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HomeMy WebLinkAbout007 Appendix F - Traffic Impact Study SOUTH RANGE CROSSING SUBDIVISION TRAFFIC IMPACT STUDY 22318 Mr. Parker Lange Providence Development PO Box 4082 Bozeman, MT 59772 February 2023 South Range Crossing 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 ............................................................................................................................... 12 TRAFFIC ASSIGNMENT .......................................................................................................................... 12 TRAFFIC IMPACTS ................................................................................................................................. 12 Traffic Volumes................................................................................................................................ 12 Intersection Capacity ....................................................................................................................... 13 Mitigation Alternatives ..................................................................................................................... 18 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 19 Conclusions .................................................................................................................................... 19 Recommendations ........................................................................................................................... 20 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) APPENDIX C – CAPACITY CALCULATIONS – PHASE 1 (2025) & 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 South Range Crossing 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: PHASE I (2025) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 14 FIGURE 6: FUTURE (2037) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 15 FIGURE 7: PHASE 1 (2025) TRAFFIC PROJECTIONS ................................................................................ 16 FIGURE 8: FUTURE (2037) TRAFFIC PROJECTIONS ................................................................................. 17 South Range Crossing Subdivision TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed development of the South Range Crossing Subdivision (SRX) 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 SRX Subdivision development site is located on the southeast corner of the intersection of South 19th Avenue/Graf Street in Bozeman, Gallatin County, Montana. The site is bordered by South 19th Avenue to the west, Graf Street to the north, South 15th Avenue and existing homes to the east, and currently undeveloped land to the south. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The subdivision development plan proposes construction of 186 single-family build-to-rent homes (Phase 1), 110 townhomes (Phase 2), and 41,500 square-feet of commercial space, to include retail and restaurant uses (Phase 3). Infrastructure developments will likely be phased in smaller increments and Phase 1 described above will be used for a TIS scenario. Access to the SRX Subdivision is proposed via connections to two existing streets to the east (Brookdale Drive and Alder Creek Drive), two new approaches onto South 19th Avenue, and a new south leg to a previously constructed roundabout on Graf Street. 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, South 11th Avenue, South Willson Avenue, Blackwood Road on existing sections, 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. South Range Crossing Subdivision TIS 2 Figure 1: Study Area South Range Crossing Subdivision TIS 3 Figure 2: Site Layout South Range Crossing Subdivision TIS 4 Figure 3: Street and Intersection Characteristics South Range Crossing 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 South Range Crossing 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. South Range Crossing Subdivision TIS 7 Figure 4: Existing Conditions (2022) Peak Hour Traffic Volumes South Range Crossing 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 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 0.151 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 Intersection Crash Data3Crash Type 2014-2018 DEV1 Reported Crashes2 HSM Predictions4 South Range Crossing 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 when drivers misjudge the speed or gap of approaching vehicles with permissive left-turns or due to red-light-running. Table 2: Crash History – Collision Type Right Angle Rear End Head On LT, SD LT, OD RT, OD SS, SD SS, OD Bicycle 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 S 19th Ave/Goldenstein Ln 2 1 2 1 1 3 10 S 3rd Ave/Goldenstein Ln 1 1 Collision Type South Range Crossing Subdivision TIS 10 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), Single-Family Attached Housing (Land Use Code 215), Strip Retail Plaza (Land Use Code 822), and High-Turnover (Sit-Down) Restaurant (Land Use Code 932) were used to estimate trip generation for the SRX Subdivision. Table 3 on page 11 illustrates the results of the trip generation calculations for the site. The 186 homes included in TIS scenario Phase 1 are projected to generate 1,754 gross average weekday trips, with 130 trips (34 entering/96 exiting) generated during the AM peak hour and 175 trips (110 entering/65 exiting) generated during the PM peak hour. At full buildout, the SRX Subdivision is projected to generate a total of 5,333 gross average weekday trips with 353 trips (147 entering/206 exiting) generated during the AM peak hour and 537 trips (306 entering/231 exiting) generated during the PM peak hour. South Range Crossing Subdivision TIS 11 Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are trips that do not have origins or destinations external to a project site and therefore do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange and were therefore calculated for this site upon Full Buildout. Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Single-Family Housing (Detached)1 186 Dwelling Units 1754 877 877 130 34 96 175 110 65 301 158 143 11 2 9 37 24 13 Single-Family Housing (Attached)2 110 Dwelling Units 792 396 396 53 16 37 63 36 27 136 72 64 4 1 3 14 9 5 Retail3 31.5 1000 SF GFA 1715 858 857 74 44 30 208 104 104 614 263 351 10 5 5 67 24 43 374 202 172 22 13 9 48 27 21 High-Turnover (Sit-Down) Restaurant4 10 1000 SF GFA 1072 536 536 96 53 43 91 56 35 477 271 206 21 15 6 44 24 20 256 114 142 32 16 16 20 14 6 5333 2667 2666 353 147 206 537 306 231 1528 764 764 46 23 23 162 81 81 630 316 314 54 29 25 68 41 27 3175 1587 1588 253 95 158 307 184 123 (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 (26% entering/74% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.94 (63% entering/37% exiting) (2)Single-Family Attached Housing - Land Use 215*Units = Dwelling Units Average Weekday:Average Rate = 7.20 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.48 (31% entering/69% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.57 (57% entering/43% exiting) (3)Strip Retail Plaza (<40k) - Land Use 822*Units = 1000 SF GFA Average Weekday:Average Rate = 54.45 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 2.36 (60% entering/40% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 6.59 (50% entering/50% exiting) (4)High-Turnover (Sit-Down) Restaurant - Land Use 932*Units = 1000 SF GFA Average Weekday:Average Rate = 107.20 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 9.57 (55% entering/45% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 9.05 (61% entering/39% exiting) *Trip Generation, 11th Edition , Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition , Institute of Transportation Engineers, 2017 Phase 1 Remaining Buildout Pass-By Trips** (Avg. Rate = 43%) Internal Capture Trips** Full Buildout South 40 Pass-By Trips Full Buildout South 40 Internal Capture Trips Internal Capture Trips** (upon Full Buildout) Independent Variable PM Peak HourAM Peak HourAverage Weekday Full Buildout South 40 New External Trips Full Buildout South 40 Gross Trips Land Use Internal Capture Trips** Internal Capture Trips** Pass-By Trips** (Avg. Rate = 34%) South Range Crossing Subdivision TIS 12 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 calculated for the commercial portion of this site. A portion of the external trips generated by the SRX Subdivision could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. There is sidewalk along Graf Street and connections to a nearby trail system. However, alternate mode trips were conservatively assumed to be negligible for the purposes of this study. With adjustments made for internal capture and pass-by trips that will be present upon Full Buildout of the site, the SRX Subdivision is projected to generate 3,175 total net new external vehicular trips on a typical weekday with 253 trips (95 entering/158 exiting) during the AM peak hour and 307 trips (184 entering/123 exiting) during the PM peak hour. