 0.41 0.57 31.4 East: Graf St 1 L2 All MCs 9 0.0 9 0.0 0.452 9.3 LOS A 2.8 72.0 0.66 0.54 0.77 31.1 6 T1 All MCs 233 3.7 233 3.7 0.452 9.8 LOS A 2.8 72.0 0.66 0.54 0.77 31.7 16 R2 All MCs 152 1.1 152 1.1 0.452 9.5 LOS A 2.8 72.0 0.66 0.54 0.77 31.5 Approach 393 2.6 393 2.6 0.452 9.7 LOS A 2.8 72.0 0.66 0.54 0.77 31.6 North: S 11th Ave 7 L2 All MCs 50 13.8 50 13.8 0.160 6.9 LOS A 0.7 17.1 0.51 0.38 0.51 31.7 4 T1 All MCs 38 0.0 38 0.0 0.160 5.2 LOS A 0.7 17.1 0.51 0.38 0.51 32.7 14 R2 All MCs 48 0.0 48 0.0 0.160 5.2 LOS A 0.7 17.1 0.51 0.38 0.51 32.5 Approach 136 5.1 136 5.1 0.160 5.8 LOS A 0.7 17.1 0.51 0.38 0.51 32.2 West: Graf St 5 L2 All MCs 119 0.0 119 0.0 0.347 6.0 LOS A 2.1 52.1 0.32 0.15 0.32 32.1 2 T1 All MCs 186 0.9 186 0.9 0.347 6.1 LOS A 2.1 52.1 0.32 0.15 0.32 32.8 12 R2 All MCs 124 0.0 124 0.0 0.347 6.0 LOS A 2.1 52.1 0.32 0.15 0.32 32.5 Approach 429 0.4 429 0.4 0.347 6.1 LOS A 2.1 52.1 0.32 0.15 0.32 32.5 All Vehicles 1288 1.5 1288 1.5 0.452 7.5 LOS A 2.8 72.0 0.51 0.36 0.54 31.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 6:12:59 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave AM Existing (Site Folder: Existing)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 3rd Ave 3 L2 All MCs 215 4.6 215 4.6 0.438 7.8 LOS A 2.8 70.8 0.46 0.24 0.46 30.9 18 R2 All MCs 280 2.3 280 2.3 0.438 7.6 LOS A 2.8 70.8 0.46 0.24 0.46 31.3 Approach 495 3.3 495 3.3 0.438 7.7 LOS A 2.8 70.8 0.46 0.24 0.46 31.1 East: Graf St 1 L2 All MCs 198 2.5 198 2.5 0.318 6.5 LOS A 1.7 42.8 0.46 0.27 0.46 31.2 6 T1 All MCs 143 1.1 143 1.1 0.318 6.4 LOS A 1.7 42.8 0.46 0.27 0.46 31.9 Approach 341 1.9 341 1.9 0.318 6.4 LOS A 1.7 42.8 0.46 0.27 0.46 31.5 West: Graf St 2 T1 All MCs 157 3.2 157 3.2 0.287 6.0 LOS A 1.4 37.5 0.42 0.24 0.42 33.4 12 R2 All MCs 148 6.7 148 6.7 0.287 6.3 LOS A 1.4 37.5 0.42 0.24 0.42 33.0 Approach 305 4.9 305 4.9 0.287 6.1 LOS A 1.4 37.5 0.42 0.24 0.42 33.2 All Vehicles 1141 3.3 1141 3.3 0.438 6.9 LOS A 2.8 70.8 0.45 0.25 0.45 31.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 6:09:10 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 5 3 153 288 18 Future Vol, veh/h 11 5 3 153 288 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 12 5 3 163 306 19 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 475 306 325 0 - 0 Stage 1 306 - - - - - Stage 2 169 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 552 739 1246 - - - Stage 1 751 - - - - - Stage 2 866 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 550 739 1246 - - - Mov Cap-2 Maneuver 550 - - - - - Stage 1 749 - - - - - Stage 2 866 - - - - - Approach EB NB SB HCM Control Delay, s 11.2 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1246 - 598 - - HCM Lane V/C Ratio 0.003 - 0.028 - - HCM Control Delay (s) 7.9 0 11.2 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Queues 3: S 19th Ave & W Graf St 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 62 40 57 192 7 269 158 385 v/c Ratio 0.36 0.14 0.28 0.56 0.01 0.19 0.22 0.20 Control Delay 28.0 17.8 25.0 17.9 4.0 11.2 4.5 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.0 17.8 25.0 17.9 4.0 11.2 4.5 6.5 Queue Length 50th (ft) 19 9 17 26 1 27 15 23 Queue Length 95th (ft) 51 31 46 79 4 57 39 67 Internal Link Dist (ft) 1197 2411 2605 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 820 1286 978 1219 974 2487 976 2445 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.03 0.06 0.16 0.01 0.11 0.16 0.16 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 26 10 51 48 123 6 225 14 141 276 67 Future Volume (veh/h) 55 26 10 51 48 123 6 225 14 141 276 67 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 1695 1750 1750 1750 1750 1750 1750 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 62 29 11 57 54 138 7 253 16 158 310 75 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 4 0 0 0 0 0 0 1 0 0 1 0 Cap, veh/h 236 248 94 385 89 228 591 1393 88 705 1358 324 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.01 0.44 0.44 0.08 0.51 0.51 Sat Flow, veh/h 1172 1209 459 1389 436 1114 1667 3152 198 1667 2643 630 Grp Volume(v), veh/h 62 0 40 57 0 192 7 132 137 158 192 193 Grp Sat Flow(s),veh/h/ln 1172 0 1667 1389 0 1550 1667 1650 1701 1667 1650 1623 Q Serve(g_s), s 2.9 0.0 1.1 2.0 0.0 6.4 0.1 2.7 2.8 2.6 3.6 3.7 Cycle Q Clear(g_c), s 9.2 0.0 1.1 3.1 0.0 6.4 0.1 2.7 2.8 2.6 3.6 3.7 Prop In Lane 1.00 0.28 1.00 0.72 1.00 0.12 1.00 0.39 Lane Grp Cap(c), veh/h 236 0 342 385 0 317 591 729 752 705 847 834 V/C Ratio(X) 0.26 0.00 0.12 0.15 0.00 0.60 0.01 0.18 0.18 0.22 0.23 0.23 Avail Cap(c_a), veh/h 905 0 1294 1178 0 1202 1371 1274 1314 1366 1274 1254 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.6 0.0 18.3 19.6 0.0 20.4 8.6 9.6 9.6 6.3 7.6 7.6 Incr Delay (d2), s/veh 0.6 0.0 0.2 0.2 0.0 1.9 0.0 0.1 0.1 0.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.4 0.6 0.0 2.3 0.0 0.7 0.7 0.5 0.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 0.0 18.5 19.8 0.0 22.3 8.6 9.7 9.7 6.5 7.7 7.7 LnGrp LOS C A B B A C A A A A A A Approach Vol, veh/h 102 249 276 543 Approach Delay, s/veh 22.6 21.7 9.7 7.4 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 31.3 17.7 3.5 35.4 17.7 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 4.6 4.8 11.2 2.1 5.7 8.4 Green Ext Time (p_c), s 0.4 1.3 0.4 0.0 2.0 1.4 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th AWSC 5: Wagonwheel Rd & W Graf St 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 148 20 17 55 71 187 Future Vol, veh/h 148 20 17 55 71 187 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 6 0 0 0 Mvmt Flow 164 22 19 61 79 208 Number of Lanes 1 0 0 1 1 1 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left SB EB Conflicting Lanes Left 2 1 0 Conflicting Approach RightNB EB Conflicting Lanes Right 1 0 1 HCM Control Delay 9.4 8.6 8.5 HCM LOS A A A Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 24% 88% 0% 0% Vol Thru, % 76% 0% 100% 0% Vol Right, % 0% 12% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 72 168 71 187 LT Vol 17 148 0 0 Through Vol 55 0 71 0 RT Vol 0 20 0 187 Lane Flow Rate 80 187 79 208 Geometry Grp 5 2 7 7 Degree of Util (X) 0.109 0.249 0.111 0.251 Departure Headway (Hd) 4.922 4.806 5.046 4.342 Convergence, Y/N Yes Yes Yes Yes Cap 727 747 711 827 Service Time 2.957 2.837 2.772 2.068 HCM Lane V/C Ratio 0.11 0.25 0.111 0.252 HCM Control Delay 8.6 9.4 8.4 8.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 1 0.4 1 Queues 6: S 19th Ave & Stucky Rd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 286 76 84 338 454 335 v/c Ratio 0.68 0.17 0.19 0.36 0.48 0.35 Control Delay 27.6 5.1 10.2 10.4 11.6 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 5.1 10.2 10.4 11.6 3.9 Queue Length 50th (ft) 92 0 14 63 63 0 Queue Length 95th (ft) 142 22 44 138 244 110 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 578 577 431 935 944 955 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.13 0.19 0.36 0.48 0.35 Intersection Summary HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 260 69 76 308 413 305 Future Volume (veh/h) 260 69 76 308 413 305 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1723 1736 1736 Adj Flow Rate, veh/h 286 76 84 338 454 335 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 0 0 2 1 1 Cap, veh/h 348 314 433 1022 1030 873 Arrive On Green 0.21 0.21 0.59 0.59 0.59 0.59 Sat Flow, veh/h 1641 1483 698 1723 1736 1471 Grp Volume(v), veh/h 286 76 84 338 454 335 Grp Sat Flow(s),veh/h/ln 1641 1483 698 1723 1736 1471 Q Serve(g_s), s 10.0 2.6 4.5 6.0 8.6 7.2 Cycle Q Clear(g_c), s 10.0 2.6 13.2 6.0 8.6 7.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 348 314 433 1022 1030 873 V/C Ratio(X) 0.82 0.24 0.19 0.33 0.44 0.38 Avail Cap(c_a), veh/h 582 526 433 1022 1030 873 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.94 0.94 Uniform Delay (d), s/veh 22.6 19.6 10.4 6.2 6.7 6.4 Incr Delay (d2), s/veh 4.9 0.4 1.0 0.9 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.8 0.6 1.5 2.2 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.4 20.0 11.4 7.1 8.0 7.6 LnGrp LOS C C B A A A Approach Vol, veh/h 362 422 789 Approach Delay, s/veh 25.9 7.9 7.9 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 41.6 18.4 41.6 Change Period (Y+Rc), s * 6 * 5.7 * 6 Max Green Setting (Gmax), s * 27 * 21 * 27 Max Q Clear Time (g_c+I1), s 15.2 12.0 10.6 Green Ext Time (p_c), s 1.8 0.8 3.3 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 13: S 19th Ave & Goldenstein Ln 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 42 63 215 35 89 266 Future Vol, veh/h 42 63 215 35 89 266 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 500 680 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 10 7 0 14 1 Mvmt Flow 45 68 231 38 96 286 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 709 231 0 0 269 0 Stage 1 231 - - - - - Stage 2 478 - - - - - Critical Hdwy 6.4 6.3 - - 4.24 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.39 - - 2.326 - Pot Cap-1 Maneuver 404 789 - - 1228 - Stage 1 812 - - - - - Stage 2 628 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 372 789 - - 1228 - Mov Cap-2 Maneuver 372 - - - - - Stage 1 812 - - - - - Stage 2 579 - - - - - Approach WB NB SB HCM Control Delay, s 13.3 0 2.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 545 1228 - HCM Lane V/C Ratio - - 0.207 0.078 - HCM Control Delay (s) - - 13.3 8.2 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.8 0.3 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 62 104 99 19 20 70 Future Vol, veh/h 62 104 99 19 20 70 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 95 95 95 95 95 95 Heavy Vehicles, % 3 9 5 0 0 3 Mvmt Flow 65 109 104 20 21 74 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 124 0 - 0 353 114 Stage 1 - - - - 114 - Stage 2 - - - - 239 - Critical Hdwy 4.13 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.227 - - - 3.5 3.327 Pot Cap-1 Maneuver 1457 - - - 649 936 Stage 1 - - - - 916 - Stage 2 - - - - 805 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1457 - - - 618 936 Mov Cap-2 Maneuver - - - - 618 - Stage 1 - - - - 872 - Stage 2 - - - - 805 - Approach EB WB SB HCM Control Delay, s 2.8 0 9.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1457 - - - 840 HCM Lane V/C Ratio 0.045 - - - 0.113 HCM Control Delay (s) 7.6 0 - - 9.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0.4 Queues 27: S 19th Ave & W Kagy Blvd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 78 29 21 199 10 524 13 377 170 398 480 v/c Ratio 0.30 0.08 0.06 0.77 0.03 0.80 0.02 0.21 0.20 0.54 0.21 Control Delay 41.7 36.1 0.3 64.0 34.6 32.1 7.8 16.3 5.6 9.7 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.7 36.1 0.3 64.0 34.6 32.1 7.8 16.3 5.6 9.7 8.7 Queue Length 50th (ft) 52 18 0 147 6 282 1 72 8 97 56 Queue Length 95th (ft) 90 41 0 213 20 309 m8 154 57 188 128 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 438 589 536 434 589 883 607 1769 862 873 2277 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.05 0.04 0.46 0.02 0.59 0.02 0.21 0.20 0.46 0.21 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 27 19 183 9 482 12 347 156 366 434 7 Future Volume (veh/h) 72 27 19 183 9 482 12 347 156 366 434 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1682 1750 1750 1750 1750 1736 1723 1750 1750 1750 Adj Flow Rate, veh/h 78 29 21 199 10 524 13 377 170 398 472 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 5 0 0 0 0 1 2 0 0 0 Cap, veh/h 333 551 449 478 551 697 472 1377 609 662 1866 32 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.03 0.83 0.83 0.16 0.56 0.56 Sat Flow, veh/h 877 1750 1425 1376 1750 1483 1667 3299 1460 1667 3346 57 Grp Volume(v), veh/h 78 29 21 199 10 524 13 377 170 398 234 246 Grp Sat Flow(s),veh/h/ln 877 1750 1425 1376 1750 1483 1667 1650 1460 1667 1663 1740 Q Serve(g_s), s 8.1 1.4 1.2 14.1 0.5 34.7 0.5 2.9 3.0 15.5 8.7 8.7 Cycle Q Clear(g_c), s 8.5 1.4 1.2 15.5 0.5 34.7 0.5 2.9 3.0 15.5 8.7 8.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 333 551 449 478 551 697 472 1377 609 662 927 970 V/C Ratio(X) 0.23 0.05 0.05 0.42 0.02 0.75 0.03 0.27 0.28 0.60 0.25 0.25 Avail Cap(c_a), veh/h 352 589 480 507 589 729 601 1377 609 931 927 970 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.2 28.6 28.6 34.0 28.3 26.0 19.2 6.0 6.0 13.5 13.7 13.7 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.6 0.0 4.2 0.0 0.4 1.0 0.9 0.