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes and/or simple inspection of existing traffic patterns within the project area. For this study, distribution percentages were calculated based on existing volumes collected for this study and the assumption that Fowler Lane would be extended between West Garfield Street and Stucky Road in the Future (2037) scenario. Figures 5 and 6 on pages 14 and 15, respectively, present the calculated trip distribution scheme for the SRX 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 SRX Subdivision were assigned to the study area street network for the purposes of projecting future traffic volumes for analysis. It was assumed that the South 19th Avenue/Brookdale Drive intersection would operate with right-in/right-out control on the east leg. The results of the traffic assignment exercises for the Phase 1 (2025) and Future (2037) scenarios are also illustrated in Figures 5 and 6. TRAFFIC IMPACTS Traffic Volumes Based on information provided by the client, the 186 single-family homes in Phase 1 are expected to be completed in 2025, the 110 townhomes are expected to be completed in 2026, and the commercial uses are expected to be completed in 2027, with subdivision infrastructure development constructed in smaller phases. For the purposes of this analysis, Phase 1 (2025) and a 15-year Future (2037) horizon were 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 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 South Range Crossing Subdivision TIS 13 Bozeman, University Crossing, and Blackwood Groves developments, which are anticipated to be completed concurrently with the SRX 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 both the Phase 1 (2025) and Future (2037) analysis scenarios. 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. Phase 1 (2025) and 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. Figures 7 and 8 on pages 16 and 17 show the Phase 1 (2025) and Future (2037) peak hour traffic volume projections, respectively. Intersection Capacity Sanderson Stewart performed capacity calculations for the Phase 1 (2025) and Future (2037) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 7 and 8. All new site access intersections were presumed to be stop-controlled, except for the access to the existing roundabout on Graf Street. 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. Figures 7 and 8 also show the Phase 1 (2025) and Future (2037) LOS results at each intersection. Phase 1 (2025) capacity results are similar to Existing Conditions (2022). The Kagy Boulevard/South 11th Avenue intersection is projected to worsen to LOS D on the westbound approach during the PM peak hour, with lengthy 95th percentile queues on Kagy Boulevard during both the AM and PM peak hours. The South 19th Avenue/Kagy Boulevard intersection is projected to remain at LOS D on the east and west legs during the AM peak hour. 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 extensive on most approaches. At the stop-controlled intersection of South 3rd Avenue/Graf Street, the westbound approach is projected to operate at LOS D during the AM peak hour, although the delay value is close to the LOS C cutoff. 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 Phase 1 (2025) and Future (2037) traffic scenarios are included in Appendix C. South Range Crossing Subdivision TIS 14 Figure 5: Phase 1 (2025) Trip Distribution & Traffic Assignment Summary South Range Crossing Subdivision TIS 15 Figure 6: Future (2037) Trip Distribution & Traffic Assignment Summary South Range Crossing Subdivision TIS 16 Figure 7: Phase 1 (2025) Traffic Projections South Range Crossing Subdivision TIS 17 Figure 8: Future (2037) Traffic Projections South Range Crossing Subdivision TIS 18 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), Phase 1 (2025), 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), Phase 1 (2025), and Future (2037) scenarios can be found in Appendix D. Improved Intersection Capacity South 19th Avenue/Kagy Boulevard: Minor timing changes and the addition of an eastbound right-turn overlap phase were shown to slightly improve delay for the Phase 1 (2025) scenario, with the east and west legs still operating at LOS D. In the Future (2037) scenario, dual southbound left-turn, and dual westbound right-turn lanes will likely 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. 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 delay values close to the LOS C cutoff value. Kagy Boulevard/South 11th Avenue: Projected Phase 1 (2025) capacity and queuing can be improved to LOS C or better on all approaches through minor signal timing adjustments. In the Future (2037) scenario it was found that an additional thru lane on Kagy Boulevard in both directions would be necessary to improve 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. In order to operate at LOS C or better, 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. Kagy Boulevard/South Willson Avenue: This intersection is not projected to experience capacity deficiencies until 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. South Range Crossing Subdivision TIS 19 South 3rd Avenue/Graf Street (stop-controlled): The warranted turn lanes at this stop-controlled intersection were found to have a minimal impact on delay, and it is unlikely that they would be installed due to right-of-way constraints and the intersection’s proximity to the Wagonwheel Road/Graf Street intersection. However, it was found that providing separate westbound left-turn and right-turn lanes would improve capacity on the westbound approach to LOS C during the AM peak hour with a 95th percentile queue of only 2 vehicles. There is currently room on the existing street section to stripe these lanes a short distance in advance of the intersection. Blackwood Road/South 19th Avenue: This intersection is projected to operate with acceptable delay metrics both with and without the warranted turn lane. The lane should be considered for installation to improve safety once Blackwood Road is extended to the east with development of Blackwood Groves. Operations should be monitored upon construction and occupancy of Blackwood Groves to determine if a signal may become necessary. 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 Phase 1 (2025) Future (2037) scenarios 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 the SRX Subdivision will generate a large volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 1,754 new trips would be generated upon completion of Phase 1 (2025) and 3,175 new external vehicle 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. Phase 1 (2025) capacity calculations were similar to Existing Conditions (2022) with LOS D on the east and west legs of the South 19th Avenue/Kagy Boulevard intersection during the AM peak hour. Projected 95th percentile queuing is projected to worsen on Kagy Boulevard at the South 11th Avenue intersection, and the westbound approach is projected to worsen to LOS D during the PM peak hour. 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. South Range Crossing Subdivision TIS 20 Extreme queuing is projected on Kagy Boulevard at both intersections. The westbound approach at the stop-controlled South 3rd Avenue/Graf Street intersection is projected to worsen to LOS D during the AM peak hour. 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 in the Phase 1 (2025) scenario, minor improvements to signal timing and phasing could improve operations at the signalized intersections of Kagy Boulevard with South 19th Avenue and South 11th Avenue. However, the Future (2037) scenario will likely require further improvements at all three intersections along Kagy Boulevard, 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. 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, both when evaluating signalized and 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. Separate westbound left- and right-turn lanes improved capacity to LOS C at the South 3rd Avenue/Graf Street intersection. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: South Range Crossing Subdivision Improvements · Stop signs (R1-1) should be installed for all private site access approaches on public streets, with exception of the existing roundabout at the proposed site access on Graf Street. · 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: South Range Crossing Subdivision TIS 21 o Protected-only left-turn phasing on all approaches may help prevent right-angle collisions at this intersection. 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. · In the Phase 1 (2025) timeframe, minor signal timing improvements may be necessary to maintain operations and reduce queuing at the Kagy Boulevard/South 11th Avenue intersection. In the Future (2037) timeframe further improvements should be considered, 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. Installation of a dedicated southbound right-turn lane with overlap phasing should also be considered in the Future (2037) timeframe, and 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. South Range Crossing Subdivision TIS 22 · Installation of separate westbound left-turn and right-turn lanes should be considered at the South 3rd Avenue/Graf Street intersection based on the Future (2037) scenario capacity projections. Operations at this intersection should be monitored to determine if/when this improvement may become necessary. 