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.6 0.4 4.8 0.2 12.6 0.2 1.0 1.0 5.6 3.3 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.6 28.7 28.6 34.6 28.3 30.2 19.2 6.4 7.0 14.4 14.3 14.3 LnGrp LOS C C C C C C B A A B B B Approach Vol, veh/h 128 733 560 878 Approach Delay, s/veh 30.4 31.4 6.9 14.3 Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.6 55.0 42.4 5.8 71.8 42.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4 Max Q Clear Time (g_c+I1), s 17.5 5.0 10.5 2.5 10.7 36.7 Green Ext Time (p_c), s 1.2 2.9 0.7 0.0 2.8 1.1 Intersection Summary HCM 6th Ctrl Delay 18.9 HCM 6th LOS B Queues 33: S 11th Ave & W Kagy Blvd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 59 510 45 554 122 227 141 248 v/c Ratio 0.17 0.70 0.12 0.77 0.33 0.60 0.37 0.65 Control Delay 11.3 27.6 10.9 30.9 17.6 31.2 18.1 33.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.3 27.6 10.9 30.9 17.6 31.2 18.1 33.0 Queue Length 50th (ft) 13 206 10 233 37 90 44 101 Queue Length 95th (ft) 36 #438 29 #500 74 162 84 179 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 394 727 429 723 387 684 393 685 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.70 0.10 0.77 0.32 0.33 0.36 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 429 71 44 433 110 120 162 61 138 182 61 Future Volume (veh/h) 58 429 71 44 433 110 120 162 61 138 182 61 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 1736 1750 1750 1750 1750 1750 1750 1750 1736 1750 1750 Adj Flow Rate, veh/h 59 438 72 45 442 112 122 165 62 141 186 62 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 1 0 0 0 0 0 0 0 1 0 0 Cap, veh/h 269 565 93 301 514 130 332 227 85 351 250 83 Arrive On Green 0.04 0.39 0.39 0.04 0.38 0.38 0.08 0.19 0.19 0.09 0.20 0.20 Sat Flow, veh/h 1667 1454 239 1667 1347 341 1667 1212 456 1654 1256 419 Grp Volume(v), veh/h 59 0 510 45 0 554 122 0 227 141 0 248 Grp Sat Flow(s),veh/h/ln 1667 0 1693 1667 0 1689 1667 0 1668 1654 0 1675 Q Serve(g_s), s 1.2 0.0 14.8 0.9 0.0 17.0 3.2 0.0 7.2 3.8 0.0 7.8 Cycle Q Clear(g_c), s 1.2 0.0 14.8 0.9 0.0 17.0 3.2 0.0 7.2 3.8 0.0 7.8 Prop In Lane 1.00 0.14 1.00 0.20 1.00 0.27 1.00 0.25 Lane Grp Cap(c), veh/h 269 0 658 301 0 644 332 0 312 351 0 333 V/C Ratio(X) 0.22 0.00 0.78 0.15 0.00 0.86 0.37 0.00 0.73 0.40 0.00 0.74 Avail Cap(c_a), veh/h 464 0 857 508 0 854 464 0 802 462 0 806 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.4 0.0 15.0 11.7 0.0 16.0 16.7 0.0 21.5 16.4 0.0 21.1 Incr Delay (d2), s/veh 0.4 0.0 3.3 0.2 0.0 7.0 0.7 0.0 3.2 0.7 0.0 3.3 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 0.4 0.0 5.3 0.3 0.0 6.6 1.2 0.0 2.9 1.4 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 0.0 18.4 12.0 0.0 22.9 17.4 0.0 24.7 17.2 0.0 24.4 LnGrp LOS B A B B A C B A C B A C Approach Vol, veh/h 569 599 349 389 Approach Delay, s/veh 17.8 22.1 22.2 21.8 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.0 27.4 7.5 16.2 5.4 27.0 8.2 15.5 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 2.9 16.8 5.2 9.8 3.2 19.0 5.8 9.2 Green Ext Time (p_c), s 0.0 2.5 0.1 1.4 0.0 2.5 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 20.8 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 138 427 63 109 321 129 78 174 78 130 243 v/c Ratio 0.26 0.65 0.07 0.25 0.51 0.21 0.21 0.59 0.25 0.31 0.70 Control Delay 12.2 30.4 4.4 12.4 27.8 8.0 20.0 43.8 12.2 20.9 43.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 30.4 4.4 12.4 27.8 8.0 20.0 43.8 12.2 20.9 43.4 Queue Length 50th (ft) 35 193 2 27 138 8 28 90 3 48 120 Queue Length 95th (ft) 80 364 23 65 271 53 61 171 43 94 218 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 806 655 1311 787 647 623 709 647 600 708 629 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.65 0.05 0.14 0.50 0.21 0.11 0.27 0.13 0.18 0.39 Intersection Summary HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 384 57 98 289 116 70 157 70 117 158 60 Future Volume (veh/h) 124 384 57 98 289 116 70 157 70 117 158 60 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 1736 1750 1750 1736 1750 1750 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 138 427 63 109 321 0 78 174 78 130 176 67 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 1 0 0 1 0 0 1 0 0 1 0 Cap, veh/h 424 529 560 335 517 313 294 251 380 237 90 Arrive On Green 0.09 0.30 0.30 0.08 0.30 0.00 0.07 0.17 0.17 0.10 0.20 0.20 Sat Flow, veh/h 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1198 456 Grp Volume(v), veh/h 138 427 63 109 321 0 78 174 78 130 0 243 Grp Sat Flow(s),veh/h/ln 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 0 1654 Q Serve(g_s), s 3.2 13.4 1.6 2.5 9.4 0.0 2.2 5.4 2.7 3.6 0.0 8.1 Cycle Q Clear(g_c), s 3.2 13.4 1.6 2.5 9.4 0.0 2.2 5.4 2.7 3.6 0.0 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 424 529 560 335 517 313 294 251 380 0 327 V/C Ratio(X) 0.33 0.81 0.11 0.33 0.62 0.25 0.59 0.31 0.34 0.00 0.74 Avail Cap(c_a), veh/h 1319 974 940 1242 974 1239 974 832 1258 0 928 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 18.9 11.9 13.6 17.8 0.0 18.1 22.6 21.4 16.8 0.0 22.2 Incr Delay (d2), s/veh 0.4 3.0 0.1 0.6 1.2 0.0 0.4 1.9 0.7 0.5 0.0 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 5.1 0.5 0.9 3.5 0.0 0.8 2.3 0.9 1.3 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.3 21.9 12.0 14.2 19.0 0.0 18.5 24.5 22.1 17.3 0.0 25.6 LnGrp LOS B C B B B B C C B A C Approach Vol, veh/h 628 430 330 373 Approach Delay, s/veh 19.0 17.8 22.5 22.7 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.0 24.9 7.3 18.6 8.4 24.5 9.0 17.0 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 4.5 15.4 4.2 10.1 5.2 11.4 5.6 7.4 Green Ext Time (p_c), s 0.3 2.6 0.2 1.5 0.4 1.8 0.4 1.3 Intersection Summary HCM 6th Ctrl Delay 20.1 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 42: W Graf St & S 3rd Ave 02/23/2023 PM Peak Jarrett 5:23 pm 02/23/2023 Existing Conditions (2022)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 25 64 170 25 47 233 Future Vol, veh/h 25 64 170 25 47 233 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 29 75 200 29 55 274 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 599 215 0 0 229 0 Stage 1 215 - - - - - Stage 2 384 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 468 830 - - 1351 - Stage 1 826 - - - - - Stage 2 693 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 446 830 - - 1351 - Mov Cap-2 Maneuver 446 - - - - - Stage 1 826 - - - - - Stage 2 660 - - - - - Approach WB NB SB HCM Control Delay, s 11.4 0 1.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 668 1351 - HCM Lane V/C Ratio - - 0.157 0.041 - HCM Control Delay (s) - - 11.4 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.6 0.1 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf PM Existing (Site Folder: Existing)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 All MCs 33 0.0 33 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 32.3 8 T1 All MCs 11 0.0 11 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 32.9 18 R2 All MCs 6 0.0 6 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 32.7 Approach 50 0.0 50 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 32.5 East: Graf St 1 L2 All MCs 11 0.0 11 0.0 0.130 3.8 LOS A 0.6 15.3 0.22 0.09 0.22 33.8 6 T1 All MCs 125 0.0 125 0.0 0.130 3.8 LOS A 0.6 15.3 0.22 0.09 0.22 34.5 16 R2 All MCs 30 0.0 30 0.0 0.130 3.8 LOS A 0.6 15.3 0.22 0.09 0.22 34.2 Approach 165 0.0 165 0.0 0.130 3.8 LOS A 0.6 15.3 0.22 0.09 0.22 34.4 North: S 11th Ave 7 L2 All MCs 46 0.0 46 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.18 0.33 32.9 4 T1 All MCs 36 0.0 36 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.18 0.33 33.6 14 R2 All MCs 83 0.0 83 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.18 0.33 33.3 Approach 165 0.0 165 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.18 0.33 33.3 West: Graf St 5 L2 All MCs 33 0.0 33 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.11 0.25 33.3 2 T1 All MCs 129 0.0 129 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.11 0.25 34.0 12 R2 All MCs 52 0.0 52 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.11 0.25 33.7 Approach 214 0.0 214 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.11 0.25 33.8 All Vehicles 595 0.0 595 0.0 0.171 4.1 LOS A 0.8 20.9 0.27 0.13 0.27 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 6:13:41 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave PM Existing (Site Folder: Existing)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 3rd Ave 3 L2 All MCs 65 0.0 65 0.0 0.118 3.9 LOS A 0.5 13.6 0.26 0.12 0.26 32.7 18 R2 All MCs 80 0.0 80 0.0 0.118 3.9 LOS A 0.5 13.6 0.26 0.12 0.26 33.0 Approach 145 0.0 145 0.0 0.118 3.9 LOS A 0.5 13.6 0.26 0.12 0.26 32.9 East: Graf St 1 L2 All MCs 87 0.0 87 0.0 0.170 4.1 LOS A 0.8 20.9 0.20 0.08 0.20 32.8 6 T1 All MCs 132 0.0 132 0.0 0.170 4.1 LOS A 0.8 20.9 0.20 0.08 0.20 33.4 Approach 219 0.0 219 0.0 0.170 4.1 LOS A 0.8 20.9 0.20 0.08 0.20 33.1 West: Graf St 2 T1 All MCs 114 0.9 114 0.9 0.148 4.1 LOS A 0.7 17.8 0.23 0.10 0.23 34.5 12 R2 All MCs 73 0.0 73 0.0 0.148 4.0 LOS A 0.7 17.8 0.23 0.10 0.23 34.2 Approach 186 0.5 186 0.5 0.148 4.1 LOS A 0.7 17.8 0.23 0.10 0.23 34.4 All Vehicles 551 0.2 551 0.2 0.170 4.0 LOS A 0.8 20.9 0.23 0.10 0.23 33.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 6:09:51 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 APPENDIX C CAPACITY CALCULATIONS – FUTURE (2037) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 36.6 D 5 35.1 D 6 WB 30.0 C 10 33.4 C 22 NB 13.8 B 17 27.0 C 10 SB 24.6 C 25 29.7 C 23 Intersection 22.9 C --30.8 C -- EB 171.7 F 38 199.2 F 38 WB 99.5 F 29 262.9 F 41 NB 40.1 D 19 32.5 C 13 SB 21.5 C 6 36.9 D 15 Intersection 102.7 F --155.3 F -- EB 29.9 C 22 60.1 E 39 WB 35.7 D 25 34.4 C 29 NB 29.8 C 20 32.8 C 13 SB 25.7 C 10 36.9 D 17 Intersection 30.9 C --43.8 D -- EB 33.0 C 14 30.0 C 11 NB 25.3 C 17 16.8 B 8 SB 20.1 C 4 19.5 B 13 Intersection 26.0 C --21.5 B -- EB 27.6 C 5 25.0 C 4 WB 25.3 C 6 22.5 C 7 NB 27.3 C 10 15.9 B 4 SB 17.9 B 7 11.3 B 5 Intersection 24.1 C --16.3 B -- EB 6.1 A 3 5.4 A 2 WB 9.4 A 3 4.7 A 2 NB 7.4 A 2 4.2 A 1 SB 5.8 A 1 5.5 A 2 Intersection 7.4 A --5.1 A -- EB 6.2 A 2 5.3 A 2 WB 6.6 A 2 5.5 A 2 NB 8.0 A 3 5.0 A 1 Intersection 7.1 A --5.3 A -- EB 19.0 C 6 12.3 B 3 NB 12.2 B 2 9.8 A 1 SB 10.8 B 2 10.6 B 3 Intersection 14.8 B --11.1 B -- WB 22.6 C 4 15.2 C 2 NB 0.0 A 0 0.0 A 0 SB 1.7 A 1 1.3 A 1 Intersection 5.3 A --3.0 A -- EB 20.6 C 1 19.5 C 1 WB 13.2 B 1 12.4 B 1 NB 0.0 A 0 0.2 A 0 SB 1.6 A 1 1.2 A 1 Intersection 2.2 A --2.7 A -- WB 17.8 C 3 20.1 C 3 NB 0.0 A 0 0.0 A 0 SB 3.2 A 1 2.5 A 1 Intersection 4.6 A --4.6 A -- EB 4.2 A 1 2.9 A 1 WB 0.0 A 0 0.0 A 0 SB 12.0 B 1 11.5 B 1 Intersection 4.4 A --4.1 A -- EB 10.1 B 1 10.0 B 1 NB 0.1 A 0 1.0 A 0 SB 0.0 A 0 0.0 A 0 Intersection 0.6 A --0.8 A -- EB 0.1 A 0 0.5 A 1 WB 0.0 A 0 0.0 A 0 SB 13.3 B 1 11.9 B 1 Intersection 0.4 A --0.5 A -- Graf Street & Spring Ridge Drive Goldenstein Lane & South 3rd Avenue Intersection Control One-Way Stop-Control (EB) South 11th Avenue & Staudaher Street Intersection Control One-Way Stop-Control (SB) South 3rd Avenue & Graf Street Intersection Control One-Way Stop-Control (WB) South 19th Avenue & Goldenstein Lane Intersection Control One-Way Stop-Control (SB) Intersection Control Two-Way Stop-Control (EB/WB) Blackwood Road & South 19th Avenue Graf Street & South 3rd Avenue Intersection Control All-Way Stop-Control Wagonwheel Road & Graf Street Intersection Control One-Way Stop-Control (WB) South 19th Avenue & Graf Street Intersection Control Roundabout South 11th Avenue & Graf Street Intersection Control Roundabout Kagy Boulevard & South Willson Avenue Intersection Control Signalized South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Signalized Intersection Control Signalized Intersection Approach Future (2037) AM Peak PM Peak HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)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 26 0 2 12 0 48 2 456 12 46 195 5 Future Vol, veh/h 26 0 2 12 0 48 2 456 12 46 195 5 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 - - - 150 - - - - - - - 0 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 2 0 0 2 0 Mvmt Flow 28 0 2 13 0 52 2 496 13 50 212 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 845 825 212 823 824 503 217 0 0 509 0 0 Stage 1 312 312 - 507 507 - - - - - - - Stage 2 533 513 - 316 317 - - - - - - - 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 285 310 833 295 310 573 1365 - - 1066 - - Stage 1 703 661 - 552 543 - - - - - - - Stage 2 534 539 - 699 658 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 248 293 833 282 293 573 1365 - - 1066 - - Mov Cap-2 Maneuver 248 293 - 282 293 - - - - - - - Stage 1 702 626 - 551 542 - - - - - - - Stage 2 484 538 - 660 623 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.6 13.2 0 1.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1365 - - 261 282 573 1066 - - HCM Lane V/C Ratio 0.002 - - 0.117 0.046 0.091 0.047 - - HCM Control Delay (s) 7.6 0 - 20.6 18.4 11.9 8.5 0 - HCM Lane LOS A A - C C B A A - HCM 95th %tile Q(veh) 0 - - 0.4 0.1 0.3 0.1 - - Queues 3: S 19th Ave & W Graf St 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 101 94 34 459 15 556 259 247 v/c Ratio 0.66 0.16 0.08 0.61 0.03 0.56 0.53 0.17 Control Delay 46.6 19.6 19.6 9.3 13.7 29.8 17.0 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.6 19.6 19.6 9.3 13.7 29.8 17.0 15.9 Queue Length 50th (ft) 45 33 12 37 4 132 74 34 Queue Length 95th (ft) 120 75 35 138 16 235 156 83 Internal Link Dist (ft) 1197 1862 2605 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 233 910 639 952 770 1690 658 1637 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.10 0.05 0.48 0.02 0.33 0.39 0.15 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 80 6 31 44 378 14 431 81 238 191 36 Future Volume (veh/h) 93 80 6 31 44 378 14 431 81 238 191 36 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 1682 1750 1750 1750 1750 1723 1750 1736 1750 1736 1709 1614 Adj Flow Rate, veh/h 101 87 7 34 48 411 15 468 88 259 208 39 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, % 5 0 0 0 0 2 0 1 0 1 3 10 Cap, veh/h 209 640 52 567 63 541 444 801 150 426 1106 204 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.02 0.29 0.29 0.13 0.40 0.40 Sat Flow, veh/h 911 1598 129 1323 158 1349 1667 2774 519 1654 2738 504 Grp Volume(v), veh/h 101 0 94 34 0 459 15 277 279 259 122 125 Grp Sat Flow(s),veh/h/ln 911 0 1727 1323 0 1507 1667 1650 1643 1654 1624 1618 Q Serve(g_s), s 9.3 0.0 3.0 1.4 0.0 22.7 0.5 12.4 12.6 8.9 4.2 4.3 Cycle Q Clear(g_c), s 32.0 0.0 3.0 4.4 0.0 22.7 0.5 12.4 12.6 8.9 4.2 4.3 Prop In Lane 1.00 0.07 1.00 0.90 1.00 0.32 1.00 0.31 Lane Grp Cap(c), veh/h 209 0 692 567 0 604 444 476 474 426 656 654 V/C Ratio(X) 0.48 0.00 0.14 0.06 0.00 0.76 0.03 0.58 0.59 0.61 0.19 0.19 Avail Cap(c_a), veh/h 306 0 875 708 0 764 935 832 829 722 819 817 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.2 0.0 16.5 17.9 0.0 22.4 21.0 26.3 26.4 17.6 16.6 16.7 Incr Delay (d2), s/veh 1.7 0.0 0.1 0.0 0.0 3.4 0.0 1.1 1.2 1.4 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 1.1 0.4 0.0 8.2 0.2 4.5 4.6 3.0 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.9 0.0 16.5 17.9 0.0 25.8 21.1 27.5 27.5 19.0 16.8 16.8 LnGrp LOS D A B B A C C C C B B B Approach Vol, veh/h 195 493 571 506 Approach Delay, s/veh 27.6 25.3 27.3 17.9 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.5 31.3 40.8 4.5 41.3 40.8 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 10.9 14.6 34.0 2.5 6.3 24.7 Green Ext Time (p_c), s 0.6 2.9 0.6 0.0 1.2 3.2 Intersection Summary HCM 6th Ctrl Delay 24.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: W Graf St & Spring Ridge Drive 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 390 407 3 7 12 Future Vol, veh/h 6 390 407 3 7 12 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 2 2 0 0 0 Mvmt Flow 7 424 442 3 8 13 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 445 0 - 0 882 444 Stage 1 - - - - 444 - Stage 2 - - - - 438 - 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 1126 - - - 319 618 Stage 1 - - - - 651 - Stage 2 - - - - 655 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1126 - - - 316 618 Mov Cap-2 Maneuver - - - - 316 - Stage 1 - - - - 646 - Stage 2 - - - - 655 - Approach EB WB SB HCM Control Delay, s 0.1 0 13.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1126 - - - 457 HCM Lane V/C Ratio 0.006 - - - 0.045 HCM Control Delay (s) 8.2 0 - - 13.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th AWSC 5: Wagonwheel Rd & W Graf St 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 5 Intersection Intersection Delay, s/veh 14.8 Intersection LOS B Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 380 23 42 165 78 207 Future Vol, veh/h 380 23 42 165 78 207 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 0 0 2 2 2 Mvmt Flow 413 25 46 179 85 225 Number of Lanes 1 0 0 1 1 1 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left SB EB Conflicting Lanes Left 2 1 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 1 HCM Control Delay 19 12.2 10.8 HCM LOS C B B Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 20% 94% 0% 0% Vol Thru, % 80% 0% 100% 0% Vol Right, % 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 207 403 78 207 LT Vol 42 380 0 0 Through Vol 165 0 78 0 RT Vol 0 23 0 207 Lane Flow Rate 225 438 85 225 Geometry Grp 5 2 7 7 Degree of Util (X) 0.364 0.669 0.146 0.342 Departure Headway (Hd) 5.818 5.502 6.191 5.479 Convergence, Y/N Yes Yes Yes Yes Cap 616 657 579 655 Service Time 3.862 3.536 3.935 3.223 HCM Lane V/C Ratio 0.365 0.667 0.147 0.344 HCM Control Delay 12.2 19 10 11.1 HCM Lane LOS B C A B HCM 95th-tile Q 1.7 5.1 0.5 1.5 Queues 6: S 19th Ave & Stucky Rd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 512 145 207 675 352 312 v/c Ratio 0.91 0.24 0.50 0.85 0.45 0.37 Control Delay 42.1 4.1 17.1 28.2 11.5 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 4.1 17.1 28.2 11.5 2.4 Queue Length 50th (ft) 169 0 51 209 121 9 Queue Length 95th (ft) #333 31 109 #404 76 19 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 584 616 411 793 784 848 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.24 0.50 0.85 0.45 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 471 133 190 621 324 287 Future Volume (veh/h) 471 133 190 621 324 287 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1736 1736 1723 1709 1736 Adj Flow Rate, veh/h 512 145 207 675 352 312 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 2 3 1 Cap, veh/h 558 496 338 806 799 688 Arrive On Green 0.34 0.34 0.47 0.47 0.15 0.15 Sat Flow, veh/h 1654 1471 778 1723 1709 1471 Grp Volume(v), veh/h 512 145 207 675 352 312 Grp Sat Flow(s),veh/h/ln 1654 1471 778 1723 1709 1471 Q Serve(g_s), s 17.8 4.3 15.7 20.6 11.2 11.6 Cycle Q Clear(g_c), s 17.8 4.3 26.9 20.6 11.2 11.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 558 496 338 806 799 688 V/C Ratio(X) 0.92 0.29 0.61 0.84 0.44 0.45 Avail Cap(c_a), veh/h 587 522 338 806 799 688 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.92 0.92 Uniform Delay (d), s/veh 19.1 14.6 21.1 14.0 18.2 18.4 Incr Delay (d2), s/veh 19.0 0.3 8.0 10.1 1.6 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 1.3 3.1 7.9 4.6 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.1 14.9 29.2 24.1 19.9 20.4 LnGrp LOS D B C C B C Approach Vol, veh/h 657 882 664 Approach Delay, s/veh 33.0 25.3 20.1 Approach LOS C C C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 34.1 25.9 34.1 Change Period (Y+Rc), s * 6 * 5.7 * 6 Max Green Setting (Gmax), s * 27 * 21 * 27 Max Q Clear Time (g_c+I1), s 28.9 19.8 13.6 Green Ext Time (p_c), s 0.0 0.4 2.5 Intersection Summary HCM 6th Ctrl Delay 26.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 13: S 19th Ave & Goldenstein Ln 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 58 139 385 93 93 167 Future Vol, veh/h 58 139 385 93 93 167 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 500 680 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 1 3 2 6 3 Mvmt Flow 63 151 418 101 101 182 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 802 418 0 0 519 0 Stage 1 418 - - - - - Stage 2 384 - - - - - Critical Hdwy 6.43 6.21 - - 4.16 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.309 - - 2.254 - Pot Cap-1 Maneuver 352 637 - - 1027 - Stage 1 662 - - - - - Stage 2 686 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 318 637 - - 1027 - Mov Cap-2 Maneuver 318 - - - - - Stage 1 662 - - - - - Stage 2 619 - - - - - Approach WB NB SB HCM Control Delay, s 17.8 0 3.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 492 1027 - HCM Lane V/C Ratio - - 0.435 0.098 - HCM Control Delay (s) - - 17.8 8.9 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 2.2 0.3 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 156 142 137 70 29 97 Future Vol, veh/h 156 142 137 70 29 97 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, % 1 6 2 2 0 3 Mvmt Flow 170 154 149 76 32 105 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 225 0 - 0 681 187 Stage 1 - - - - 187 - Stage 2 - - - - 494 - Critical Hdwy 4.11 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.209 - - - 3.5 3.327 Pot Cap-1 Maneuver 1350 - - - 419 852 Stage 1 - - - - 850 - Stage 2 - - - - 617 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1350 - - - 361 852 Mov Cap-2 Maneuver - - - - 361 - Stage 1 - - - - 733 - Stage 2 - - - - 617 - Approach EB WB SB HCM Control Delay, s 4.2 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1350 - - - 649 HCM Lane V/C Ratio 0.126 - - - 0.211 HCM Control Delay (s) 8 0 - - 12 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.4 - - - 0.8 HCM 6th TWSC 22: S 11th Ave & Staudaher St 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 19 4 374 123 2 Future Vol, veh/h 8 19 4 374 123 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free 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 2 2 0 Mvmt Flow 9 21 4 407 134 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 550 135 136 0 - 0 Stage 1 135 - - - - - Stage 2 415 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 500 919 1461 - - - Stage 1 896 - - - - - Stage 2 671 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 498 919 1461 - - - Mov Cap-2 Maneuver 498 - - - - - Stage 1 892 - - - - - Stage 2 671 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1461 - 735 - - HCM Lane V/C Ratio 0.003 - 0.04 - - HCM Control Delay (s) 7.5 0 10.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Queues 27: S 19th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 105 105 35 200 76 487 47 757 383 635 462 v/c Ratio 0.40 0.28 0.09 0.85 0.21 0.54 0.13 0.75 0.53 0.90 0.23 Control Delay 43.8 39.9 0.5 74.8 38.2 13.9 14.7 40.8 7.1 41.4 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.8 39.9 0.5 74.8 38.2 13.9 14.7 40.8 7.1 41.4 10.7 Queue Length 50th (ft) 70 68 0 149 48 163 15 295 21 351 76 Queue Length 95th (ft) 117 112 0 227 86 223 m15 m#416 m50 #619 123 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 334 472 467 300 472 943 418 1004 716 736 2030 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.22 0.07 0.67 0.16 0.52 0.11 0.75 0.53 0.86 0.23 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 97 32 184 70 448 43 696 352 584 383 42 Future Volume (veh/h) 97 97 32 184 70 448 43 696 352 584 383 42 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 1709 1750 1723 1750 1736 1750 1736 1709 1709 Adj Flow Rate, veh/h 105 105 35 200 76 487 47 757 383 635 416 46 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 3 0 2 0 1 0 1 3 3 Cap, veh/h 367 458 388 334 458 759 462 1213 545 669 1749 192 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.07 0.74 0.74 0.26 0.59 0.59 Sat Flow, veh/h 1344 1750 1483 1279 1750 1460 1667 3299 1483 1654 2950 324 Grp Volume(v), veh/h 105 105 35 200 76 487 47 757 383 635 228 234 Grp Sat Flow(s),veh/h/ln 1344 1750 1483 1279 1750 1460 1667 1650 1483 1654 1624 1651 Q Serve(g_s), s 7.8 5.7 2.1 17.5 4.0 28.8 2.1 13.5 17.0 27.0 8.0 8.1 Cycle Q Clear(g_c), s 11.9 5.7 2.1 23.1 4.0 28.8 2.1 13.5 17.0 27.0 8.0 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 367 458 388 334 458 759 462 1213 545 669 963 979 V/C Ratio(X) 0.29 0.23 0.09 0.60 0.17 0.64 0.10 0.62 0.70 0.95 0.24 0.24 Avail Cap(c_a), veh/h 378 473 400 345 473 771 560 1213 545 876 963 979 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.36 0.36 0.36 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.8 34.8 33.5 43.9 34.2 20.8 21.4 11.8 12.3 17.1 11.6 11.6 Incr Delay (d2), s/veh 0.4 0.3 0.1 2.7 0.2 1.8 0.0 0.9 2.8 16.6 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 2.5 0.8 5.7 1.7 9.8 0.8 3.3 3.6 12.0 2.9 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.2 35.0 33.6 46.6 34.4 22.5 21.5 12.7 15.0 33.7 12.2 12.2 LnGrp LOS D D C D C C C B B C B B Approach Vol, veh/h 245 763 1187 1097 Approach Delay, s/veh 36.6 30.0 13.8 24.6 Approach LOS D C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 35.0 49.0 36.0 8.0 76.0 36.