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) 22318Project 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: South 40 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:22318 South 40 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: South 40 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) 22318Project 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:22318 South 40 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: South 40 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) 22318Project 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:22318 South 40 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 THIn302Total Entering 1441Out442 In Out 797 South 19th Avenue 613 InOut 342Stucky Road386Bozeman, MT /MDTTuesday, April 5, 2022Date Performed: Count Time Period: South 40 TIS South 19th Avenue Stucky Road Stucky Road Vehicle Volumes and Adjustments South 19th Avenue INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Stucky RoadCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22318Project Number: Southbound South 19th Avenue Northbound Stucky Road Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 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 Out 718 568 South 19th Avenue Total Entering 1431 482 384 Out InStucky RoadOut381Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Stucky Road Stucky Road Southbound Northbound Eastbound Westbound In329South 19th Avenue In North/South Street: South 19th Avenue Stucky Road Date Performed: Tuesday, April 5, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22318 South 40 TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Stucky Road NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 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 RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22318Project Number: Southbound South 19th Avenue Northbound Graf Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Graf StreetCounted By:Graf StreetGraf Street114Bozeman, MT /MDTTuesday, April 5, 2022Date Performed: Count Time Period: South 40 TIS South 19th Avenue Graf Street Graf Street Vehicle Volumes and Adjustments South 19th Avenue 326 In Out 642 South 19th Avenue 406 InOut 174In55 In276Out251Total Entering 1122Out 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 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Graf Street North/South Street: South 19th Avenue Graf Street Date Performed: Tuesday, April 5, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 22318 South 40 TIS East/West Street:Graf StreetOut121Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Graf Street Graf Street Southbound Northbound Eastbound Westbound In91181OutSouth 19th Avenue In Out 484 403 South 19th Avenue 222InGraf StreetTotal Entering 1042 337 245 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 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 RTIn254 In228Out154Total Entering 747Out South 11th Avenue 191 InOut 100 South 11th Avenue 79 In Out 239 Graf StGraf St249Bozeman, MT /MDTTuesday, April 5, 2022Date Performed: Count Time Period: South 40 TIS South 11th Avenue Graf St Graf St Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 11th Avenue & Graf StCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 22318Project Number: Southbound South 11th Avenue Northbound Graf St 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 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 South 11th Avenue 139InGraf StTotal Entering 500 83 42 Out In South 11th Avenue In Out 139 61 Graf StOut204Vehicle Volumes and Adjustments South 11th Avenue South 11th Avenue Graf St Graf St Southbound Northbound Eastbound Westbound In180152OutNorth/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: 22318 South 40 TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 11th Avenue & Graf St 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) 22318Project 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: South 40 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:22318 South 40 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) 22318Project Number: Southbound S 3rd Ave Northbound Graf St Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 3rd Ave & Graf StCounted By:Graf StBozeman, MT /MDTThursday, October 6, 2022Date Performed: Count Time Period: South 40 TIS S 3rd Ave Graf St Graf St Vehicle Volumes and Adjustments S 3rd Ave 336 InOut 183 In143Out70Total Entering 671 S 3rd Ave In Out 192 418 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:22318 South 40 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 89InGraf StTotal Entering 564 258 195 Out In S 3rd Ave In Out 280 234 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) 22318Project 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: South 40 TIS S 3rd Ave Graf St Graf St Vehicle Volumes and Adjustments Wagon Wheel Rd 132 InOut 63In157 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 0 0 0 0 139 4:45 PM 30 13 0 0 43 0 9 4 0 13 7 0 40 0 47 0 0 0 0 0 103 5:00 PM 52 18 0 0 70 0 19 9 0 28 4 0 29 0 33 0 0 0 0 0 131 5:15 PM 57 18 0 0 75 0 10 4 0 14 6 0 30 0 36 0 0 0 0 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 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 5.9 0.0 1.4 0.0 0.0 0.0 0.0 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:22318 South 40 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 7:30 AM 1 31 0 0 32 0 76 0 0 76 1 0 4 0 5 0 113 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 Grand Total 3 136 0 1 140 0 367 1 0 368 2 0 19 0 21 0 0 0 0 0 529 Medium Truck % 0.0 4.4 0.0 0.0 4.3 0.0 1.1 0.0 0.0 1.1 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 4.4 0.0 0.0 4.3 0.0 1.1 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.6 25.7 0.0 0.2 26.5 0.0 69.4 0.2 0.0 69.6 0.4 0.0 3.6 0.0 4.0 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 3 136 1 U0LT19RT20 1 367 U LT THIn4Total Entering 529Out140 In Out 387 S 19th Avenue 368 InOut 138Blackwood Road21Bozeman, MT/MDTTuesday, April 19, 2022Date Performed: Count Time Period: South 40 TIS S 19th Avenue Blackwood Road Blackwood Road Vehicle Volumes and Adjustments S 19th Avenue INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 19th Avenue & Blackwood RoadCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: S 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22318Project Number: Southbound S 19th Avenue Northbound Blackwood Road Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 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 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 5:30 PM 4 78 0 0 82 0 44 1 0 45 1 0 3 0 4 0 131 5:45 PM 4 85 0 0 89 0 53 0 0 53 0 0 3 0 3 0 145 Grand Total 21 303 0 0 324 0 183 4 0 187 4 0 12 0 16 0 0 0 0 0 527 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.5 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 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Total % 4.0 57.5 0.0 0.0 61.5 0.0 34.7 0.8 0.0 35.5 0.8 0.0 2.3 0.0 3.0 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 21 303 0 U0LT12RT40 4 183 U LT TH Out 324 195 S 19th Avenue Total Entering 527 307 187 Out InBlackwood RoadOut25Vehicle Volumes and Adjustments S 19th Avenue S 19th Avenue Blackwood Road Blackwood Road Southbound Northbound Eastbound Westbound In16S 19th Avenue In 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: 22318 South 40 TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain S 19th Avenue & Blackwood Road NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 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) 22318Project Number: Southbound S 19th Ave Northbound Goldenstein Ln Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S 19th Ave & Goldenstein LnCounted By:Goldenstein LnBozeman, MT /MDTThursday, October 6, 2022Date Performed: Count Time Period: South 40 TIS S 19th Ave Goldenstein Ln Goldenstein Ln Vehicle Volumes and Adjustments S 19th Ave 367 InOut 167 In126Out120Total Entering 683 S 19th Ave In Out 190 396 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:22318 South 40 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 105InGoldenstein LnTotal Entering 710 308 250 Out In S 19th Ave In Out 355 278 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) 22318Project 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: South 40 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:22318 South 40 TIS East/West Street:Goldenstein LnOut169Vehicle Volumes and Adjustments S 3rd Ave S 3rd Ave Goldenstein Ln Goldenstein Ln Southbound Northbound Eastbound Westbound In166124Out118InGoldenstein LnTotal Entering 374 S 3rd Ave In Out 90 81 NNNNNNNNNN 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 6.2 A 3 4.3 A 1 WB 9.6 A 3 3.9 A 1 NB 7.5 A 2 3.6 A 1 SB 5.7 A 1 4.3 A 1 Intersection 7.5 A --4.1 A -- EB 6.1 A 2 4.1 A 1 WB 6.5 A 2 4.2 A 1 NB 7.8 A 3 3.9 A 1 Intersection 7.0 A --4.1 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 13.4 B 1 11.7 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 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 Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized Intersection Approach Existing (2022) AM Peak PM Peak Intersection Control Roundabout Graf Street & South 3rd Avenue Intersection Control All-Way Stop-Control 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 HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 19 2 1 367 137 3 Future Vol, veh/h 19 2 1 367 137 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 4 0 Mvmt Flow 25 3 1 477 178 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 657 178 182 0 - 0 Stage 1 178 - - - - - Stage 2 479 - - - - - 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 433 870 1405 - - - Stage 1 858 - - - - - Stage 2 627 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 433 870 1405 - - - Mov Cap-2 Maneuver 433 - - - - - Stage 1 857 - - - - - Stage 2 627 - - - - - Approach EB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1405 - 455 - - HCM Lane V/C Ratio 0.001 - 0.06 - - HCM Control Delay (s) 7.6 0 13.4 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Queues 3: S 19th Ave & W Graf St 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 AM Peak South 40 3:13 pm 11/29/2022 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: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 91 0.0 157 0.0 0.346 7.5 LOS A 1.8 45.1 0.57 0.49 0.57 32.8 8 T1 83 0.0 143 0.0 0.346 7.5 LOS A 1.8 45.1 0.57 0.49 0.57 32.7 18 R2 17 0.0 29 0.0 0.346 7.5 LOS A 1.8 45.1 0.57 0.49 0.57 31.8 Approach 191 0.0 329 0.0 0.346 7.5 LOS A 1.8 45.1 0.57 0.49 0.57 32.6 East: Graf St 1 L2 5 0.0 9 0.0 0.448 9.5 LOS A 2.7 69.9 0.65 0.64 0.74 32.9 6 T1 135 3.7 233 3.7 0.448 9.7 LOS A 2.7 69.9 0.65 0.64 0.74 32.8 16 R2 88 1.1 152 1.1 0.448 9.6 LOS A 2.7 69.9 0.65 0.64 0.74 31.9 Approach 228 2.6 393 2.6 0.448 9.6 LOS A 2.7 69.9 0.65 0.64 0.74 32.4 North: S 11th Ave 7 L2 29 13.8 50 13.8 0.157 6.1 LOS A 0.7 17.0 0.51 0.42 0.51 33.5 4 T1 22 0.0 38 0.0 0.157 5.5 LOS A 0.7 17.0 0.51 0.42 0.51 33.9 14 R2 28 0.0 48 0.0 0.157 5.5 LOS A 0.7 17.0 0.51 0.42 0.51 32.9 Approach 79 5.1 136 5.1 0.157 5.7 LOS A 0.7 17.0 0.51 0.42 0.51 33.4 West: Graf St 5 L2 69 0.0 119 0.0 0.347 6.2 LOS A 2.1 52.0 0.32 0.18 0.32 33.9 2 T1 108 0.9 186 0.9 0.347 6.2 LOS A 2.1 52.0 0.32 0.18 0.32 33.8 12 R2 72 0.0 124 0.0 0.347 6.2 LOS A 2.1 52.0 0.32 0.18 0.32 32.9 Approach 249 0.4 429 0.4 0.347 6.2 LOS A 2.1 52.0 0.32 0.18 0.32 33.6 All Vehicles 747 1.5 1288 1.5 0.448 7.5 LOS A 2.7 69.9 0.50 0.42 0.53 33.