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4 Max Q Clear Time (g_c+I1), s 29.0 19.0 13.9 4.1 10.1 30.8 Green Ext Time (p_c), s 2.0 4.2 0.9 0.0 2.8 0.6 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 71 863 27 683 133 497 97 183 v/c Ratio 0.31 1.25 0.13 1.17 0.27 0.92 0.39 0.34 Control Delay 16.6 152.5 14.1 121.4 15.9 53.7 18.9 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 152.5 14.1 121.4 15.9 53.7 18.9 23.6 Queue Length 50th (ft) 21 ~572 8 ~486 42 264 30 71 Queue Length 95th (ft) 45 #926 22 #712 79 #474 60 131 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 259 688 264 586 506 558 266 552 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 1.25 0.10 1.17 0.26 0.89 0.36 0.33 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 703 91 25 517 111 122 335 122 89 127 41 Future Volume (veh/h) 65 703 91 25 517 111 122 335 122 89 127 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1736 1723 1750 1723 1709 1736 1723 1736 1723 1695 1750 Adj Flow Rate, veh/h 71 764 99 27 562 121 133 364 133 97 138 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 2 0 2 3 1 2 1 2 4 0 Cap, veh/h 161 574 74 130 498 107 485 393 144 218 378 123 Arrive On Green 0.04 0.38 0.38 0.02 0.36 0.36 0.08 0.33 0.33 0.06 0.31 0.31 Sat Flow, veh/h 1667 1506 195 1667 1374 296 1654 1204 440 1641 1224 399 Grp Volume(v), veh/h 71 0 863 27 0 683 133 0 497 97 0 183 Grp Sat Flow(s),veh/h/ln 1667 0 1701 1667 0 1669 1654 0 1644 1641 0 1624 Q Serve(g_s), s 2.1 0.0 29.9 0.8 0.0 28.4 4.2 0.0 22.9 3.1 0.0 6.9 Cycle Q Clear(g_c), s 2.1 0.0 29.9 0.8 0.0 28.4 4.2 0.0 22.9 3.1 0.0 6.9 Prop In Lane 1.00 0.11 1.00 0.18 1.00 0.27 1.00 0.25 Lane Grp Cap(c), veh/h 161 0 648 130 0 605 485 0 537 218 0 502 V/C Ratio(X) 0.44 0.00 1.33 0.21 0.00 1.13 0.27 0.00 0.93 0.44 0.00 0.36 Avail Cap(c_a), veh/h 283 0 648 283 0 605 550 0 566 311 0 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.6 0.0 24.3 20.2 0.0 25.0 16.3 0.0 25.5 20.0 0.0 21.1 Incr Delay (d2), s/veh 1.9 0.0 159.8 0.8 0.0 77.6 0.3 0.0 20.9 1.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 39.6 0.3 0.0 23.3 1.6 0.0 11.7 1.2 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.5 0.0 184.0 21.0 0.0 102.6 16.6 0.0 46.4 21.4 0.0 21.5 LnGrp LOS C A F C A F B A D C A C Approach Vol, veh/h 934 710 630 280 Approach Delay, s/veh 171.7 99.5 40.1 21.5 Approach LOS F F D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.8 35.5 8.9 29.2 6.2 34.0 7.6 30.6 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 2.8 31.9 6.2 8.9 4.1 30.4 5.1 24.9 Green Ext Time (p_c), s 0.0 0.0 0.1 1.0 0.0 0.0 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 102.7 HCM 6th LOS F Queues 36: W Kagy Blvd & S Willson Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 113 454 54 162 524 216 133 425 228 107 253 v/c Ratio 0.46 0.86 0.08 0.52 0.95 0.39 0.29 0.80 0.45 0.35 0.50 Control Delay 22.8 54.1 6.0 23.2 65.5 16.7 19.1 48.4 22.9 20.4 33.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.8 54.1 6.0 23.2 65.5 16.7 19.1 48.4 22.9 20.4 33.8 Queue Length 50th (ft) 43 296 2 63 354 54 52 270 77 41 133 Queue Length 95th (ft) 80 #530 25 110 #616 129 97 #476 165 81 236 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 594 527 1070 611 551 552 678 532 502 606 508 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.86 0.05 0.27 0.95 0.39 0.20 0.80 0.45 0.18 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 418 50 149 482 199 122 391 210 98 144 88 Future Volume (veh/h) 104 418 50 149 482 199 122 391 210 98 144 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1736 1723 1750 1750 1750 1723 1709 1736 1723 Adj Flow Rate, veh/h 113 454 54 162 524 0 133 425 228 107 157 96 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 0 1 2 0 0 0 2 3 1 2 Cap, veh/h 239 544 584 303 579 382 503 420 253 277 169 Arrive On Green 0.07 0.31 0.31 0.09 0.34 0.00 0.08 0.29 0.29 0.07 0.27 0.27 Sat Flow, veh/h 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1009 617 Grp Volume(v), veh/h 113 454 54 162 524 0 133 425 228 107 0 253 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 0 1625 Q Serve(g_s), s 3.8 20.2 1.9 5.3 24.1 0.0 4.6 19.0 11.0 3.8 0.0 11.1 Cycle Q Clear(g_c), s 3.8 20.2 1.9 5.3 24.1 0.0 4.6 19.0 11.0 3.8 0.0 11.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.38 Lane Grp Cap(c), veh/h 239 544 584 303 579 382 503 420 253 0 446 V/C Ratio(X) 0.47 0.83 0.09 0.53 0.90 0.35 0.84 0.54 0.42 0.00 0.57 Avail Cap(c_a), veh/h 858 690 708 890 684 990 695 580 868 0 646 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.5 26.5 15.8 19.0 26.3 0.0 19.6 27.8 25.0 21.4 0.0 25.9 Incr Delay (d2), s/veh 1.5 7.1 0.1 1.5 14.1 0.0 0.5 6.9 1.1 1.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 8.9 0.6 2.0 11.5 0.0 1.8 8.7 3.8 1.5 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.9 33.6 15.9 20.5 40.4 0.0 20.1 34.8 26.1 22.5 0.0 27.0 LnGrp LOS C C B C D C C C C A C Approach Vol, veh/h 621 686 786 360 Approach Delay, s/veh 29.9 35.7 29.8 25.7 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.5 33.0 9.7 29.8 8.6 34.9 8.6 30.9 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 7.3 22.2 6.6 13.1 5.8 26.1 5.8 21.0 Green Ext Time (p_c), s 0.4 2.2 0.4 1.5 0.3 1.8 0.3 2.9 Intersection Summary HCM 6th Ctrl Delay 30.9 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 42: W Graf St & S 3rd Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 5.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 178 480 53 59 242 Future Vol, veh/h 46 178 480 53 59 242 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free 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, % 3 3 1 4 2 2 Mvmt Flow 50 193 522 58 64 263 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 942 551 0 0 580 0 Stage 1 551 - - - - - Stage 2 391 - - - - - Critical Hdwy 6.43 6.23 - - 4.12 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.218 - Pot Cap-1 Maneuver 291 532 - - 994 - Stage 1 575 - - - - - Stage 2 681 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 269 532 - - 994 - Mov Cap-2 Maneuver 269 - - - - - Stage 1 575 - - - - - Stage 2 630 - - - - - Approach WB NB SB HCM Control Delay, s 22.6 0 1.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 443 994 - HCM Lane V/C Ratio - - 0.55 0.065 - HCM Control Delay (s) - - 22.6 8.9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 3.2 0.2 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf AM 2037 (Site Folder: Future (2037))] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 All MCs 154 0.0 154 0.0 0.342 7.4 LOS A 1.8 44.3 0.57 0.41 0.57 31.1 8 T1 All MCs 140 0.0 140 0.0 0.342 7.4 LOS A 1.8 44.3 0.57 0.41 0.57 31.7 18 R2 All MCs 28 0.0 28 0.0 0.342 7.4 LOS A 1.8 44.3 0.57 0.41 0.57 31.4 Approach 323 0.0 323 0.0 0.342 7.4 LOS A 1.8 44.3 0.57 0.41 0.57 31.4 East: Graf St 1 L2 All MCs 9 0.0 9 0.0 0.442 9.1 LOS A 2.7 67.7 0.65 0.52 0.73 31.3 6 T1 All MCs 232 2.0 232 2.0 0.442 9.4 LOS A 2.7 67.7 0.65 0.52 0.73 31.9 16 R2 All MCs 151 1.1 151 1.1 0.442 9.3 LOS A 2.7 67.7 0.65 0.52 0.73 31.6 Approach 391 1.6 391 1.6 0.442 9.4 LOS A 2.7 67.7 0.65 0.52 0.73 31.7 North: S 11th Ave 7 L2 All MCs 58 8.0 58 8.0 0.175 6.4 LOS A 0.8 19.2 0.51 0.38 0.51 31.8 4 T1 All MCs 37 0.0 37 0.0 0.175 5.4 LOS A 0.8 19.2 0.51 0.38 0.51 32.7 14 R2 All MCs 60 0.0 60 0.0 0.175 5.4 LOS A 0.8 19.2 0.51 0.38 0.51 32.4 Approach 154 3.0 154 3.0 0.175 5.8 LOS A 0.8 19.2 0.51 0.38 0.51 32.2 West: Graf St 5 L2 All MCs 118 0.0 118 0.0 0.350 6.1 LOS A 2.1 52.5 0.33 0.15 0.33 32.1 2 T1 All MCs 190 0.9 190 0.9 0.350 6.1 LOS A 2.1 52.5 0.33 0.15 0.33 32.7 12 R2 All MCs 122 0.0 122 0.0 0.350 6.1 LOS A 2.1 52.5 0.33 0.15 0.33 32.5 Approach 430 0.4 430 0.4 0.350 6.1 LOS A 2.1 52.5 0.33 0.15 0.33 32.5 All Vehicles 1299 1.0 1299 1.0 0.442 7.4 LOS A 2.7 67.7 0.51 0.35 0.53 31.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 7:04:28 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave AM 2037 (Site Folder: Future (2037))] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 3rd Ave 3 L2 All MCs 223 3.0 223 3.0 0.458 8.1 LOS A 2.9 74.9 0.49 0.27 0.49 30.8 18 R2 All MCs 289 2.0 289 2.0 0.458 8.0 LOS A 2.9 74.9 0.49 0.27 0.49 31.1 Approach 512 2.4 512 2.4 0.458 8.0 LOS A 2.9 74.9 0.49 0.27 0.49 31.0 East: Graf St 1 L2 All MCs 205 2.0 205 2.0 0.334 6.7 LOS A 1.8 45.7 0.47 0.28 0.47 31.2 6 T1 All MCs 152 1.1 152 1.1 0.334 6.6 LOS A 1.8 45.7 0.47 0.28 0.47 31.8 Approach 358 1.6 358 1.6 0.334 6.6 LOS A 1.8 45.7 0.47 0.28 0.47 31.4 West: Graf St 2 T1 All MCs 176 2.0 176 2.0 0.306 6.2 LOS A 1.6 41.0 0.44 0.26 0.44 33.4 12 R2 All MCs 155 3.0 155 3.0 0.306 6.3 LOS A 1.6 41.0 0.44 0.26 0.44 33.1 Approach 332 2.5 332 2.5 0.306 6.2 LOS A 1.6 41.0 0.44 0.26 0.44 33.2 All Vehicles 1201 2.2 1201 2.2 0.458 7.1 LOS A 2.9 74.9 0.47 0.27 0.47 31.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 7:00:07 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 0 8 20 0 78 5 225 19 75 391 28 Future Vol, veh/h 17 0 8 20 0 78 5 225 19 75 391 28 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 - - - 150 - - - - - - - 0 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 18 0 9 22 0 85 5 245 21 82 425 30 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 897 865 425 875 885 256 455 0 0 266 0 0 Stage 1 589 589 - 266 266 - - - - - - - Stage 2 308 276 - 609 619 - - - - - - - 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 261 292 629 270 284 783 1106 - - 1298 - - Stage 1 494 495 - 739 689 - - - - - - - Stage 2 702 682 - 482 480 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 217 266 629 248 258 783 1106 - - 1298 - - Mov Cap-2 Maneuver 217 266 - 248 258 - - - - - - - Stage 1 492 453 - 735 686 - - - - - - - Stage 2 623 679 - 435 439 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.5 12.4 0.2 1.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1106 - - 275 248 783 1298 - - HCM Lane V/C Ratio 0.005 - - 0.099 0.088 0.108 0.063 - - HCM Control Delay (s) 8.3 0 - 19.5 20.9 10.2 8 0 - HCM Lane LOS A A - C C B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0.3 0.4 0.2 - - Queues 3: S 19th Ave & W Graf St 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 93 72 89 303 10 334 251 487 v/c Ratio 0.64 0.19 0.32 0.71 0.02 0.27 0.37 0.27 Control Delay 44.3 19.1 25.2 25.2 6.9 16.5 7.7 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.3 19.1 25.2 25.2 6.9 16.5 7.7 8.9 Queue Length 50th (ft) 34 19 30 72 1 45 37 40 Queue Length 95th (ft) 87 52 71 162 8 100 93 112 Internal Link Dist (ft) 1197 1862 2605 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 438 1130 828 1076 871 2161 880 2124 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.06 0.11 0.28 0.01 0.15 0.29 0.23 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 51 16 82 80 199 9 280 28 231 344 104 Future Volume (veh/h) 86 51 16 82 80 199 9 280 28 231 344 104 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1750 1750 1750 1750 1750 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 93 55 17 89 87 216 10 304 30 251 374 113 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 0 0 0 0 0 1 0 0 1 0 Cap, veh/h 235 377 117 458 131 325 458 1094 107 616 1180 352 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.01 0.36 0.36 0.12 0.47 0.47 Sat Flow, veh/h 1068 1282 396 1349 445 1106 1667 3035 297 1667 2504 747 Grp Volume(v), veh/h 93 0 72 89 0 303 10 164 170 251 245 242 Grp Sat Flow(s),veh/h/ln 1068 0 1679 1349 0 1551 1667 1650 1683 1667 1650 1602 Q Serve(g_s), s 5.8 0.0 2.2 3.6 0.0 11.9 0.3 4.9 5.0 6.0 6.4 6.5 Cycle Q Clear(g_c), s 17.7 0.0 2.2 5.8 0.0 11.9 0.3 4.9 5.0 6.0 6.4 6.5 Prop In Lane 1.00 0.24 1.00 0.71 1.00 0.18 1.00 0.47 Lane Grp Cap(c), veh/h 235 0 494 458 0 456 458 595 607 616 777 755 V/C Ratio(X) 0.40 0.00 0.15 0.19 0.00 0.66 0.02 0.28 0.28 0.41 0.31 0.32 Avail Cap(c_a), veh/h 597 0 1063 915 0 982 1086 1040 1061 1060 1040 1010 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.2 0.0 18.0 20.2 0.0 21.5 13.7 15.7 15.8 10.2 11.4 11.4 Incr Delay (d2), s/veh 1.1 0.0 0.1 0.2 0.0 1.7 0.0 0.2 0.2 0.4 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.8 1.1 0.0 4.2 0.1 1.6 1.6 1.7 1.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 0.0 18.2 20.4 0.0 23.1 13.7 16.0 16.0 10.6 11.6 11.7 LnGrp LOS C A B C A C B B B B B B Approach Vol, veh/h 165 392 344 738 Approach Delay, s/veh 25.0 22.5 15.9 11.3 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.5 31.3 26.5 3.9 39.0 26.5 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 8.0 7.0 19.7 2.3 8.5 13.9 Green Ext Time (p_c), s 0.6 1.7 0.7 0.0 2.6 2.4 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: W Graf St & Spring Ridge Drive 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 287 323 9 5 8 Future Vol, veh/h 20 287 323 9 5 8 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 2 2 0 0 0 Mvmt Flow 22 312 351 10 5 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 361 0 - 0 712 356 Stage 1 - - - - 356 - Stage 2 - - - - 356 - 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 1209 - - - 402 693 Stage 1 - - - - 713 - Stage 2 - - - - 713 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1209 - - - 393 693 Mov Cap-2 Maneuver - - - - 393 - Stage 1 - - - - 697 - Stage 2 - - - - 713 - Approach EB WB SB HCM Control Delay, s 0.5 0 11.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1209 - - - 536 HCM Lane V/C Ratio 0.018 - - - 0.026 HCM Control Delay (s) 8 0 - - 11.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 HCM 6th AWSC 5: Wagonwheel Rd & W Graf St 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 5 Intersection Intersection Delay, s/veh 11.1 Intersection LOS B Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 238 33 29 86 111 302 Future Vol, veh/h 238 33 29 86 111 302 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 0 4 0 0 0 Mvmt Flow 259 36 32 93 121 328 Number of Lanes 1 0 0 1 1 1 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 2 1 Conflicting Approach Left SB EB Conflicting Lanes Left 2 1 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 1 HCM Control Delay 12.3 9.8 10.6 HCM LOS B A B Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 25% 88% 0% 0% Vol Thru, % 75% 0% 100% 0% Vol Right, % 0% 12% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 115 271 111 302 LT Vol 29 238 0 0 Through Vol 86 0 111 0 RT Vol 0 33 0 302 Lane Flow Rate 125 295 121 328 Geometry Grp 5 2 7 7 Degree of Util (X) 0.188 0.43 0.182 0.431 Departure Headway (Hd) 5.42 5.253 5.439 4.732 Convergence, Y/N Yes Yes Yes Yes Cap 655 680 655 755 Service Time 3.516 3.333 3.213 2.506 HCM Lane V/C Ratio 0.191 0.434 0.185 0.434 HCM Control Delay 9.8 12.3 9.4 11.1 HCM Lane LOS A B A B HCM 95th-tile Q 0.7 2.2 0.7 2.2 Queues 6: S 19th Ave & Stucky Rd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 440 123 133 421 565 516 v/c Ratio 0.83 0.22 0.49 0.51 0.68 0.53 Control Delay 34.2 4.2 19.6 14.2 15.7 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.2 4.2 19.6 14.2 15.7 4.2 Queue Length 50th (ft) 136 0 33 105 211 110 Queue Length 95th (ft) #270 28 85 179 324 5 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 579 608 272 826 834 976 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.20 0.49 0.51 0.68 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 405 113 122 387 520 475 Future Volume (veh/h) 405 113 122 387 520 475 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1723 1736 1736 Adj Flow Rate, veh/h 440 123 133 421 565 516 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 2 1 1 Cap, veh/h 495 448 240 867 873 740 Arrive On Green 0.30 0.30 0.50 0.50 0.34 0.34 Sat Flow, veh/h 1641 1483 530 1723 1736 1471 Grp Volume(v), veh/h 440 123 133 421 565 516 Grp Sat Flow(s),veh/h/ln 1641 1483 530 1723 1736 1471 Q Serve(g_s), s 15.3 3.8 13.6 9.6 16.6 18.2 Cycle Q Clear(g_c), s 15.3 3.8 30.2 9.6 16.6 18.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 495 448 240 867 873 740 V/C Ratio(X) 0.89 0.27 0.55 0.49 0.65 0.70 Avail Cap(c_a), veh/h 582 526 240 867 873 740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.86 0.86 Uniform Delay (d), s/veh 20.0 15.9 23.8 9.8 15.4 15.9 Incr Delay (d2), s/veh 13.9 0.3 8.9 1.9 3.2 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 1.2 2.2 3.0 6.8 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 16.3 32.7 11.8 18.6 20.6 LnGrp LOS C B C B B C Approach Vol, veh/h 563 554 1081 Approach Delay, s/veh 30.0 16.8 19.5 Approach LOS C B B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 36.2 23.8 36.2 Change Period (Y+Rc), s * 6 * 5.7 * 6 Max Green Setting (Gmax), s * 27 * 21 * 27 Max Q Clear Time (g_c+I1), s 32.2 17.3 20.2 Green Ext Time (p_c), s 0.0 0.8 2.9 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 13: S 19th Ave & Goldenstein Ln 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 65 98 274 55 139 335 Future Vol, veh/h 65 98 274 55 139 335 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 500 680 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 6 4 0 7 1 Mvmt Flow 71 107 298 60 151 364 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 964 298 0 0 358 0 Stage 1 298 - - - - - Stage 2 666 - - - - - Critical Hdwy 6.4 6.26 - - 4.17 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.354 - - 2.263 - Pot Cap-1 Maneuver 286 732 - - 1173 - Stage 1 758 - - - - - Stage 2 515 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 249 732 - - 1173 - Mov Cap-2 Maneuver 249 - - - - - Stage 1 758 - - - - - Stage 2 449 - - - - - Approach WB NB SB HCM Control Delay, s 20.1 0 2.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 413 1173 - HCM Lane V/C Ratio - - 0.429 0.129 - HCM Control Delay (s) - - 20.1 8.5 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 2.1 0.4 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 97 162 154 33 33 109 Future Vol, veh/h 97 162 154 33 33 109 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, % 3 6 4 0 0 3 Mvmt Flow 105 176 167 36 36 118 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 203 0 - 0 571 185 Stage 1 - - - - 185 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.227 - - - 3.5 3.327 Pot Cap-1 Maneuver 1363 - - - 486 855 Stage 1 - - - - 852 - Stage 2 - - - - 691 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1363 - - - 445 855 Mov Cap-2 Maneuver - - - - 445 - Stage 1 - - - - 780 - Stage 2 - - - - 691 - Approach EB WB SB HCM Control Delay, s 2.9 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1363 - - - 704 HCM Lane V/C Ratio 0.077 - - - 0.219 HCM Control Delay (s) 7.9 0 - - 11.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.3 - - - 0.8 HCM 6th TWSC 22: S 11th Ave & Staudaher St 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 0.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 13 15 97 217 9 Future Vol, veh/h 5 13 15 97 217 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free 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 2 2 0 Mvmt Flow 5 14 16 105 236 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 378 241 246 0 - 0 Stage 1 241 - - - - - Stage 2 137 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 628 803 1332 - - - Stage 1 804 - - - - - Stage 2 895 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 620 803 1332 - - - Mov Cap-2 Maneuver 620 - - - - - Stage 1 794 - - - - - Stage 2 895 - - - - - Approach EB NB SB HCM Control Delay, s 10 1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1332 - 742 - - HCM Lane V/C Ratio 0.012 - 0.026 - - HCM Control Delay (s) 7.7 0 10 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Queues 27: S 19th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 134 101 42 310 122 818 43 473 264 624 621 v/c Ratio 0.41 0.20 0.09 0.89 0.24 0.82 0.14 0.52 0.45 0.89 0.34 Control Delay 36.7 31.2 0.4 67.0 32.0 21.7 15.5 38.1 8.3 34.1 16.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.7 31.2 0.4 67.0 32.0 21.7 15.5 38.1 8.3 34.1 16.8 Queue Length 50th (ft) 82 58 0 225 70 296 12 181 16 299 141 Queue Length 95th (ft) 135 98 0 #356 115 542 m21 231 m53 #565 201 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 380 592 548 404 592 1014 358 941 605 719 1833 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.17 0.08 0.77 0.21 0.81 0.12 0.50 0.44 0.87 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 93 39 285 112 753 40 435 243 574 546 26 Future Volume (veh/h) 123 93 39 285 112 753 40 435 243 574 546 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1709 1750 1750 1750 1750 1736 1723 1750 1750 1750 Adj Flow Rate, veh/h 134 101 42 310 122 818 43 473 264 624 593 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 3 0 0 0 0 1 2 0 0 0 Cap, veh/h 232 589 488 435 589 921 330 879 389 660 1678 79 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.06 0.53 0.53 0.28 0.52 0.52 Sat Flow, veh/h 601 1750 1448 1265 1750 1483 1667 3299 1460 1667 3233 152 Grp Volume(v), veh/h 134 101 42 310 122 818 43 473 264 624 305 316 Grp Sat Flow(s),veh/h/ln 601 1750 1448 1265 1750 1483 1667 1650 1460 1667 1663 1723 Q Serve(g_s), s 24.6 4.9 2.4 27.4 6.0 40.4 2.2 11.3 15.9 31.1 12.9 13.0 Cycle Q Clear(g_c), s 30.5 4.9 2.4 32.3 6.0 40.4 2.2 11.3 15.9 31.1 12.9 13.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 232 589 488 435 589 921 330 879 389 660 863 894 V/C Ratio(X) 0.58 0.17 0.09 0.71 0.21 0.89 0.13 0.54 0.68 0.94 0.35 0.35 Avail Cap(c_a), veh/h 232 589 488 435 589 921 430 879 389 714 863 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.3 28.0 27.2 39.4 28.4 19.2 29.3 23.2 24.3 20.7 17.0 17.0 Incr Delay (d2), s/veh 3.5 0.1 0.1 5.4 0.2 10.6 0.1 1.6 6.4 20.5 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 2.1 0.8 9.0 2.5 20.1 0.9 3.7 4.7 14.8 5.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 28.2 27.3 44.8 28.6 29.8 29.5 24.8 30.6 41.2 18.1 18.1 LnGrp LOS D C C D C C C C C D B B Approach Vol, veh/h 277 1250 780 1245 Approach Delay, s/veh 35.1 33.4 27.0 29.7 Approach LOS D C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.1 36.9 45.0 7.8 67.2 45.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4 Max Q Clear Time (g_c+I1), s 33.1 17.9 32.5 4.2 15.0 42.4 Green Ext Time (p_c), s 1.1 2.8 1.1 0.0 3.8 0.0 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 98 851 84 920 205 386 234 418 v/c Ratio 0.40 1.43 0.35 1.54 0.69 0.80 0.74 0.86 Control Delay 18.2 229.1 17.2 278.2 29.8 40.8 32.6 46.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.2 229.1 17.2 278.2 29.8 40.8 32.6 46.5 Queue Length 50th (ft) 30 ~686 25 ~770 69 184 80 207 Queue Length 95th (ft) 58 #928 51 #1012 #126 #316 #146 #362 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 266 595 266 596 301 565 318 566 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 1.43 0.32 1.54 0.68 0.68 0.74 0.74 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 668 115 77 675 171 189 256 99 215 290 95 Future Volume (veh/h) 90 668 115 77 675 171 189 256 99 215 290 95 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 1736 1750 1750 1750 1750 1750 1750 1750 1736 1750 1750 Adj Flow Rate, veh/h 98 726 125 84 734 186 205 278 108 234 315 103 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 1 0 0 0 0 0 0 0 1 0 0 Cap, veh/h 182 516 89 170 472 120 311 334 130 334 354 116 Arrive On Green 0.06 0.36 0.36 0.05 0.35 0.35 0.11 0.28 0.28 0.11 0.28 0.28 Sat Flow, veh/h 1667 1443 248 1667 1347 341 1667 1200 466 1654 1263 413 Grp Volume(v), veh/h 98 0 851 84 0 920 205 0 386 234 0 418 Grp Sat Flow(s),veh/h/ln 1667 0 1692 1667 0 1689 1667 0 1666 1654 0 1676 Q Serve(g_s), s 3.0 0.0 29.0 2.6 0.0 28.4 7.0 0.0 17.6 8.2 0.0 19.4 Cycle Q Clear(g_c), s 3.0 0.0 29.0 2.6 0.0 28.4 7.0 0.0 17.6 8.2 0.0 19.4 Prop In Lane 1.00 0.15 1.00 0.20 1.00 0.28 1.00 0.25 Lane Grp Cap(c), veh/h 182 0 604 170 0 591 311 0 464 334 0 469 V/C Ratio(X) 0.54 0.00 1.41 0.49 0.00 1.56 0.66 0.00 0.83 0.70 0.00 0.89 Avail Cap(c_a), veh/h 274 0 604 274 0 591 314 0 555 334 0 558 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.2 0.0 26.1 20.4 0.0 26.4 20.1 0.0 27.5 20.1 0.0 28.0 Incr Delay (d2), s/veh 2.5 0.0 193.5 2.2 0.0 258.5 4.9 0.0 9.0 6.4 0.0 14.