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, November 29, 2022 4:58:14 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave AM Existing (Site Folder: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 131 4.6 215 4.6 0.437 7.9 LOS A 2.7 69.4 0.45 0.29 0.45 32.5 18 R2 171 2.3 280 2.3 0.437 7.8 LOS A 2.7 69.4 0.45 0.29 0.45 31.7 Approach 302 3.3 495 3.3 0.437 7.8 LOS A 2.7 69.4 0.45 0.29 0.45 32.0 East: Graf St 1 L2 121 2.5 198 2.5 0.317 6.5 LOS A 1.7 42.5 0.45 0.33 0.45 32.9 6 T1 87 1.1 143 1.1 0.317 6.4 LOS A 1.7 42.5 0.45 0.33 0.45 32.9 Approach 208 1.9 341 1.9 0.317 6.5 LOS A 1.7 42.5 0.45 0.33 0.45 32.9 West: Graf St 2 T1 96 3.2 157 3.2 0.285 6.1 LOS A 1.4 36.9 0.42 0.28 0.42 34.6 12 R2 90 6.7 148 6.7 0.285 6.2 LOS A 1.4 36.9 0.42 0.28 0.42 33.5 Approach 186 4.9 305 4.9 0.285 6.1 LOS A 1.4 36.9 0.42 0.28 0.42 34.0 All Vehicles 696 3.3 1141 3.3 0.437 7.0 LOS A 2.7 69.4 0.44 0.30 0.44 32.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, November 29, 2022 4:51:46 PM Project: Not Saved HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 12 4 4 183 303 21 Future Vol, veh/h 12 4 4 183 303 21 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 0 0 0 Mvmt Flow 13 4 4 195 322 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 525 322 344 0 - 0 Stage 1 322 - - - - - Stage 2 203 - - - - - 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 516 724 1226 - - - Stage 1 739 - - - - - Stage 2 836 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 514 724 1226 - - - Mov Cap-2 Maneuver 514 - - - - - Stage 1 736 - - - - - Stage 2 836 - - - - - Approach EB NB SB HCM Control Delay, s 11.7 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1226 - 554 - - HCM Lane V/C Ratio 0.003 - 0.031 - - HCM Control Delay (s) 7.9 0 11.7 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Queues 3: S 19th Ave & W Graf St 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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 02/08/2023 PM Peak South 40 3:13 pm 11/29/2022 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: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 28 0.0 33 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 34.1 8 T1 9 0.0 11 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 34.0 18 R2 5 0.0 6 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 33.1 Approach 42 0.0 50 0.0 0.045 3.6 LOS A 0.2 4.7 0.34 0.20 0.34 34.0 East: Graf St 1 L2 9 0.0 11 0.0 0.130 3.9 LOS A 0.6 15.3 0.22 0.09 0.22 35.8 6 T1 105 0.0 125 0.0 0.130 3.9 LOS A 0.6 15.3 0.22 0.09 0.22 35.7 16 R2 25 0.0 30 0.0 0.130 3.9 LOS A 0.6 15.3 0.22 0.09 0.22 34.6 Approach 139 0.0 165 0.0 0.130 3.9 LOS A 0.6 15.3 0.22 0.09 0.22 35.5 North: S 11th Ave 7 L2 39 0.0 46 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.20 0.33 34.9 4 T1 30 0.0 36 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.20 0.33 34.7 14 R2 70 0.0 83 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.20 0.33 33.7 Approach 139 0.0 165 0.0 0.142 4.3 LOS A 0.7 16.6 0.33 0.20 0.33 34.3 West: Graf St 5 L2 28 0.0 33 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.12 0.25 35.3 2 T1 108 0.0 129 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.12 0.25 35.2 12 R2 44 0.0 52 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.12 0.25 34.2 Approach 180 0.0 214 0.0 0.171 4.3 LOS A 0.8 20.9 0.25 0.12 0.25 34.9 All Vehicles 500 0.0 595 0.0 0.171 4.1 LOS A 0.8 20.9 0.27 0.14 0.27 34.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, November 29, 2022 4:58:20 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave PM Existing (Site Folder: Existing)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 62 0.0 65 0.0 0.118 3.9 LOS A 0.5 13.6 0.26 0.13 0.26 34.6 18 R2 76 0.0 80 0.0 0.118 3.9 LOS A 0.5 13.6 0.26 0.13 0.26 33.5 Approach 138 0.0 145 0.0 0.118 3.9 LOS A 0.5 13.6 0.26 0.13 0.26 34.0 East: Graf St 1 L2 83 0.0 87 0.0 0.170 4.2 LOS A 0.8 20.9 0.20 0.09 0.20 34.6 6 T1 125 0.0 132 0.0 0.170 4.2 LOS A 0.8 20.9 0.20 0.09 0.20 34.5 Approach 208 0.0 219 0.0 0.170 4.2 LOS A 0.8 20.9 0.20 0.09 0.20 34.6 West: Graf St 2 T1 108 0.9 114 0.9 0.148 4.1 LOS A 0.7 17.8 0.23 0.11 0.23 35.7 12 R2 69 0.0 73 0.0 0.148 4.1 LOS A 0.7 17.8 0.23 0.11 0.23 34.7 Approach 177 0.5 186 0.5 0.148 4.1 LOS A 0.7 17.8 0.23 0.11 0.23 35.3 All Vehicles 523 0.2 551 0.2 0.170 4.1 LOS A 0.8 20.9 0.23 0.11 0.23 34.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 1, 2022 2:37:34 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 APPENDIX C CAPACITY CALCULATIONS – PHASE 1 (2025) & FUTURE (2037) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 41.1 D 5 33.6 C 6 WB 37.8 D 7 30.4 C 12 NB 10.8 B 13 11.2 B 8 SB 10.4 B 9 17.0 B 10 Intersection 19.1 B --21.5 C -- EB 26.2 C 24 27.4 C 24 WB 19.4 B 18 38.8 D 27 NB 22.5 C 11 26.3 C 8 SB 18.3 B 4 26.2 C 9 Intersection 22.5 C --30.5 C -- EB 20.0 B 12 20.5 C 19 WB 20.9 C 14 18.7 B 13 NB 20.7 C 12 23.9 C 8 SB 18.8 B 6 24.3 C 10 Intersection 20.3 C --21.5 C -- EB 27.3 C 8 26.0 C 7 NB 13.3 B 15 9.3 A 7 SB 15.5 B 7 9.0 A 12 Intersection 17.7 B --13.0 B -- EB 24.0 C 4 23.5 C 3 WB 22.9 C 4 22.4 C 5 NB 16.7 B 6 11.6 B 3 SB 11.3 B 3 8.3 A 4 Intersection 17.6 B --13.5 B -- EB 5.2 A 2 4.6 A 1 WB 6.5 A 2 4.3 A 1 NB 5.7 A 2 3.7 A 1 SB 4.6 A 1 4.7 A 1 Intersection 5.6 A --4.4 A -- EB 5.2 A 2 4.5 A 1 WB 5.2 A 2 4.8 A 2 NB 6.1 A 2 4.3 A 1 Intersection 5.6 A --4.6 A -- EB 12.4 B 3 10.2 B 2 NB 9.8 A 1 8.9 A 1 SB 9.0 A 1 9.1 A 2 Intersection 10.8 B --9.4 A -- WB 14.2 B 2 12.1 B 1 NB 0.0 A 0 0.0 A 0 SB 1.6 A 1 1.2 A 1 Intersection 3.4 A --2.4 A -- EB 18.5 C 1 19.7 C 1 WB 12.6 B 1 12.2 B 1 NB 0.0 A 0 0.1 A 0 SB 1.7 A 1 1.3 A 1 Intersection 2.1 A --2.6 A -- WB 13.8 B 2 14.7 B 1 NB 0.0 A 0 0.0 A 0 SB 2.6 A 1 2.0 A 1 Intersection 3.2 A --3.1 A -- EB 4.1 A 1 2.9 A 1 WB 0.0 A 0 0.0 A 0 SB 10.5 B 1 10.2 B 1 Intersection 4.1 A --3.7 A -- EB 4.4 A 2 4.6 A 2 WB 5.1 A 2 4.7 A 2 NB 4.5 A 1 3.8 A 1 Intersection 4.7 A --4.6 A -- Intersection Approach Phase 1 (2025) AM Peak PM Peak Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control Signalized Intersection Control Roundabout South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & Graf Street Intersection Control All-Way Stop-Control South 11th Avenue & Graf Street Intersection Control Roundabout Graf Street & 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 Two-Way Stop-Control (EB/WB) Blackwood Road & South 19th Avenue Graf Street & Canter Avenue South 19th Avenue & Goldenstein Lane Intersection Control One-Way Stop-Control (SB) Goldenstein Lane & South 3rd Avenue Intersection Control Roundabout HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 2 12 0 48 1 421 12 46 178 3 Future Vol, veh/h 21 0 2 12 0 48 1 421 12 46 178 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 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 23 0 2 13 0 52 1 458 13 50 193 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 786 766 193 763 763 465 196 0 0 471 0 0 Stage 1 293 293 - 467 467 - - - - - - - Stage 2 493 473 - 296 296 - - - - - - - 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 312 335 854 324 337 602 1389 - - 1101 - - Stage 1 719 674 - 580 565 - - - - - - - Stage 2 562 562 - 717 672 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 274 318 854 310 319 602 1389 - - 1101 - - Mov Cap-2 Maneuver 274 318 - 310 319 - - - - - - - Stage 1 718 640 - 579 564 - - - - - - - Stage 2 513 561 - 679 638 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.5 12.6 0 1.7 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1389 - - 291 310 602 1101 - - HCM Lane V/C Ratio 0.001 - - 0.086 0.042 0.087 0.045 - - HCM Control Delay (s) 7.6 0 - 18.5 17.1 11.5 8.4 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0.3 0.1 - - Queues 3: S 19th Ave & W Graf St 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 72 66 32 349 11 475 191 209 v/c Ratio 0.70 0.18 0.12 0.63 0.02 0.37 0.31 0.12 Control Delay 57.6 20.9 21.2 9.6 6.2 15.6 6.9 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.6 20.9 21.2 9.6 6.2 15.6 6.9 8.0 Queue Length 50th (ft) 25 20 10 10 1 61 24 14 Queue Length 95th (ft) #78 50 31 76 8 130 67 49 Internal Link Dist (ft) 1197 522 2605 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 351 1218 877 1137 951 2262 872 2168 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 0.05 0.04 0.31 0.01 0.21 0.22 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 3: S 19th Ave & W Graf St 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 57 4 29 30 291 10 378 59 176 167 25 Future Volume (veh/h) 66 57 4 29 30 291 10 378 59 176 167 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1668 1750 1750 1750 1750 1723 1750 1736 1750 1736 1709 1463 Adj Flow Rate, veh/h 72 62 4 32 33 316 11 411 64 191 182 27 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, % 6 0 0 0 0 2 0 1 0 1 3 21 Cap, veh/h 211 511 33 494 45 428 560 1039 161 505 1275 186 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.01 0.36 0.36 0.10 0.45 0.45 Sat Flow, veh/h 999 1626 105 1357 142 1362 1667 2863 443 1654 2843 415 Grp Volume(v), veh/h 72 0 66 32 0 349 11 236 239 191 103 106 Grp Sat Flow(s),veh/h/ln 999 0 1731 1357 0 1505 1667 1650 1657 1654 1624 1634 Q Serve(g_s), s 4.8 0.0 1.9 1.2 0.0 14.3 0.3 7.3 7.4 4.6 2.6 2.6 Cycle Q Clear(g_c), s 19.0 0.0 1.9 3.1 0.0 14.3 0.3 7.3 7.4 4.6 2.6 2.6 Prop In Lane 1.00 0.06 1.00 0.91 1.00 0.27 1.00 0.25 Lane Grp Cap(c), veh/h 211 0 544 494 0 473 560 599 601 505 728 733 V/C Ratio(X) 0.34 0.00 0.12 0.06 0.00 0.74 0.02 0.39 0.40 0.38 0.14 0.14 Avail Cap(c_a), veh/h 534 0 1103 932 0 959 1190 1046 1051 989 1030 1037 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 29.6 0.0 16.8 17.9 0.0 21.1 13.5 16.3 16.3 10.9 11.2 11.2 Incr Delay (d2), s/veh 0.9 0.0 0.1 0.1 0.0 2.3 0.0 0.4 0.4 0.5 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 1.1 0.0 0.7 0.4 0.0 5.0 0.1 2.3 2.4 1.3 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.5 0.0 16.9 18.0 0.0 23.4 13.5 16.7 16.8 11.4 11.3 11.3 LnGrp LOS C A B B A C B B B B B B Approach Vol, veh/h 138 381 486 400 Approach Delay, s/veh 24.0 22.9 16.7 11.3 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.8 31.3 27.7 3.9 37.2 27.7 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 6.6 9.4 21.0 2.3 4.6 16.3 Green Ext Time (p_c), s 0.5 2.5 0.6 0.0 1.0 2.6 Intersection Summary HCM 6th Ctrl Delay 17.6 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 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh10.8 Intersection LOS B Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 289 19 30 116 55 153 Future Vol, veh/h 289 19 30 116 55 153 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 314 21 33 126 60 166 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 12.4 9.8 9 HCM LOS B A A Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 21% 94% 0% 0% Vol Thru, % 79% 0% 100% 0% Vol Right, % 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 146 308 55 153 LT Vol 30 289 0 0 Through Vol 116 0 55 0 RT Vol 0 19 0 153 Lane Flow Rate 159 335 60 166 Geometry Grp 5 2 7 7 Degree of Util (X) 0.229 0.464 0.093 0.225 Departure Headway (Hd) 5.195 4.993 5.585 4.877 Convergence, Y/N Yes Yes Yes Yes Cap 686 716 637 730 Service Time 3.269 3.057 3.355 2.647 HCM Lane V/C Ratio 0.232 0.468 0.094 0.227 HCM Control Delay 9.8 12.4 8.9 9.1 HCM Lane LOS A B A A HCM 95th-tile Q 0.9 2.5 0.3 0.9 Queues 6: S 19th Ave & Stucky Rd 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 359 103 150 614 316 218 v/c Ratio 0.75 0.21 0.30 0.70 0.36 0.25 Control Delay 29.3 4.6 11.8 18.3 9.2 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.3 4.6 11.8 18.3 9.2 2.3 Queue Length 50th (ft) 114 0 29 159 82 0 Queue Length 95th (ft) 182 26 72 #351 166 5 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 584 589 503 882 873 863 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 0.61 0.17 0.30 0.70 0.36 0.25 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 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 330 95 138 565 291 201 Future Volume (veh/h) 330 95 138 565 291 201 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 359 103 150 614 316 218 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 421 375 461 948 941 810 Arrive On Green 0.25 0.25 0.55 0.55 0.18 0.18 Sat Flow, veh/h 1654 1471 877 1723 1709 1471 Grp Volume(v), veh/h 359 103 150 614 316 218 Grp Sat Flow(s),veh/h/ln 1654 1471 877 1723 1709 1471 Q Serve(g_s), s 12.4 3.4 7.6 14.9 9.7 7.6 Cycle Q Clear(g_c), s 12.4 3.4 17.2 14.9 9.7 7.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 421 375 461 948 941 810 V/C Ratio(X) 0.85 0.27 0.33 0.65 0.34 0.27 Avail Cap(c_a), veh/h 587 522 461 948 941 810 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 0.95 0.95 Uniform Delay (d), s/veh 21.3 17.9 13.5 9.4 15.0 14.2 Incr Delay (d2), s/veh 8.6 0.4 1.9 3.4 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 1.4 4.4 3.5 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.9 18.3 15.4 12.8 15.9 14.9 LnGrp LOS C B B B B B Approach Vol, veh/h 462 764 534 Approach Delay, s/veh 27.3 13.3 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 19.2 14.4 11.7 Green Ext Time (p_c), s 2.7 0.9 2.1 Intersection Summary HCM 6th Ctrl Delay 17.7 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 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 40 97 338 66 66 152 Future Vol, veh/h 40 97 338 66 66 152 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 4 2 10 4 Mvmt Flow 43 105 367 72 72 165 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 676 367 0 0 439 0 Stage 1 367 - - - - - Stage 2 309 - - - - - Critical Hdwy 6.43 6.21 - - 4.2 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.309 - - 2.29 - Pot Cap-1 Maneuver 417 681 - - 1080 - Stage 1 699 - - - - - Stage 2 742 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 389 681 - - 1080 - Mov Cap-2 Maneuver 389 - - - - - Stage 1 699 - - - - - Stage 2 692 - - - - - Approach WB NB SB HCM Control Delay, s 13.8 0 2.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 559 1080 - HCM Lane V/C Ratio - - 0.266 0.066 - HCM Control Delay (s) - - 13.8 8.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1.1 0.2 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)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 109 99 96 50 24 68 Future Vol, veh/h 109 99 96 50 24 68 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 9 2 2 0 3 Mvmt Flow 118 108 104 54 26 74 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 158 0 - 0 475 131 Stage 1 - - - - 131 - Stage 2 - - - - 344 - 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 1428 - - - 552 916 Stage 1 - - - - 900 - Stage 2 - - - - 722 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1428 - - - 503 916 Mov Cap-2 Maneuver - - - - 503 - Stage 1 - - - - 821 - Stage 2 - - - - 722 - Approach EB WB SB HCM Control Delay, s 4.1 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1428 - - - 754 HCM Lane V/C Ratio 0.083 - - - 0.133 HCM Control Delay (s) 7.7 0 - - 10.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.3 - - - 0.5 Queues 27: S 19th Ave & W Kagy Blvd 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 105 105 35 140 76 338 47 685 268 445 419 v/c Ratio 0.51 0.36 0.11 0.78 0.26 0.49 0.09 0.46 0.32 0.65 0.19 Control Delay 52.6 45.9 0.7 74.7 43.5 21.3 10.4 24.5 5.4 11.5 8.2 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 52.6 45.9 0.7 74.7 43.5 21.3 10.4 24.5 5.4 11.5 8.2 Queue Length 50th (ft) 75 73 0 105 52 166 9 179 17 96 56 Queue Length 95th (ft) 122 117 0 166 90 161 m19 300 65 219 101 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 334 472 467 290 472 866 564 1503 825 820 2174 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 0.48 0.16 0.39 0.08 0.46 0.32 0.54 0.19 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 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 97 32 129 70 311 43 630 247 409 343 42 Future Volume (veh/h) 97 97 32 129 70 311 43 630 247 409 343 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 35 140 76 338 47 685 268 445 373 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 307 384 325 277 384 531 630 1728 777 632 1849 227 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.04 0.70 0.70 0.14 0.64 0.64 Sat Flow, veh/h 1344 1750 1483 1279 1750 1460 1667 3299 1483 1654 2912 357 Grp Volume(v), veh/h 105 105 35 140 76 338 47 685 268 445 207 212 Grp Sat Flow(s),veh/h/ln 1344 1750 1483 1279 1750 1460 1667 1650 1483 1654 1624 1645 Q Serve(g_s), s 8.3 6.0 2.3 12.2 4.3 23.0 1.5 10.4 8.7 13.9 6.4 6.5 Cycle Q Clear(g_c), s 12.5 6.0 2.3 18.2 4.3 23.0 1.5 10.4 8.7 13.9 6.4 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22 Lane Grp Cap(c), veh/h 307 384 325 277 384 531 630 1728 777 632 1031 1045 V/C Ratio(X) 0.34 0.27 0.11 0.51 0.20 0.64 0.07 0.40 0.35 0.70 0.20 0.20 Avail Cap(c_a), veh/h 375 473 400 342 473 605 728 1728 777 1027 1031 1045 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 0.63 0.63 0.63 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.3 38.9 37.4 46.5 38.2 31.6 12.0 10.3 10.0 9.7 9.2 9.2 Incr Delay (d2), s/veh 0.7 0.4 0.1 1.4 0.2 1.8 0.0 0.4 0.8 1.5 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 2.9 2.6 0.8 4.0 1.8 8.2 0.6 3.2 2.6 4.6 2.2 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.0 39.3 37.6 47.9 38.5 33.4 12.0 10.7 10.8 11.2 9.6 9.6 LnGrp LOS D D D D D C B B B B A A Approach Vol, veh/h 245 554 1000 864 Approach Delay, s/veh 41.1 37.8 10.8 10.4 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.3 67.7 30.9 8.0 81.1 30.9 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 15.9 12.4 14.5 3.5 8.5 25.0 Green Ext Time (p_c), s 1.4 4.8 0.9 0.0 2.5 1.3 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B Queues 33: S 11th Ave & W Kagy Blvd 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 50 604 17 480 90 349 67 128 v/c Ratio 0.13 0.79 0.06 0.69 0.20 0.74 0.21 0.32 Control Delay 12.5 32.3 12.5 29.3 15.3 34.9 15.5 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 32.3 12.5 29.3 15.3 34.9 15.5 23.5 Queue Length 50th (ft) 12 235 4 212 27 156 20 45 Queue Length 95th (ft) 34 #580 16 #437 56 263 44 93 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 423 761 371 696 467 662 355 635 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 0.12 0.79 0.05 0.69 0.19 0.53 0.19 0.20 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 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 493 63 16 363 78 83 240 81 62 90 28 Future Volume (veh/h) 46 493 63 16 363 78 83 240 81 62 90 28 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 1641 1750 Adj Flow Rate, veh/h 50 536 68 17 395 85 90 261 88 67 98 30 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 8 0 Cap, veh/h 301 603 77 205 519 112 448 323 109 260 301 92 Arrive On Green 0.04 0.40 0.40 0.02 0.38 0.38 0.06 0.26 0.26 0.04 0.25 0.25 Sat Flow, veh/h 1667 1510 192 1667 1374 296 1654 1232 416 1641 1205 369 Grp Volume(v), veh/h 50 0 604 17 0 480 90 0 349 67 0 128 Grp Sat Flow(s),veh/h/ln 1667 0 1702 1667 0 1669 1654 0 1648 1641 0 1574 Q Serve(g_s), s 1.1 0.0 19.8 0.4 0.0 15.0 2.4 0.0 11.9 1.8 0.0 4.0 Cycle Q Clear(g_c), s 1.1 0.0 19.8 0.4 0.0 15.0 2.4 0.0 11.9 1.8 0.0 4.0 Prop In Lane 1.00 0.11 1.00 0.18 1.00 0.25 1.00 0.23 Lane Grp Cap(c), veh/h 301 0 680 205 0 631 448 0 432 260 0 392 V/C Ratio(X) 0.17 0.00 0.89 0.08 0.00 0.76 0.20 0.00 0.81 0.26 0.00 0.33 Avail Cap(c_a), veh/h 489 0 807 428 0 792 601 0 743 433 0 710 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 16.8 14.0 0.0 16.3 15.3 0.0 20.7 16.7 0.0 18.4 Incr Delay (d2), s/veh 0.3 0.0 10.6 0.2 0.0 3.4 0.2 0.0 3.6 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 0.4 0.0 8.4 0.1 0.0 5.5 0.9 0.0 4.7 0.7 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.7 0.0 27.3 14.2 0.0 19.6 15.6 0.0 24.3 17.2 0.0 18.8 LnGrp LOS B A C B A B B A C B A B Approach Vol, veh/h 654 497 439 195 Approach Delay, s/veh 26.2 19.4 22.5 18.3 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 29.5 6.5 19.9 5.3 28.2 5.7 20.7 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 21.8 4.4 6.0 3.1 17.0 3.8 13.9 Green Ext Time (p_c), s 0.0 2.1 0.1 0.7 0.0 2.3 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 77 316 38 118 367 152 92 308 172 75 179 v/c Ratio 0.17 0.55 0.05 0.26 0.58 0.24 0.20 0.66 0.38 0.20 0.44 Control Delay 15.0 31.9 3.7 15.4 31.3 10.1 17.7 38.9 17.5 17.8 30.