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 43.2 1.0 0.0 53.0 3.0 0.0 8.0 3.6 0.0 9.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.7 0.0 219.6 22.6 0.0 284.9 25.1 0.0 36.4 26.5 0.0 42.6 LnGrp LOS C A F C A F C A D C A D Approach Vol, veh/h 949 1004 591 652 Approach Delay, s/veh 199.2 262.9 32.5 36.9 Approach LOS F F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 34.6 11.9 27.7 7.5 34.0 12.0 27.6 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 4.6 31.0 9.0 21.4 5.0 30.4 10.2 19.6 Green Ext Time (p_c), s 0.1 0.0 0.0 1.3 0.1 0.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 155.3 HCM 6th LOS F Queues 36: W Kagy Blvd & S Willson Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 212 652 97 172 495 197 118 268 122 198 375 v/c Ratio 0.69 1.20 0.13 0.66 0.98 0.39 0.34 0.59 0.27 0.45 0.74 Control Delay 32.9 141.6 9.6 34.9 76.8 18.9 22.2 44.4 18.2 23.2 45.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.9 141.6 9.6 34.9 76.8 18.9 22.2 44.4 18.2 23.2 45.7 Queue Length 50th (ft) 85 ~553 16 67 346 48 48 167 27 85 234 Queue Length 95th (ft) 184 #964 55 159 #710 138 95 301 88 155 403 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 581 544 1063 578 505 509 626 505 485 634 509 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 1.20 0.09 0.30 0.98 0.39 0.19 0.53 0.25 0.31 0.74 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 600 89 158 455 181 109 247 112 182 249 96 Future Volume (veh/h) 195 600 89 158 455 181 109 247 112 182 249 96 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 1736 1750 1750 1736 1750 1750 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 212 652 97 172 495 0 118 268 122 198 271 104 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 1 0 0 1 0 0 1 0 0 1 0 Cap, veh/h 330 622 643 230 594 246 380 325 347 309 119 Arrive On Green 0.11 0.36 0.36 0.09 0.34 0.00 0.08 0.22 0.22 0.11 0.26 0.26 Sat Flow, veh/h 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1195 459 Grp Volume(v), veh/h 212 652 97 172 495 0 118 268 122 198 0 375 Grp Sat Flow(s),veh/h/ln 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 0 1654 Q Serve(g_s), s 7.3 33.0 3.7 6.0 24.2 0.0 5.0 13.1 6.4 8.0 0.0 20.0 Cycle Q Clear(g_c), s 7.3 33.0 3.7 6.0 24.2 0.0 5.0 13.1 6.4 8.0 0.0 20.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 330 622 643 230 594 246 380 325 347 0 428 V/C Ratio(X) 0.64 1.05 0.15 0.75 0.83 0.48 0.70 0.38 0.57 0.00 0.88 Avail Cap(c_a), veh/h 820 622 643 747 622 790 622 531 825 0 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.0 29.6 15.8 21.9 27.9 0.0 26.3 33.2 30.6 23.3 0.0 32.7 Incr Delay (d2), s/veh 2.1 49.4 0.1 4.8 9.2 0.0 1.5 2.4 0.7 1.5 0.0 10.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 21.4 1.2 2.5 11.0 0.0 2.1 5.7 2.4 3.2 0.0 9.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.1 79.0 15.9 26.8 37.1 0.0 27.8 35.6 31.3 24.7 0.0 43.4 LnGrp LOS C F B C D C D C C A D Approach Vol, veh/h 961 667 508 573 Approach Delay, s/veh 60.1 34.4 32.8 36.9 Approach LOS E C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.4 40.0 9.9 30.8 12.9 38.5 13.6 27.2 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 8.0 35.0 7.0 22.0 9.3 26.2 10.0 15.1 Green Ext Time (p_c), s 0.5 0.0 0.3 1.8 0.6 1.7 0.6 1.9 Intersection Summary HCM 6th Ctrl Delay 43.8 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 42: W Graf St & S 3rd Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 42 100 270 41 73 371 Future Vol, veh/h 42 100 270 41 73 371 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free 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 46 109 293 45 79 403 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 877 316 0 0 338 0 Stage 1 316 - - - - - Stage 2 561 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 322 729 - - 1232 - Stage 1 744 - - - - - Stage 2 575 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 295 729 - - 1232 - Mov Cap-2 Maneuver 295 - - - - - Stage 1 744 - - - - - Stage 2 527 - - - - - Approach WB NB SB HCM Control Delay, s 15.2 0 1.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 508 1232 - HCM Lane V/C Ratio - - 0.304 0.064 - HCM Control Delay (s) - - 15.2 8.1 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.3 0.2 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf PM 2037 (Site Folder: Future (2037))] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 All MCs 48 0.0 48 0.0 0.072 4.2 LOS A 0.3 7.6 0.43 0.29 0.43 32.0 8 T1 All MCs 15 0.0 15 0.0 0.072 4.2 LOS A 0.3 7.6 0.43 0.29 0.43 32.6 18 R2 All MCs 9 0.0 9 0.0 0.072 4.2 LOS A 0.3 7.6 0.43 0.29 0.43 32.4 Approach 72 0.0 72 0.0 0.072 4.2 LOS A 0.3 7.6 0.43 0.29 0.43 32.2 East: Graf St 1 L2 All MCs 15 0.0 15 0.0 0.208 4.7 LOS A 1.1 26.3 0.30 0.14 0.30 33.4 6 T1 All MCs 188 0.0 188 0.0 0.208 4.7 LOS A 1.1 26.3 0.30 0.14 0.30 34.1 16 R2 All MCs 51 0.0 51 0.0 0.208 4.7 LOS A 1.1 26.3 0.30 0.14 0.30 33.8 Approach 254 0.0 254 0.0 0.208 4.7 LOS A 1.1 26.3 0.30 0.14 0.30 34.0 North: S 11th Ave 7 L2 All MCs 73 0.0 73 0.0 0.234 5.5 LOS A 1.2 28.9 0.44 0.28 0.44 32.3 4 T1 All MCs 51 0.0 51 0.0 0.234 5.5 LOS A 1.2 28.9 0.44 0.28 0.44 32.9 14 R2 All MCs 126 0.0 126 0.0 0.234 5.5 LOS A 1.2 28.9 0.44 0.28 0.44 32.7 Approach 250 0.0 250 0.0 0.234 5.5 LOS A 1.2 28.9 0.44 0.28 0.44 32.6 West: Graf St 5 L2 All MCs 55 0.0 55 0.0 0.266 5.4 LOS A 1.4 35.5 0.34 0.17 0.34 32.7 2 T1 All MCs 188 0.0 188 0.0 0.266 5.4 LOS A 1.4 35.5 0.34 0.17 0.34 33.4 12 R2 All MCs 75 0.0 75 0.0 0.266 5.4 LOS A 1.4 35.5 0.34 0.17 0.34 33.1 Approach 318 0.0 318 0.0 0.266 5.4 LOS A 1.4 35.5 0.34 0.17 0.34 33.2 All Vehicles 895 0.0 895 0.0 0.266 5.1 LOS A 1.4 35.5 0.36 0.20 0.36 33.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 7:04:52 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave PM 2037 (Site Folder: Future (2037))] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 3rd Ave 3 L2 All MCs 109 0.0 109 0.0 0.209 5.0 LOS A 1.0 25.8 0.38 0.22 0.38 32.1 18 R2 All MCs 128 0.0 128 0.0 0.209 5.0 LOS A 1.0 25.8 0.38 0.22 0.38 32.5 Approach 237 0.0 237 0.0 0.209 5.0 LOS A 1.0 25.8 0.38 0.22 0.38 32.3 East: Graf St 1 L2 All MCs 140 0.0 140 0.0 0.297 5.5 LOS A 1.7 41.9 0.31 0.14 0.31 32.2 6 T1 All MCs 227 0.0 227 0.0 0.297 5.5 LOS A 1.7 41.9 0.31 0.14 0.31 32.8 Approach 367 0.0 367 0.0 0.297 5.5 LOS A 1.7 41.9 0.31 0.14 0.31 32.5 West: Graf St 2 T1 All MCs 192 0.9 192 0.9 0.261 5.4 LOS A 1.4 34.7 0.34 0.17 0.34 33.9 12 R2 All MCs 118 0.0 118 0.0 0.261 5.3 LOS A 1.4 34.7 0.34 0.17 0.34 33.6 Approach 311 0.6 311 0.6 0.261 5.3 LOS A 1.4 34.7 0.34 0.17 0.34 33.8 All Vehicles 915 0.2 915 0.2 0.297 5.3 LOS A 1.7 41.9 0.34 0.17 0.34 32.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, February 24, 2023 7:00:16 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 APPENDIX D AUXILIARY TURN LANE WARRANT WORKSHEETS AM PM AM PM AM PM NB Right-Turn Lane NO NO NB Left-Turn Lane SB Right-Turn Lane SB Left-Turn Lane NO NO EB Right-Turn Lane EB Left-Turn Lane NO NO WB Right-Turn Lane NO NO WB Left-Turn Lane NB Right-Turn Lane YES NO NO NO NB Left-Turn Lane SB Right-Turn Lane SB Left-Turn Lane YES YES YES YES EB Right-Turn Lane EB Left-Turn Lane YES NO WB Right-Turn Lane NO NO WB Left-Turn Lane 2037 South 3rd Avenue & Graf Street Blackwood Road & South 19th Avenue 2022 TURN LANE WARRANTS Goldenstein Lane & South 3rd Avenue Existing Traffic Volumes (2022) - 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 132 44 122 N 35 20 PM weekday 118 19 104 N 35 0 AM weekday 336 32 75 N 25 0 PM weekday 195 25 94 N 25 0 Goldenstein & 3rd WB Graf & 3rd NB Future Traffic Volumes (2037) - 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 207 70 112 N 35 20 PM weekday 187 33 95 N 35 0 AM weekday 533 53 49 Y 25 0 PM weekday 311 41 79 N 25 0 AM weekday 470 12 57 N 60 0 PM weekday 249 19 87 N 60 0 Goldenstein & 3rd WB Graf & 3rd NB Blackwood & 19th NB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2022) Future (2037) Existing Traffic Volumes (2022) - 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 191 100 52.4% 132 N 35 PM weekday 166 62 37.3%118 N 35 AM weekday 192 38 19.8% 336 N 25 PM weekday 280 47 16.8%195 N 25 Goldenstein & 3rd EB Graf & 3rd SB Future Traffic Volumes (2037) - 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 298 156 52.3% 207 Y 35 PM weekday 259 97 37.5%187 N 35 AM weekday 301 59 19.6% 533 Y 25 PM weekday 444 73 16.4%311 Y 25 AM weekday 246 46 18.7% 470 Y 60 PM weekday 494 75 15.2%249 Y 60 Goldenstein & 3rd EB Blackwood & 19th SB Graf & 3rd SB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2022) Future (2037) Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Future (2037) APPENDIX E CAPACITY CALCULATIONS – IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 44.2 D 6 39.5 D 6 WB 32.2 C 8 27.4 C 11 NB 10.3 B 14 19.3 B 9 SB 37.0 D 12 38.3 D 12 Intersection 26.8 C --30.4 C -- EB 24.6 C 13 25.2 C 12 WB 22.0 C 10 29.7 C 15 NB 26.6 C 18 27.1 C 12 SB 17.4 B 5 30.5 C 13 Intersection 23.6 C --28.0 C -- EB 8.3 A 3 16.3 C 6 WB 10.5 B 3 15.9 C 6 NB 15.0 B 4 15.5 C 3 SB 7.8 A 1 25.9 D 6 Intersection 10.5 B --18.0 C -- EB 28.2 C 21 29.9 C 27 WB 32.6 C 25 24.6 C 17 NB 28.4 C 21 34.3 C 11 SB 24.1 C 7 34.1 C 11 Intersection 29.1 C --30.2 C -- WB 21.1 C 3 14.6 B 2 NB 0.0 A 0 0.0 A 0 SB 1.7 A 1 1.3 A 1 Intersection 5.0 A --3.0 A -- EB 20.5 C 1 19.3 C 1 WB 13.2 B 1 12.3 B 1 NB 0.0 A 0 0.2 A 0 SB 1.6 A 1 1.2 A 1 Intersection 2.2 A --2.7 A -- EB 4.2 A 1 2.9 A 1 WB 0.0 A 0 0.0 A 0 SB 12.0 B 1 11.5 B 1 Intersection 4.4 A --4.1 A -- Intersection Control One-Way Stop-Control (SB), EB LT lane Goldenstein Lane & South 3rd Avenue Intersection Control Signalized, dual SB LT, WB RT lanes Intersection Approach Future (2037) - Improvements AM Peak PM Peak South 19th Avenue & Kagy Boulevard Intersection Control Signalized, addl. E/W lanes Kagy Boulevard & South 11th Avenue Intersection Control Signalized, SB RT lane Intersection Control Multi-Lane Roundabout Kagy Boulevard & South 11th Avenue Blackwood Road & South 19th Avenue South 3rd Avenue & Graf Street Intersection Control One-Way Stop-Control (WB), NB RT/SB LT lanes Kagy Boulevard & South Willson Avenue Intersection Control Two-Way Stop-Control (EB/WB), SB LT lane HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)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 26 0 2 12 0 48 2 456 12 46 195 5 Future Vol, veh/h 26 0 2 12 0 48 2 456 12 46 195 5 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 - - - 150 - - - - - 250 - 0 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 2 0 0 2 0 Mvmt Flow 28 0 2 13 0 52 2 496 13 50 212 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 845 825 212 823 824 503 217 0 0 509 0 0 Stage 1 312 312 - 507 507 - - - - - - - Stage 2 533 513 - 316 317 - - - - - - - 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 285 310 833 295 310 573 1365 - - 1066 - - Stage 1 703 661 - 552 543 - - - - - - - Stage 2 534 539 - 699 658 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 249 295 833 283 295 573 1365 - - 1066 - - Mov Cap-2 Maneuver 249 295 - 283 295 - - - - - - - Stage 1 702 630 - 551 542 - - - - - - - Stage 2 484 538 - 664 627 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.5 13.2 0 1.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1365 - - 262 283 573 1066 - - HCM Lane V/C Ratio 0.002 - - 0.116 0.046 0.091 0.047 - - HCM Control Delay (s) 7.6 0 - 20.5 18.3 11.9 8.5 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.4 0.1 0.3 0.1 - - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 156 142 137 70 29 97 Future Vol, veh/h 156 142 137 70 29 97 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 6 2 2 0 3 Mvmt Flow 170 154 149 76 32 105 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 225 0 - 0 681 187 Stage 1 - - - - 187 - Stage 2 - - - - 494 - Critical Hdwy 4.11 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.209 - - - 3.5 3.327 Pot Cap-1 Maneuver 1350 - - - 419 852 Stage 1 - - - - 850 - Stage 2 - - - - 617 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1350 - - - 366 852 Mov Cap-2 Maneuver - - - - 366 - Stage 1 - - - - 743 - Stage 2 - - - - 617 - Approach EB WB SB HCM Control Delay, s 4.2 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1350 - - - 653 HCM Lane V/C Ratio 0.126 - - - 0.21 HCM Control Delay (s) 8 - - - 12 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.4 - - - 0.8 Queues 27: S 19th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 105 105 35 200 76 487 47 757 383 635 462 v/c Ratio 0.38 0.57 0.09 0.71 0.34 0.40 0.11 0.59 0.40 0.78 0.24 Control Delay 40.2 62.9 0.5 54.3 49.8 7.9 11.2 32.5 4.0 48.5 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 62.9 0.5 54.3 49.8 7.9 11.2 32.5 4.0 48.5 12.3 Queue Length 50th (ft) 66 79 0 134 54 46 10 237 24 236 83 Queue Length 95th (ft) 109 132 0 198 98 70 m14 m347 m47 279 129 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 277 457 371 281 516 1299 427 1273 959 924 1917 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.23 0.09 0.71 0.15 0.37 0.11 0.59 0.40 0.69 0.24 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 97 32 184 70 448 43 696 352 584 383 42 Future Volume (veh/h) 97 97 32 184 70 448 43 696 352 584 383 42 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 1709 1750 1723 1750 1736 1750 1736 1709 1709 Adj Flow Rate, veh/h 105 105 35 200 76 487 47 757 383 635 416 46 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 3 0 2 0 1 0 1 3 3 Cap, veh/h 359 244 256 338 308 1024 477 1266 723 714 1691 186 Arrive On Green 0.07 0.14 0.14 0.10 0.18 0.18 0.07 0.77 0.77 0.22 0.57 0.57 Sat Flow, veh/h 1667 1750 1483 1628 1750 2569 1667 3299 1483 3208 2950 324 Grp Volume(v), veh/h 105 105 35 200 76 487 47 757 383 635 228 234 Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1628 1750 1285 1667 1650 1483 1604 1624 1651 Q Serve(g_s), s 6.4 6.6 2.4 12.5 4.5 16.9 2.0 11.8 12.4 23.0 8.4 8.5 Cycle Q Clear(g_c), s 6.4 6.6 2.4 12.5 4.5 16.9 2.0 11.8 12.4 23.0 8.4 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 359 244 256 338 308 1024 477 1266 723 714 931 946 V/C Ratio(X) 0.29 0.43 0.14 0.59 0.25 0.48 0.10 0.60 0.53 0.89 0.24 0.25 Avail Cap(c_a), veh/h 364 458 437 338 516 1330 492 1266 723 909 931 946 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.36 0.36 0.36 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.2 47.2 42.1 37.9 42.6 26.8 20.3 10.0 7.1 45.2 12.7 12.7 Incr Delay (d2), s/veh 0.4 1.2 0.2 2.7 0.4 0.3 0.0 0.8 1.0 9.0 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 3.0 0.9 5.2 2.0 5.1 0.8 2.8 2.4 9.8 3.1 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.7 48.4 42.3 40.6 43.0 27.1 20.3 10.7 8.1 54.3 13.3 13.4 LnGrp LOS D D D D D C C B A D B B Approach Vol, veh/h 245 763 1187 1097 Approach Delay, s/veh 44.2 32.2 10.3 37.0 Approach LOS D C B D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 30.7 50.9 17.0 21.4 8.0 73.7 12.6 25.7 Change Period (Y+Rc), s 4.0 4.9 4.5 4.6 4.0 4.9 4.5 4.6 Max Green Setting (Gmax), s 34.0 24.1 12.5 31.4 5.0 53.1 8.5 35.4 Max Q Clear Time (g_c+I1), s 25.0 14.4 14.5 8.6 4.0 10.5 8.4 18.9 Green Ext Time (p_c), s 1.7 4.4 0.0 0.6 0.0 2.8 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 12 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 71 863 27 683 133 497 97 183 v/c Ratio 0.24 0.73 0.10 0.68 0.25 0.84 0.34 0.31 Control Delay 15.8 27.2 14.2 27.8 14.5 39.5 16.3 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.8 27.2 14.2 27.8 14.5 39.5 16.3 20.6 Queue Length 50th (ft) 22 187 8 165 36 224 26 60 Queue Length 95th (ft) 46 305 22 226 77 #440 59 123 Internal Link Dist (ft) 602 2198 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 307 1402 283 1350 535 722 291 714 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.62 0.10 0.51 0.25 0.69 0.33 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 703 91 25 517 111 122 335 122 89 127 41 Future Volume (veh/h) 65 703 91 25 517 111 122 335 122 89 127 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1736 1723 1750 1723 1709 1736 1723 1736 1723 1695 1750 Adj Flow Rate, veh/h 71 764 99 27 562 121 133 364 133 97 138 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 2 0 2 3 1 2 1 2 4 0 Cap, veh/h 273 960 124 204 823 177 526 417 152 258 402 131 Arrive On Green 0.04 0.33 0.33 0.02 0.31 0.31 0.08 0.35 0.35 0.06 0.33 0.33 Sat Flow, veh/h 1667 2937 380 1667 2680 575 1654 1204 440 1641 1224 399 Grp Volume(v), veh/h 71 429 434 27 342 341 133 0 497 97 0 183 Grp Sat Flow(s),veh/h/ln 1667 1650 1668 1667 1637 1619 1654 0 1644 1641 0 1624 Q Serve(g_s), s 1.9 16.0 16.0 0.7 12.4 12.5 3.5 0.0 19.2 2.6 0.0 5.8 Cycle Q Clear(g_c), s 1.9 16.0 16.0 0.7 12.4 12.5 3.5 0.0 19.2 2.6 0.0 5.8 Prop In Lane 1.00 0.23 1.00 0.36 1.00 0.27 1.00 0.25 Lane Grp Cap(c), veh/h 273 539 545 204 502 497 526 0 569 258 0 533 V/C Ratio(X) 0.26 0.80 0.80 0.13 0.68 0.69 0.25 0.00 0.87 0.38 0.00 0.34 Avail Cap(c_a), veh/h 373 717 725 338 712 704 572 0 729 333 0 721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.0 20.7 20.7 17.1 20.5 20.6 13.2 0.0 20.7 16.2 0.0 17.2 Incr Delay (d2), s/veh 0.5 4.6 4.5 0.3 1.6 1.7 0.3 0.0 9.4 0.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 6.2 6.3 0.3 4.5 4.5 1.3 0.0 8.3 1.0 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 25.3 25.2 17.3 22.2 22.2 13.5 0.0 30.1 17.1 0.0 17.6 LnGrp LOS B C C B C C B A C B A B Approach Vol, veh/h 934 710 630 280 Approach Delay, s/veh 24.6 22.0 26.6 17.4 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.6 27.7 8.1 27.2 5.9 26.3 6.9 28.4 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 7.0 29.4 7.0 30.0 7.0 29.4 7.0 30.0 Max Q Clear Time (g_c+I1), s 2.7 18.0 5.5 7.8 3.9 14.5 4.6 21.2 Green Ext Time (p_c), s 0.0 4.1 0.0 1.0 0.0 3.6 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 113 454 54 162 524 216 133 425 228 107 157 96 v/c Ratio 0.42 0.79 0.07 0.49 0.87 0.36 0.25 0.84 0.31 0.37 0.31 0.14 Control Delay 20.9 47.2 5.8 21.5 52.7 15.5 20.9 55.8 10.2 23.2 35.0 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 47.2 5.8 21.5 52.7 15.5 20.9 55.8 10.2 23.2 35.0 4.5 Queue Length 50th (ft) 43 299 2 64 358 52 57 292 44 45 89 0 Queue Length 95th (ft) 81 #524 25 113 #615 127 106 #525 103 88 165 32 Internal Link Dist (ft) 424 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 100 Base Capacity (vph) 531 575 1079 551 600 594 680 504 962 570 505 957 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.79 0.05 0.29 0.87 0.36 0.20 0.84 0.24 0.19 0.31 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 418 50 149 482 199 122 391 210 98 144 88 Future Volume (veh/h) 104 418 50 149 482 199 122 391 210 98 144 88 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1736 1723 1750 1750 1750 1723 1709 1736 1723 Adj Flow Rate, veh/h 113 454 54 162 524 0 133 425 228 107 157 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 0 1 2 0 0 0 2 3 1 2 Cap, veh/h 243 554 592 307 588 471 501 549 250 475 Arrive On Green 0.07 0.32 0.32 0.09 0.34 0.00 0.08 0.29 0.29 0.07 0.27 0.00 Sat Flow, veh/h 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1736 1460 Grp Volume(v), veh/h 113 454 54 162 524 0 133 425 228 107 157 0 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1736 1460 Q Serve(g_s), s 3.8 20.3 1.9 5.3 24.3 0.0 4.7 19.3 9.7 3.9 6.1 0.0 Cycle Q Clear(g_c), s 3.8 20.3 1.9 5.3 24.3 0.0 4.7 19.3 9.7 3.9 6.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 554 592 307 588 471 501 549 250 475 V/C Ratio(X) 0.47 0.82 0.09 0.53 0.89 0.28 0.85 0.42 0.43 0.33 Avail Cap(c_a), veh/h 755 782 787 787 776 1068 685 702 854 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.5 26.5 15.8 19.0 26.3 0.0 19.3 28.4 19.4 21.8 24.5 0.0 Incr Delay (d2), s/veh 1.4 4.8 0.1 1.4 10.1 0.0 0.3 7.3 0.5 1.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.6 0.6 2.0 10.9 0.0 1.8 8.9 3.3 1.5 2.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.8 31.2 15.9 20.4 36.4 0.0 19.6 35.7 19.9 23.0 24.9 0.0 LnGrp LOS C C B C D B D B C C Approach Vol, veh/h 621 686 786 264 Approach Delay, s/veh 28.2 32.6 28.4 24.1 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.6 33.9 9.8 30.1 8.7 35.8 8.7 31.2 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 32.0 38.0 37.0 33.0 32.0 38.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 7.3 22.3 6.7 8.1 5.8 26.3 5.9 21.3 Green Ext Time (p_c), s 0.4 2.6 0.4 0.9 0.3 2.5 0.3 2.9 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 42: W Graf St & S 3rd Ave 02/28/2023 AM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 16 Intersection Int Delay, s/veh 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 178 480 53 59 242 Future Vol, veh/h 46 178 480 53 59 242 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 1 4 2 2 Mvmt Flow 50 193 522 58 64 263 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 913 522 0 0 580 0 Stage 1 522 - - - - - Stage 2 391 - - - - - Critical Hdwy 6.43 6.23 - - 4.12 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.218 - Pot Cap-1 Maneuver 302 553 - - 994 - Stage 1 593 - - - - - Stage 2 681 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 283 553 - - 994 - Mov Cap-2 Maneuver 283 - - - - - Stage 1 593 - - - - - Stage 2 637 - - - - - Approach WB NB SB HCM Control Delay, s 21.1 0 1.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 462 994 - HCM Lane V/C Ratio - - 0.527 0.065 - HCM Control Delay (s) - - 21.1 8.9 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 3 0.2 - MOVEMENT SUMMARY Site: 101 [11th & Kagy AM 2037 2-lane (Site Folder: Improvements - 2037)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 All MCs 133 3.0 133 3.0 0.254 10.5 LOS B 0.9 22.7 0.66 0.66 0.66 28.8 8 T1 All MCs 364 3.0 364 3.0 0.628 19.0 LOS C 3.8 97.7 0.79 0.95 1.37 28.1 18 R2 All MCs 133 3.0 133 3.0 0.214 8.4 LOS A 0.7 18.7 0.62 0.59 0.62 31.9 Approach 629 3.0 629 3.0 0.628 15.0 LOS B 3.8 97.7 0.73 0.81 1.06 28.9 East: Kagy Blvd 1 L2 All MCs 27 3.0 27 3.0 0.453 10.9 LOS B 2.5 64.7 0.67 0.64 0.88 30.5 6 T1 All MCs 562 3.0 562 3.0 0.453 10.6 LOS B 2.5 64.7 0.66 0.63 0.87 31.2 16 R2 All MCs 121 3.0 121 3.0 0.453 10.2 LOS B 2.5 64.2 0.65 0.61 0.85 31.2 Approach 710 3.0 710 3.0 0.453 10.5 LOS B 2.5 64.7 0.66 0.63 0.86 31.2 North: S 11th Ave 7 L2 All MCs 97 3.0 97 3.0 0.150 7.3 LOS A 0.5 13.5 0.59 0.54 0.59 30.0 4 T1 All MCs 138 3.0 138 3.0 0.258 8.1 LOS A 0.9 24.2 0.60 0.54 0.60 32.4 14 R2 All MCs 45 3.0 45 3.0 0.258 8.1 LOS A 0.9 24.2 0.60 0.54 0.60 32.1 Approach 279 3.0 279 3.0 0.258 7.8 LOS A 0.9 24.2 0.60 0.54 0.60 31.4 West: Kagy Blvd 5 L2 All MCs 71 3.0 71 3.0 0.444 8.5 LOS A 2.4 60.6 0.52 0.34 0.52 31.3 2 T1 All MCs 764 3.0 764 3.0 0.444 8.3 LOS A 2.4 60.6 0.51 0.33 0.51 32.1 12 R2 All MCs 99 3.0 99 3.0 0.444 8.1 LOS A 2.3 59.5 0.50 0.32 0.50 32.1 Approach 934 3.0 934 3.0 0.444 8.3 LOS A 2.4 60.6 0.51 0.33 0.51 32.1 All Vehicles 2552 3.0 2552 3.0 0.628 10.5 LOS B 3.8 97.7 0.61 0.55 0.75 30.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, February 28, 2023 1:33:33 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9 HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 0 8 20 0 78 5 225 19 75 391 28 Future Vol, veh/h 17 0 8 20 0 78 5 225 19 75 391 28 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 - - - 150 - - - - - 250 - 0 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 18 0 9 22 0 85 5 245 21 82 425 30 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 897 865 425 875 885 256 455 0 0 266 0 0 Stage 1 589 589 - 266 266 - - - - - - - Stage 2 308 276 - 609 619 - - - - - - - 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 261 292 629 270 284 783 1106 - - 1298 - - Stage 1 494 495 - 739 689 - - - - - - - Stage 2 702 682 - 482 480 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 221 272 629 252 265 783 1106 - - 1298 - - Mov Cap-2 Maneuver 221 272 - 252 265 - - - - - - - Stage 1 492 464 - 735 686 - - - - - - - Stage 2 623 679 - 445 450 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.3 12.3 0.2 1.