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 31.9 3.7 15.4 31.3 10.1 17.7 38.9 17.5 17.8 30.1 Queue Length 50th (ft) 23 154 0 36 183 17 33 168 40 27 81 Queue Length 95th (ft) 57 289 15 81 334 70 65 276 102 55 150 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 755 642 1230 757 639 623 743 648 596 708 617 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 0.10 0.49 0.03 0.16 0.57 0.24 0.12 0.48 0.29 0.11 0.29 Intersection Summary HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 291 35 109 338 140 85 283 158 69 104 61 Future Volume (veh/h) 71 291 35 109 338 140 85 283 158 69 104 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 1723 1736 1750 1736 1723 1750 1750 1750 1723 1709 1736 1723 Adj Flow Rate, veh/h 77 316 38 118 367 0 92 308 172 75 113 66 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 316 440 494 364 461 427 420 351 326 239 140 Arrive On Green 0.07 0.25 0.25 0.09 0.27 0.00 0.08 0.24 0.24 0.07 0.23 0.23 Sat Flow, veh/h 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1028 600 Grp Volume(v), veh/h 77 316 38 118 367 0 92 308 172 75 0 179 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 0 1628 Q Serve(g_s), s 1.9 9.6 1.0 2.9 11.5 0.0 2.3 9.4 5.9 1.9 0.0 5.5 Cycle Q Clear(g_c), s 1.9 9.6 1.0 2.9 11.5 0.0 2.3 9.4 5.9 1.9 0.0 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37 Lane Grp Cap(c), veh/h 316 440 494 364 461 427 420 351 326 0 379 V/C Ratio(X) 0.24 0.72 0.08 0.32 0.80 0.22 0.73 0.49 0.23 0.00 0.47 Avail Cap(c_a), veh/h 1244 990 965 1275 982 1359 998 833 1248 0 929 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 14.8 19.7 13.2 14.4 19.7 0.0 14.7 20.3 18.9 15.4 0.0 19.1 Incr Delay (d2), s/veh 0.4 2.2 0.1 0.5 3.2 0.0 0.3 2.5 1.1 0.4 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.7 0.3 1.0 4.4 0.0 0.8 3.9 2.0 0.7 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.2 21.9 13.3 14.9 22.9 0.0 15.0 22.7 20.0 15.7 0.0 20.0 LnGrp LOS B C B B C B C B B A C Approach Vol, veh/h 431 485 572 254 Approach Delay, s/veh 20.0 20.9 20.7 18.8 Approach LOS B C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.1 21.7 7.6 20.5 7.3 22.5 7.2 20.9 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 4.9 11.6 4.3 7.5 3.9 13.5 3.9 11.4 Green Ext Time (p_c), s 0.3 1.9 0.2 1.1 0.2 2.0 0.2 2.5 Intersection Summary HCM 6th Ctrl Delay 20.3 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 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 15 Intersection Int Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 34 125 356 40 42 176 Future Vol, veh/h 34 125 356 40 42 176 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 8 2 2 Mvmt Flow 37 136 387 43 46 191 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 692 409 0 0 430 0 Stage 1 409 - - - - - Stage 2 283 - - - - - 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 408 640 - - 1129 - Stage 1 668 - - - - - Stage 2 763 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 389 640 - - 1129 - Mov Cap-2 Maneuver 389 - - - - - Stage 1 668 - - - - - Stage 2 728 - - - - - Approach WB NB SB HCM Control Delay, s 14.2 0 1.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 562 1129 - HCM Lane V/C Ratio - - 0.308 0.04 - HCM Control Delay (s) - - 14.2 8.3 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.3 0.1 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf AM Phase 1 (Site Folder: Phase 1)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 99 0.0 108 0.0 0.224 5.7 LOS A 1.1 26.9 0.47 0.37 0.47 33.6 8 T1 91 0.0 99 0.0 0.224 5.7 LOS A 1.1 26.9 0.47 0.37 0.47 33.5 18 R2 19 0.0 21 0.0 0.224 5.7 LOS A 1.1 26.9 0.47 0.37 0.47 32.6 Approach 209 0.0 227 0.0 0.224 5.7 LOS A 1.1 26.9 0.47 0.37 0.47 33.5 East: Graf St 1 L2 5 0.0 5 0.0 0.287 6.4 LOS A 1.4 36.1 0.50 0.39 0.50 34.5 6 T1 162 3.0 176 3.0 0.287 6.5 LOS A 1.4 36.1 0.50 0.39 0.50 34.3 16 R2 96 1.1 104 1.1 0.287 6.5 LOS A 1.4 36.1 0.50 0.39 0.50 33.4 Approach 263 2.2 286 2.2 0.287 6.5 LOS A 1.4 36.1 0.50 0.39 0.50 34.0 North: S 11th Ave 7 L2 32 12.0 35 12.0 0.100 4.9 LOS A 0.4 10.7 0.42 0.30 0.42 34.2 4 T1 24 0.0 26 0.0 0.100 4.4 LOS A 0.4 10.7 0.42 0.30 0.42 34.5 14 R2 34 0.0 37 0.0 0.100 4.4 LOS A 0.4 10.7 0.42 0.30 0.42 33.5 Approach 90 4.3 98 4.3 0.100 4.6 LOS A 0.4 10.7 0.42 0.30 0.42 34.0 West: Graf St 5 L2 84 0.0 91 0.0 0.272 5.2 LOS A 1.5 37.7 0.24 0.11 0.24 34.5 2 T1 157 0.9 171 0.9 0.272 5.2 LOS A 1.5 37.7 0.24 0.11 0.24 34.3 12 R2 79 0.0 86 0.0 0.272 5.2 LOS A 1.5 37.7 0.24 0.11 0.24 33.4 Approach 320 0.4 348 0.4 0.272 5.2 LOS A 1.5 37.7 0.24 0.11 0.24 34.1 All Vehicles 882 1.3 959 1.3 0.287 5.6 LOS A 1.5 37.7 0.39 0.27 0.39 33.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 1, 2022 2:40:43 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave AM Phase 1 (Site Folder: Phase 1)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 145 3.0 158 3.0 0.313 6.1 LOS A 1.7 43.3 0.38 0.24 0.38 33.4 18 R2 187 2.0 203 2.0 0.313 6.1 LOS A 1.7 43.3 0.38 0.24 0.38 32.4 Approach 332 2.4 361 2.4 0.313 6.1 LOS A 1.7 43.3 0.38 0.24 0.38 32.8 East: Graf St 1 L2 132 2.0 143 2.0 0.226 5.2 LOS A 1.1 28.4 0.35 0.22 0.35 33.6 6 T1 107 1.1 116 1.1 0.226 5.2 LOS A 1.1 28.4 0.35 0.22 0.35 33.6 Approach 239 1.6 260 1.6 0.226 5.2 LOS A 1.1 28.4 0.35 0.22 0.35 33.6 West: Graf St 2 T1 139 2.0 151 2.0 0.229 5.2 LOS A 1.1 28.8 0.33 0.20 0.33 35.1 12 R2 103 5.0 112 5.0 0.229 5.2 LOS A 1.1 28.8 0.33 0.20 0.33 34.0 Approach 242 3.3 263 3.3 0.229 5.2 LOS A 1.1 28.8 0.33 0.20 0.33 34.6 All Vehicles 813 2.4 884 2.4 0.313 5.6 LOS A 1.7 43.3 0.36 0.22 0.36 33.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 1, 2022 2:35:10 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & Canter Ave AM Phase 1 (Site Folder: Phase 1 (2025))] 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: Canter Avenue 3 L2 All MCs 52 0.0 52 0.0 0.103 4.5 LOS A 0.4 11.2 0.43 0.29 0.43 32.3 18 R2 All MCs 52 0.0 52 0.0 0.103 4.5 LOS A 0.4 11.2 0.43 0.29 0.43 32.6 Approach 104 0.0 104 0.0 0.103 4.5 LOS A 0.4 11.2 0.43 0.29 0.43 32.4 East: Graf Street 1 L2 All MCs 18 0.0 18 0.0 0.272 4.9 LOS A 1.5 38.0 0.20 0.07 0.20 33.2 6 T1 All MCs 328 3.0 328 3.0 0.272 5.1 LOS A 1.5 38.0 0.20 0.07 0.20 33.9 Approach 347 2.8 347 2.8 0.272 5.1 LOS A 1.5 38.0 0.20 0.07 0.20 33.8 West: Graf Street 2 T1 All MCs 298 3.0 298 3.0 0.240 4.4 LOS A 1.3 32.7 0.11 0.02 0.11 34.3 12 R2 All MCs 18 0.0 18 0.0 0.240 4.2 LOS A 1.3 32.7 0.11 0.02 0.11 34.1 Approach 316 2.8 316 2.8 0.240 4.4 LOS A 1.3 32.7 0.11 0.02 0.11 34.3 All Vehicles 767 2.4 767 2.4 0.272 4.7 LOS A 1.5 38.0 0.19 0.08 0.19 33.8 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: Wednesday, February 8, 2023 2:14:19 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 4 20 0 78 4 239 19 75 367 23 Future Vol, veh/h 13 0 4 20 0 78 4 239 19 75 367 23 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 14 0 4 22 0 85 4 260 21 82 399 25 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 884 852 399 857 867 271 424 0 0 281 0 0 Stage 1 563 563 - 279 279 - - - - - - - Stage 2 321 289 - 578 588 - - - - - - - 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 268 299 655 280 293 773 1146 - - 1293 - - Stage 1 514 512 - 732 683 - - - - - - - Stage 2 695 677 - 505 499 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 223 273 655 260 268 773 1146 - - 1293 - - Mov Cap-2 Maneuver 223 273 - 260 268 - - - - - - - Stage 1 512 470 - 729 680 - - - - - - - Stage 2 616 674 - 460 458 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.7 12.2 0.1 1.3 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1146 - - 264 260 773 1293 - - HCM Lane V/C Ratio 0.004 - - 0.07 0.084 0.11 0.063 - - HCM Control Delay (s) 8.2 0 - 19.7 20.1 10.2 8 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.3 0.4 0.2 - - Queues 3: S 19th Ave & W Graf St 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 65 48 68 231 8 294 210 407 v/c Ratio 0.43 0.16 0.31 0.63 0.01 0.21 0.29 0.21 Control Delay 31.5 18.3 25.7 20.0 4.7 12.5 5.4 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.5 18.3 25.7 20.0 4.7 12.5 5.4 7.0 Queue Length 50th (ft) 21 11 21 36 1 32 22 26 Queue Length 95th (ft) 56 36 55 101 5 70 58 77 Internal Link Dist (ft) 1197 522 2605 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 649 1245 936 1178 951 2387 953 2357 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 0.10 0.04 0.07 0.20 0.01 0.12 0.22 0.17 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)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 33 11 63 55 157 7 246 25 193 302 73 Future Volume (veh/h) 60 33 11 63 55 157 7 246 25 193 302 73 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 65 36 12 68 60 171 8 267 27 210 328 79 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, % 4 0 0 0 0 0 0 1 0 0 1 0 Cap, veh/h 227 290 97 406 93 264 545 1247 125 682 1335 317 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.01 0.41 0.41 0.10 0.50 0.50 Sat Flow, veh/h 1131 1256 419 1379 401 1143 1667 3028 304 1667 2645 628 Grp Volume(v), veh/h 65 0 48 68 0 231 8 144 150 210 203 204 Grp Sat Flow(s),veh/h/ln 1131 0 1675 1379 0 1544 1667 1650 1682 1667 1650 1623 Q Serve(g_s), s 3.3 0.0 1.4 2.5 0.0 8.2 0.2 3.4 3.5 4.0 4.2 4.3 Cycle Q Clear(g_c), s 11.6 0.0 1.4 3.9 0.0 8.2 0.2 3.4 3.5 4.0 4.2 4.3 Prop In Lane 1.00 0.25 1.00 0.74 1.00 0.18 1.00 0.39 Lane Grp Cap(c), veh/h 227 0 387 406 0 357 545 680 693 682 833 820 V/C Ratio(X) 0.29 0.00 0.12 0.17 0.00 0.65 0.01 0.21 0.22 0.31 0.24 0.25 Avail Cap(c_a), veh/h 784 0 1211 1085 0 1117 1270 1188 1211 1251 1188 1169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.3 0.0 18.5 20.0 0.0 21.1 10.2 11.5 11.5 7.4 8.5 8.5 Incr Delay (d2), s/veh 0.7 0.0 0.1 0.2 0.0 2.0 0.0 0.2 0.2 0.3 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.5 0.8 0.0 2.9 0.0 1.0 1.0 0.9 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 0.0 18.6 20.2 0.0 23.1 10.2 11.7 11.7 7.6 8.6 8.7 LnGrp LOS C A B C A C B B B A A A Approach Vol, veh/h 113 299 302 617 Approach Delay, s/veh 23.5 22.4 11.6 8.3 Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 31.3 20.1 3.6 36.9 20.1 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 6.0 5.5 13.6 2.2 6.3 10.2 Green Ext Time (p_c), s 0.5 1.5 0.5 0.0 2.1 1.8 Intersection Summary HCM 6th Ctrl Delay 13.5 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 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 182 25 24 60 78 237 Future Vol, veh/h 182 25 24 60 78 237 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 198 27 26 65 85 258 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 10.2 8.9 9.1 HCM LOS B A A Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 29% 88% 0% 0% Vol Thru, % 71% 0% 100% 0% Vol Right, % 0% 12% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 84 207 78 237 LT Vol 24 182 0 0 Through Vol 60 0 78 0 RT Vol 0 25 0 237 Lane Flow Rate 91 225 85 258 Geometry Grp 5 2 7 7 Degree of Util (X) 0.129 0.309 0.122 0.32 Departure Headway (Hd) 5.078 4.951 5.174 4.469 Convergence, Y/N Yes Yes Yes Yes Cap 704 724 692 804 Service Time 3.127 2.997 2.911 2.206 HCM Lane V/C Ratio 0.129 0.311 0.123 0.321 HCM Control Delay 8.9 10.2 8.6 9.3 HCM Lane LOS A B A A HCM 95th-tile Q 0.4 1.3 0.4 1.4 Queues 6: S 19th Ave & Stucky Rd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 309 93 98 384 521 362 v/c Ratio 0.70 0.20 0.27 0.42 0.56 0.38 Control Delay 28.1 4.9 11.9 11.3 13.9 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.1 4.9 11.9 11.3 13.9 4.6 Queue Length 50th (ft) 99 0 18 76 195 68 Queue Length 95th (ft) 155 25 54 160 283 141 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 578 588 366 917 927 956 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 0.53 0.16 0.27 0.42 0.56 0.38 Intersection Summary HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 284 86 90 353 479 333 Future Volume (veh/h) 284 86 90 353 479 333 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 309 93 98 384 521 362 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 372 336 374 997 1005 851 Arrive On Green 0.23 0.23 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1641 1483 639 1723 1736 1471 Grp Volume(v), veh/h 309 93 98 384 521 362 Grp Sat Flow(s),veh/h/ln 1641 1483 639 1723 1736 1471 Q Serve(g_s), s 10.8 3.1 6.5 7.3 10.8 8.3 Cycle Q Clear(g_c), s 10.8 3.1 17.4 7.3 10.8 8.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 372 336 374 997 1005 851 V/C Ratio(X) 0.83 0.28 0.26 0.39 0.52 0.43 Avail Cap(c_a), veh/h 582 526 374 997 1005 851 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 0.92 0.92 Uniform Delay (d), s/veh 22.1 19.2 12.8 6.9 7.6 7.1 Incr Delay (d2), s/veh 5.9 0.4 1.7 1.1 1.8 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 1.0 0.9 1.9 2.9 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 19.6 14.5 8.0 9.4 8.5 LnGrp LOS C B B A A A Approach Vol, veh/h 402 482 883 Approach Delay, s/veh 26.0 9.3 9.0 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.7 19.3 40.7 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 19.4 12.8 12.8 Green Ext Time (p_c), s 1.7 0.8 3.7 Intersection Summary HCM 6th Ctrl Delay 13.0 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 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 69 246 38 97 298 Future Vol, veh/h 46 69 246 38 97 298 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 9 5 0 10 1 Mvmt Flow 50 75 267 41 105 324 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 801 267 0 0 308 0 Stage 1 267 - - - - - Stage 2 534 - - - - - Critical Hdwy 6.4 6.29 - - 4.2 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.381 - - 2.29 - Pot Cap-1 Maneuver 356 755 - - 1209 - Stage 1 782 - - - - - Stage 2 592 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 325 755 - - 1209 - Mov Cap-2 Maneuver 325 - - - - - Stage 1 782 - - - - - Stage 2 540 - - - - - Approach WB NB SB HCM Control Delay, s 14.7 0 2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 494 1209 - HCM Lane V/C Ratio - - 0.253 0.087 - HCM Control Delay (s) - - 14.7 8.3 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1 0.3 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 68 114 108 27 25 76 Future Vol, veh/h 68 114 108 27 25 76 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 8 4 0 0 3 Mvmt Flow 74 124 117 29 27 83 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 146 0 - 0 404 132 Stage 1 - - - - 132 - Stage 2 - - - - 272 - 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 1430 - - - 606 915 Stage 1 - - - - 899 - Stage 2 - - - - 778 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1430 - - - 572 915 Mov Cap-2 Maneuver - - - - 572 - Stage 1 - - - - 849 - Stage 2 - - - - 778 - Approach EB WB SB HCM Control Delay, s 2.9 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1430 - - - 797 HCM Lane V/C Ratio 0.052 - - - 0.138 HCM Control Delay (s) 7.7 0 - - 10.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.2 - - - 0.5 Queues 27: S 19th Ave & W Kagy Blvd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 134 101 42 217 122 573 43 429 185 435 574 v/c Ratio 0.55 0.26 0.11 0.82 0.31 0.78 0.09 0.28 0.24 0.62 0.28 Control Delay 47.9 37.4 0.5 66.9 38.6 29.2 10.5 22.2 6.4 12.6 12.4 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 47.9 37.4 0.5 66.9 38.6 29.2 10.5 22.2 6.4 12.6 12.4 Queue Length 50th (ft) 92 65 0 161 79 319 6 98 9 122 103 Queue Length 95th (ft) 141 102 0 229 120 293 m26 197 51 237 175 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 364 589 545 393 589 905 516 1544 782 818 2055 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 0.37 0.17 0.08 0.55 0.21 0.63 0.08 0.28 0.24 0.53 0.28 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 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 93 39 200 112 527 40 395 170 400 502 26 Future Volume (veh/h) 123 93 39 200 112 527 40 395 170 400 502 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 42 217 122 573 43 429 185 435 546 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 272 579 479 427 579 754 436 1250 553 632 1689 87 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.76 0.76 0.18 0.52 0.52 Sat Flow, veh/h 756 1750 1448 1265 1750 1483 1667 3299 1460 1667 3218 165 Grp Volume(v), veh/h 134 101 42 217 122 573 43 429 185 435 282 292 Grp Sat Flow(s),veh/h/ln 756 1750 1448 1265 1750 1483 1667 1650 1460 1667 1663 1720 Q Serve(g_s), s 18.6 4.9 2.4 17.6 6.0 37.1 1.9 5.1 4.9 18.1 11.6 11.7 Cycle Q Clear(g_c), s 24.6 4.9 2.4 22.6 6.0 37.1 1.9 5.1 4.9 18.1 11.6 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 272 579 479 427 579 754 436 1250 553 632 873 903 V/C Ratio(X) 0.49 0.17 0.09 0.51 0.21 0.76 0.10 0.34 0.33 0.69 0.32 0.32 Avail Cap(c_a), veh/h 276 589 488 434 589 763 536 1250 553 864 873 903 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 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 28.5 27.7 36.5 28.9 23.6 20.7 9.6 9.6 15.2 16.3 16.3 Incr Delay (d2), s/veh 1.4 0.1 0.1 0.9 0.2 4.4 0.1 0.6 1.3 1.4 1.0 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 3.6 2.1 0.8 5.5 2.5 13.3 0.7 1.6 1.5 6.6 4.5 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.1 28.7 27.7 37.5 29.1 28.0 20.8 10.3 11.0 16.6 17.3 17.3 LnGrp LOS D C C D C C C B B B B B Approach Vol, veh/h 277 912 657 1009 Approach Delay, s/veh 33.6 30.4 11.1 17.0 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.3 50.4 44.3 7.8 67.9 44.3 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 20.1 7.1 26.6 3.9 13.7 39.1 Green Ext Time (p_c), s 1.2 3.2 1.4 0.0 3.5 0.6 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 68 595 52 644 142 272 164 301 v/c Ratio 0.28 0.86 0.19 1.00 0.38 0.68 0.46 0.65 Control Delay 14.3 39.8 12.9 64.2 18.3 34.3 19.9 32.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.3 39.8 12.9 64.2 18.3 34.3 19.9 32.8 Queue Length 50th (ft) 16 280 12 ~349 44 114 52 131 Queue Length 95th (ft) 43 #588 35 #651 83 196 95 221 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 282 690 325 644 388 611 362 611 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 0.86 0.16 1.00 0.37 0.45 0.45 0.49 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 469 78 48 473 120 131 183 67 151 210 67 Future Volume (veh/h) 63 469 78 48 473 120 131 183 67 151 210 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 1750 1736 1750 1750 1750 1750 1750 1750 1750 1736 1750 1750 Adj Flow Rate, veh/h 68 510 85 52 514 130 142 199 73 164 228 73 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 205 595 99 242 545 138 310 256 94 335 282 90 Arrive On Green 0.04 0.41 0.41 0.04 0.40 0.40 0.09 0.21 0.21 0.10 0.22 0.22 Sat Flow, veh/h 1667 1451 242 1667 1348 341 1667 1221 448 1654 1270 407 Grp Volume(v), veh/h 68 0 595 52 0 644 142 0 272 164 0 301 Grp Sat Flow(s),veh/h/ln 1667 0 1693 1667 0 1689 1667 0 1669 1654 0 1677 Q Serve(g_s), s 1.6 0.0 21.9 1.2 0.0 25.2 4.5 0.0 10.5 5.2 0.0 11.7 Cycle Q Clear(g_c), s 1.6 0.0 21.9 1.2 0.0 25.2 4.5 0.0 10.5 5.2 0.0 11.7 Prop In Lane 1.00 0.14 1.00 0.20 1.00 0.27 1.00 0.24 Lane Grp Cap(c), veh/h 205 0 694 242 0 683 310 0 350 335 0 372 V/C Ratio(X) 0.33 0.00 0.86 0.22 0.00 0.94 0.46 0.00 0.78 0.49 0.00 0.81 Avail Cap(c_a), veh/h 354 0 702 399 0 700 380 0 658 384 0 661 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 16.0 0.0 18.4 14.7 0.0 19.7 19.4 0.0 25.6 19.0 0.0 25.3 Incr Delay (d2), s/veh 0.9 0.0 10.2 0.4 0.0 21.0 1.1 0.0 3.7 1.1 0.