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1106 - - 279 252 783 1298 - - HCM Lane V/C Ratio 0.005 - - 0.097 0.086 0.108 0.063 - - HCM Control Delay (s) 8.3 0 - 19.3 20.6 10.2 8 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.3 0.4 0.2 - - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 97 162 154 33 33 109 Future Vol, veh/h 97 162 154 33 33 109 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 6 4 0 0 3 Mvmt Flow 105 176 167 36 36 118 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 203 0 - 0 571 185 Stage 1 - - - - 185 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.227 - - - 3.5 3.327 Pot Cap-1 Maneuver 1363 - - - 486 855 Stage 1 - - - - 852 - Stage 2 - - - - 691 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1363 - - - 449 855 Mov Cap-2 Maneuver - - - - 449 - Stage 1 - - - - 786 - Stage 2 - - - - 691 - Approach EB WB SB HCM Control Delay, s 2.9 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1363 - - - 707 HCM Lane V/C Ratio 0.077 - - - 0.218 HCM Control Delay (s) 7.9 - - - 11.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.3 - - - 0.8 Queues 27: S 19th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 134 101 42 310 122 818 43 473 264 624 621 v/c Ratio 0.50 0.57 0.11 0.73 0.34 0.57 0.14 0.47 0.30 0.77 0.36 Control Delay 36.2 63.0 0.6 42.9 42.0 13.4 15.2 35.6 6.7 48.4 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 63.0 0.6 42.9 42.0 13.4 15.2 35.6 6.7 48.4 19.4 Queue Length 50th (ft) 74 76 0 194 82 152 10 154 28 230 152 Queue Length 95th (ft) 114 129 0 263 129 168 m23 225 m73 285 218 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 272 268 389 443 487 1507 317 1007 910 898 1717 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.38 0.11 0.70 0.25 0.54 0.14 0.47 0.29 0.69 0.36 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 93 39 285 112 753 40 435 243 574 546 26 Future Volume (veh/h) 123 93 39 285 112 753 40 435 243 574 546 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1709 1750 1750 1750 1750 1736 1723 1750 1750 1750 Adj Flow Rate, veh/h 134 101 42 310 122 818 43 473 264 624 593 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 3 0 0 0 0 1 2 0 0 0 Cap, veh/h 302 314 305 501 463 1257 347 947 662 702 1528 72 Arrive On Green 0.08 0.18 0.18 0.17 0.26 0.26 0.06 0.57 0.57 0.22 0.47 0.47 Sat Flow, veh/h 1654 1750 1448 1667 1750 2610 1667 3299 1460 3233 3233 152 Grp Volume(v), veh/h 134 101 42 310 122 818 43 473 264 624 305 316 Grp Sat Flow(s),veh/h/ln 1654 1750 1448 1667 1750 1305 1667 1650 1460 1617 1663 1723 Q Serve(g_s), s 7.8 6.0 2.8 17.5 6.6 28.4 2.2 10.3 11.1 22.5 14.2 14.2 Cycle Q Clear(g_c), s 7.8 6.0 2.8 17.5 6.6 28.4 2.2 10.3 11.1 22.5 14.2 14.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 302 314 305 501 463 1257 347 947 662 702 786 814 V/C Ratio(X) 0.44 0.32 0.14 0.62 0.26 0.65 0.12 0.50 0.40 0.89 0.39 0.39 Avail Cap(c_a), veh/h 312 314 305 577 487 1293 364 947 662 889 786 814 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 42.9 38.5 30.3 34.9 23.5 27.6 20.4 12.5 45.6 20.4 20.4 Incr Delay (d2), s/veh 1.0 0.6 0.2 1.6 0.3 1.1 0.1 1.3 1.2 9.2 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 2.7 1.0 7.1 2.8 8.6 0.8 3.3 2.9 9.7 5.6 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.7 43.5 38.7 31.9 35.2 24.6 27.7 21.7 13.7 54.7 21.9 21.8 LnGrp LOS D D D C D C C C B D C C Approach Vol, veh/h 277 1250 780 1245 Approach Delay, s/veh 39.5 27.4 19.3 38.3 Approach LOS D C B D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 30.1 39.4 24.5 26.1 7.8 61.6 14.2 36.3 Change Period (Y+Rc), s 4.0 4.9 4.5 4.6 4.0 4.9 4.5 4.6 Max Green Setting (Gmax), s 33.0 25.1 25.5 18.4 5.0 53.1 10.5 33.4 Max Q Clear Time (g_c+I1), s 24.5 13.1 19.5 8.0 4.2 16.2 9.8 30.4 Green Ext Time (p_c), s 1.6 3.1 0.5 0.4 0.0 3.8 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 30.4 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 12 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 98 851 84 920 205 386 234 418 v/c Ratio 0.41 0.78 0.33 0.84 0.68 0.75 0.72 0.81 Control Delay 18.3 30.1 16.4 32.7 29.1 34.3 31.5 38.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 30.1 16.4 32.7 29.1 34.3 31.5 38.6 Queue Length 50th (ft) 27 204 23 223 68 176 80 197 Queue Length 95th (ft) 59 298 52 #352 #135 278 #159 309 Internal Link Dist (ft) 602 2198 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 245 1277 264 1286 302 684 324 686 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.67 0.32 0.72 0.68 0.56 0.72 0.61 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 668 115 77 675 171 189 256 99 215 290 95 Future Volume (veh/h) 90 668 115 77 675 171 189 256 99 215 290 95 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 1736 1750 1750 1750 1750 1750 1750 1750 1736 1750 1750 Adj Flow Rate, veh/h 98 726 125 84 734 186 205 278 108 234 315 103 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 1 0 0 0 0 0 0 0 1 0 0 Cap, veh/h 239 961 165 254 878 222 308 348 135 330 366 120 Arrive On Green 0.06 0.34 0.34 0.05 0.33 0.33 0.09 0.29 0.29 0.09 0.29 0.29 Sat Flow, veh/h 1667 2814 484 1667 2627 666 1667 1200 466 1654 1263 413 Grp Volume(v), veh/h 98 425 426 84 464 456 205 0 386 234 0 418 Grp Sat Flow(s),veh/h/ln 1667 1650 1649 1667 1663 1630 1667 0 1666 1654 0 1676 Q Serve(g_s), s 2.8 16.9 17.0 2.4 19.1 19.1 6.4 0.0 15.8 7.0 0.0 17.5 Cycle Q Clear(g_c), s 2.8 16.9 17.0 2.4 19.1 19.1 6.4 0.0 15.8 7.0 0.0 17.5 Prop In Lane 1.00 0.29 1.00 0.41 1.00 0.28 1.00 0.25 Lane Grp Cap(c), veh/h 239 563 563 254 555 545 308 0 484 330 0 486 V/C Ratio(X) 0.41 0.76 0.76 0.33 0.84 0.84 0.66 0.00 0.80 0.71 0.00 0.86 Avail Cap(c_a), veh/h 302 655 655 329 660 648 308 0 675 330 0 679 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.5 21.6 21.6 16.9 22.8 22.8 18.6 0.0 24.3 19.4 0.0 24.8 Incr Delay (d2), s/veh 1.1 4.3 4.3 0.8 8.0 8.1 5.3 0.0 4.6 6.8 0.0 8.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.6 6.7 0.9 8.0 7.9 2.8 0.0 6.6 3.3 0.0 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 25.9 25.9 17.7 30.8 30.9 23.9 0.0 28.9 26.2 0.0 32.8 LnGrp LOS B C C B C C C A C C A C Approach Vol, veh/h 949 1004 591 652 Approach Delay, s/veh 25.2 29.7 27.1 30.5 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 30.9 10.0 26.5 7.2 30.3 10.0 26.5 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 7.0 29.4 7.0 30.0 7.0 29.4 7.0 30.0 Max Q Clear Time (g_c+I1), s 4.4 19.0 8.4 19.5 4.8 21.1 9.0 17.8 Green Ext Time (p_c), s 0.0 3.8 0.0 2.0 0.0 3.6 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 28.0 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 212 652 97 172 495 197 118 268 122 198 271 104 v/c Ratio 0.56 0.87 0.11 0.66 0.66 0.26 0.38 0.75 0.20 0.62 0.66 0.17 Control Delay 18.8 41.1 4.3 26.3 28.7 4.6 26.9 51.3 5.1 33.3 43.5 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.8 41.1 4.3 26.3 28.7 4.6 26.9 51.3 5.1 33.3 43.5 4.8 Queue Length 50th (ft) 63 371 5 49 246 5 54 170 0 95 165 0 Queue Length 95th (ft) 122 #663 32 #120 413 49 95 259 38 153 252 33 Internal Link Dist (ft) 424 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 100 Base Capacity (vph) 379 816 869 259 816 798 312 642 597 319 695 627 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.80 0.11 0.66 0.61 0.25 0.38 0.42 0.20 0.62 0.39 0.17 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 600 89 158 455 181 109 247 112 182 249 96 Future Volume (veh/h) 195 600 89 158 455 181 109 247 112 182 249 96 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 1736 1750 1750 1736 1750 1750 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 212 652 97 172 495 0 118 268 122 198 271 0 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 1 0 0 1 0 0 1 0 0 1 0 Cap, veh/h 373 721 713 252 721 279 333 398 287 390 Arrive On Green 0.08 0.42 0.42 0.08 0.42 0.00 0.07 0.19 0.19 0.10 0.22 0.00 Sat Flow, veh/h 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1736 1483 Grp Volume(v), veh/h 212 652 97 172 495 0 118 268 122 198 271 0 Grp Sat Flow(s),veh/h/ln 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1736 1483 Q Serve(g_s), s 6.8 32.2 3.3 5.4 21.3 0.0 5.2 13.5 6.0 8.5 13.1 0.0 Cycle Q Clear(g_c), s 6.8 32.2 3.3 5.4 21.3 0.0 5.2 13.5 6.0 8.5 13.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 373 721 713 252 721 279 333 398 287 390 V/C Ratio(X) 0.57 0.90 0.14 0.68 0.69 0.42 0.81 0.31 0.69 0.70 Avail Cap(c_a), veh/h 373 892 859 252 892 279 702 713 287 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.8 25.1 13.2 20.3 21.9 0.0 27.8 35.4 26.7 26.2 32.6 0.0 Incr Delay (d2), s/veh 2.0 10.9 0.1 7.3 1.6 0.0 1.0 4.6 0.4 6.8 2.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 14.5 1.1 2.4 8.5 0.0 2.1 6.1 2.2 3.9 5.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 36.0 13.3 27.6 23.5 0.0 28.8 40.0 27.1 33.1 34.9 0.0 LnGrp LOS B D B C C C D C C C Approach Vol, veh/h 961 667 508 469 Approach Delay, s/veh 29.9 24.6 34.3 34.1 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 45.0 9.0 27.5 10.0 45.0 12.0 24.5 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 7.0 47.0 6.0 40.0 7.0 47.0 9.0 37.0 Max Q Clear Time (g_c+I1), s 7.4 34.2 7.2 15.1 8.8 23.3 10.5 15.5 Green Ext Time (p_c), s 0.0 3.8 0.0 1.7 0.0 3.1 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C Notes Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 42: W Graf St & S 3rd Ave 02/28/2023 PM Peak Jarrett Subdivision 6:33 pm 02/24/2023 Future (2037)Synchro 11 Report Page 16 Intersection Int Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 42 100 270 41 73 371 Future Vol, veh/h 42 100 270 41 73 371 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 50 - 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 46 109 293 45 79 403 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 854 293 0 0 338 0 Stage 1 293 - - - - - Stage 2 561 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 332 751 - - 1232 - Stage 1 762 - - - - - Stage 2 575 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 311 751 - - 1232 - Mov Cap-2 Maneuver 311 - - - - - Stage 1 762 - - - - - Stage 2 538 - - - - - Approach WB NB SB HCM Control Delay, s 14.6 0 1.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 529 1232 - HCM Lane V/C Ratio - - 0.292 0.064 - HCM Control Delay (s) - - 14.6 8.1 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1.2 0.2 - MOVEMENT SUMMARY Site: 101 [11th & Kagy PM 2037 2-lane (Site Folder: Improvements - 2037)] Output produced by SIDRA INTERSECTION Version: 9.1.2.202 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 All MCs 205 3.0 205 3.0 0.447 16.2 LOS C 1.9 48.9 0.76 0.84 1.04 26.9 8 T1 All MCs 278 3.0 278 3.0 0.541 17.5 LOS C 2.6 66.5 0.77 0.89 1.17 28.6 18 R2 All MCs 108 3.0 108 3.0 0.191 8.8 LOS A 0.6 16.1 0.63 0.62 0.63 31.7 Approach 591 3.0 591 3.0 0.541 15.5 LOS C 2.6 66.5 0.74 0.82 1.03 28.5 East: Kagy Blvd 1 L2 All MCs 84 3.0 84 3.0 0.649 16.4 LOS C 5.5 141.1 0.79 0.88 1.36 28.2 6 T1 All MCs 734 3.0 734 3.0 0.649 15.9 LOS C 5.6 143.6 0.79 0.87 1.35 29.0 16 R2 All MCs 186 3.0 186 3.0 0.649 15.4 LOS C 5.6 143.6 0.78 0.85 1.34 29.1 Approach 1003 3.0 1003 3.0 0.649 15.9 LOS C 5.6 143.6 0.78 0.86 1.35 28.9 North: S 11th Ave 7 L2 All MCs 234 3.0 234 3.0 0.491 17.0 LOS C 2.2 57.5 0.76 0.86 1.10 26.7 4 T1 All MCs 315 3.0 315 3.0 0.787 30.8 LOS D 5.9 151.9 0.87 1.16 1.87 24.5 14 R2 All MCs 103 3.0 103 3.0 0.787 30.8 LOS D 5.9 151.9 0.87 1.16 1.87 24.3 Approach 652 3.0 652 3.0 0.787 25.9 LOS D 5.9 151.9 0.83 1.06 1.59 25.2 West: Kagy Blvd 5 L2 All MCs 98 3.0 98 3.0 0.645 16.9 LOS C 5.1 130.9 0.79 0.89 1.36 28.0 2 T1 All MCs 726 3.0 726 3.0 0.645 16.4 LOS C 5.2 133.2 0.79 0.88 1.35 28.8 12 R2 All MCs 125 3.0 125 3.0 0.645 15.8 LOS C 5.2 133.2 0.78 0.87 1.34 28.9 Approach 949 3.0 949 3.0 0.645 16.3 LOS C 5.2 133.2 0.79 0.88 1.35 28.7 All Vehicles 3196 3.0 3196 3.0 0.787 18.0 LOS C 5.9 151.9 0.79 0.90 1.34 27.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2022 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, February 28, 2023 1:33:41 PM Project: P:\22401_Jarrett_Sub_TIS_Bozeman\TRAFFIC\Capacity Calcs\Jarrett roundabouts.sip9