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 9.4 0.4 0.0 12.6 1.7 0.0 4.4 2.0 0.0 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.9 0.0 28.6 15.1 0.0 40.7 20.4 0.0 29.3 20.1 0.0 29.5 LnGrp LOS B A C B A D C A C C A C Approach Vol, veh/h 663 696 414 465 Approach Delay, s/veh 27.4 38.8 26.3 26.2 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.5 33.7 9.1 20.2 5.9 33.3 10.0 19.4 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 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 3.2 23.9 6.5 13.7 3.6 27.2 7.2 12.5 Green Ext Time (p_c), s 0.0 1.6 0.1 1.5 0.0 0.5 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 147 457 67 135 343 138 83 195 93 139 272 v/c Ratio 0.30 0.73 0.08 0.34 0.56 0.23 0.24 0.60 0.27 0.33 0.72 Control Delay 13.6 36.3 5.5 14.5 30.7 9.2 20.2 43.5 13.3 21.2 44.2 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 13.6 36.3 5.5 14.5 30.7 9.2 20.2 43.5 13.3 21.2 44.2 Queue Length 50th (ft) 40 229 3 37 160 12 30 105 8 53 142 Queue Length 95th (ft) 90 #470 28 84 307 61 64 192 52 100 247 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 775 625 1256 745 620 601 690 620 581 689 603 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 0.73 0.05 0.18 0.55 0.23 0.12 0.31 0.16 0.20 0.45 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 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 420 62 124 316 127 76 179 86 128 184 66 Future Volume (veh/h) 135 420 62 124 316 127 76 179 86 128 184 66 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 147 457 67 135 343 0 83 195 93 139 200 72 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 413 550 577 320 545 298 318 272 370 258 93 Arrive On Green 0.09 0.32 0.32 0.09 0.31 0.00 0.07 0.18 0.18 0.10 0.21 0.21 Sat Flow, veh/h 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1219 439 Grp Volume(v), veh/h 147 457 67 135 343 0 83 195 93 139 0 272 Grp Sat Flow(s),veh/h/ln 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 0 1657 Q Serve(g_s), s 3.7 15.6 1.8 3.4 10.8 0.0 2.5 6.6 3.5 4.1 0.0 9.9 Cycle Q Clear(g_c), s 3.7 15.6 1.8 3.4 10.8 0.0 2.5 6.6 3.5 4.1 0.0 9.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 413 550 577 320 545 298 318 272 370 0 351 V/C Ratio(X) 0.36 0.83 0.12 0.42 0.63 0.28 0.61 0.34 0.38 0.00 0.77 Avail Cap(c_a), veh/h 1232 898 874 1144 898 1143 898 767 1167 0 857 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 13.6 20.2 12.5 14.7 18.7 0.0 19.2 24.0 22.7 17.7 0.0 23.7 Incr Delay (d2), s/veh 0.5 3.5 0.1 0.9 1.2 0.0 0.5 1.9 0.7 0.6 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 6.1 0.6 1.2 4.1 0.0 1.0 2.8 1.2 1.5 0.0 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.1 23.8 12.6 15.6 19.9 0.0 19.7 25.9 23.5 18.3 0.0 27.4 LnGrp LOS B C B B B B C C B A C Approach Vol, veh/h 671 478 371 411 Approach Delay, s/veh 20.5 18.7 23.9 24.3 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 27.2 7.6 20.5 8.6 27.0 9.5 18.7 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 5.4 17.6 4.5 11.9 5.7 12.8 6.1 8.6 Green Ext Time (p_c), s 0.4 2.7 0.2 1.7 0.4 1.9 0.4 1.5 Intersection Summary HCM 6th Ctrl Delay 21.5 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 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025)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 32 70 203 30 51 283 Future Vol, veh/h 32 70 203 30 51 283 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 35 76 221 33 55 308 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 656 238 0 0 254 0 Stage 1 238 - - - - - Stage 2 418 - - - - - 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 433 806 - - 1323 - Stage 1 806 - - - - - Stage 2 669 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 411 806 - - 1323 - Mov Cap-2 Maneuver 411 - - - - - Stage 1 806 - - - - - Stage 2 636 - - - - - Approach WB NB SB HCM Control Delay, s 12.1 0 1.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 619 1323 - HCM Lane V/C Ratio - - 0.179 0.042 - HCM Control Delay (s) - - 12.1 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 Phase 1 (Site Folder: Phase 1)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 31 0.0 34 0.0 0.046 3.7 LOS A 0.2 4.9 0.37 0.23 0.37 34.1 8 T1 10 0.0 11 0.0 0.046 3.7 LOS A 0.2 4.9 0.37 0.23 0.37 33.9 18 R2 5 0.0 5 0.0 0.046 3.7 LOS A 0.2 4.9 0.37 0.23 0.37 33.0 Approach 46 0.0 50 0.0 0.046 3.7 LOS A 0.2 4.9 0.37 0.23 0.37 33.9 East: Graf St 1 L2 10 0.0 11 0.0 0.168 4.3 LOS A 0.8 20.6 0.24 0.11 0.24 35.7 6 T1 159 0.0 173 0.0 0.168 4.3 LOS A 0.8 20.6 0.24 0.11 0.24 35.5 16 R2 27 0.0 29 0.0 0.168 4.3 LOS A 0.8 20.6 0.24 0.11 0.24 34.5 Approach 196 0.0 213 0.0 0.168 4.3 LOS A 0.8 20.6 0.24 0.11 0.24 35.4 North: S 11th Ave 7 L2 43 0.0 47 0.0 0.160 4.7 LOS A 0.7 18.7 0.38 0.25 0.38 34.7 4 T1 33 0.0 36 0.0 0.160 4.7 LOS A 0.7 18.7 0.38 0.25 0.38 34.6 14 R2 87 0.0 95 0.0 0.160 4.7 LOS A 0.7 18.7 0.38 0.25 0.38 33.6 Approach 163 0.0 177 0.0 0.160 4.7 LOS A 0.7 18.7 0.38 0.25 0.38 34.1 West: Graf St 5 L2 37 0.0 40 0.0 0.198 4.6 LOS A 1.0 25.1 0.26 0.13 0.26 35.1 2 T1 144 0.0 157 0.0 0.198 4.6 LOS A 1.0 25.1 0.26 0.13 0.26 35.0 12 R2 48 0.0 52 0.0 0.198 4.6 LOS A 1.0 25.1 0.26 0.13 0.26 34.0 Approach 229 0.0 249 0.0 0.198 4.6 LOS A 1.0 25.1 0.26 0.13 0.26 34.8 All Vehicles 634 0.0 689 0.0 0.198 4.4 LOS A 1.0 25.1 0.29 0.16 0.29 34.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 1, 2022 2:41:54 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave PM Phase 1 (Site Folder: Phase 1)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 74 0.0 80 0.0 0.145 4.3 LOS A 0.7 16.9 0.32 0.18 0.32 34.3 18 R2 83 0.0 90 0.0 0.145 4.3 LOS A 0.7 16.9 0.32 0.18 0.32 33.2 Approach 157 0.0 171 0.0 0.145 4.3 LOS A 0.7 16.9 0.32 0.18 0.32 33.7 East: Graf St 1 L2 91 0.0 99 0.0 0.227 4.8 LOS A 1.2 29.8 0.25 0.12 0.25 34.5 6 T1 175 0.0 190 0.0 0.227 4.8 LOS A 1.2 29.8 0.25 0.12 0.25 34.4 Approach 266 0.0 289 0.0 0.227 4.8 LOS A 1.2 29.8 0.25 0.12 0.25 34.4 West: Graf St 2 T1 141 0.9 153 0.9 0.192 4.6 LOS A 1.0 24.0 0.26 0.13 0.26 35.5 12 R2 78 0.0 85 0.0 0.192 4.5 LOS A 1.0 24.0 0.26 0.13 0.26 34.5 Approach 219 0.6 238 0.6 0.192 4.5 LOS A 1.0 24.0 0.26 0.13 0.26 35.1 All Vehicles 642 0.2 698 0.2 0.227 4.6 LOS A 1.2 29.8 0.27 0.14 0.27 34.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 1, 2022 2:36:17 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & Canter Ave PM Phase 1 (Site Folder: Phase 1 (2025))] 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: Canter Avenue 3 L2 All MCs 36 0.0 36 0.0 0.064 3.8 LOS A 0.3 6.9 0.36 0.21 0.36 32.5 18 R2 All MCs 35 0.0 35 0.0 0.064 3.8 LOS A 0.3 6.9 0.36 0.21 0.36 32.9 Approach 71 0.0 71 0.0 0.064 3.8 LOS A 0.3 6.9 0.36 0.21 0.36 32.7 East: Graf Street 1 L2 All MCs 60 0.0 60 0.0 0.249 4.6 LOS A 1.3 34.1 0.16 0.05 0.16 33.0 6 T1 All MCs 264 3.0 264 3.0 0.249 4.7 LOS A 1.3 34.1 0.16 0.05 0.16 33.7 Approach 324 2.4 324 2.4 0.249 4.7 LOS A 1.3 34.1 0.16 0.05 0.16 33.5 West: Graf Street 2 T1 All MCs 215 3.0 215 3.0 0.217 4.6 LOS A 1.1 28.2 0.21 0.07 0.21 34.2 12 R2 All MCs 60 0.0 60 0.0 0.217 4.4 LOS A 1.1 28.2 0.21 0.07 0.21 34.0 Approach 275 2.3 275 2.3 0.217 4.6 LOS A 1.1 28.2 0.21 0.07 0.21 34.2 All Vehicles 670 2.1 670 2.1 0.249 4.6 LOS A 1.3 34.1 0.20 0.08 0.20 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: Wednesday, February 8, 2023 2:14:39 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 36.9 D 5 35.1 D 6 WB 30.0 C 10 33.6 C 22 NB 14.3 B 19 26.8 C 10 SB 25.0 C 25 29.7 C 23 Intersection 23.1 C --30.8 C -- EB 169.6 F 37 193.3 F 37 WB 100.1 F 29 270.6 F 41 NB 40.4 D 20 32.3 C 13 SB 21.5 C 6 37.8 D 16 Intersection 101.9 F --155.2 F -- EB 31.8 C 22 66.7 E 40 WB 36.5 D 25 34.5 C 28 NB 30.5 C 21 33.4 C 13 SB 25.7 C 10 38.8 D 17 Intersection 31.8 C --46.4 D -- EB 32.8 C 14 29.7 C 11 NB 27.1 C 17 17.0 B 8 SB 20.3 C 4 15.4 B 14 Intersection 26.7 C --19.4 B -- EB 27.9 C 5 25.5 C 4 WB 26.4 C 8 23.5 C 8 NB 29.6 C 10 17.8 B 5 SB 19.4 B 7 12.2 B 5 Intersection 25.6 C --17.5 B -- EB 6.9 A 3 5.8 A 2 WB 10.4 B 4 5.3 A 2 NB 8.3 A 2 4.4 A 1 SB 5.9 A 1 6.1 A 2 Intersection 8.2 A --5.6 A -- EB 6.9 A 2 5.7 A 2 WB 7.1 A 2 6.2 A 2 NB 8.9 A 4 5.3 A 2 Intersection 7.7 A --5.8 A -- EB 24.0 C 7 13.9 B 3 NB 12.9 B 2 10.3 B 1 SB 11.7 B 2 12.1 B 3 Intersection 17.6 C --12.5 B -- WB 26.2 D 4 17.1 C 2 NB 0.0 A 0 0.0 A 0 SB 1.7 A 1 1.2 A 1 Intersection 5.8 A --3.2 A -- EB 22.0 C 1 23.3 C 1 WB 13.6 B 1 13.2 B 1 NB 0.0 A 0 0.2 A 0 SB 1.6 A 1 1.2 A 1 Intersection 2.3 A --2.7 A -- WB 18.3 C 3 20.7 C 3 NB 0.0 A 0 0.0 A 0 SB 3.1 A 1 2.5 A 1 Intersection 4.7 A --4.7 A -- EB 4.2 A 1 3.0 A 1 WB 0.0 A 0 0.0 A 0 SB 12.4 B 1 11.8 B 1 Intersection 4.5 A --4.2 A -- EB 6.1 A 3 5.9 A 2 WB 6.6 A 3 6.0 A 3 NB 5.7 A 1 4.7 A 1 Intersection 6.3 A --5.8 A -- WB 12.1 B 1 10.2 B 1 NB 0.0 A 0 0.0 A 0 SB 0.0 A 0 0.0 A 0 Intersection 0.4 A --0.2 A -- EB 19.3 C 1 19.9 C 1 WB 13.6 B 1 11.8 B 1 NB 0.0 A 0 0.1 A 0 SB 0.2 A 0 0.3 A 0 Intersection 1.3 A --1.0 A -- Intersection Control Signalized Intersection Approach Future (2037) AM Peak PM Peak South 19th Avenue & Kagy Boulevard Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control Signalized South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & Graf Street Intersection Control Roundabout South 11th Avenue & Graf Street Intersection Control Roundabout Graf Street & South 3rd Avenue Intersection Control All-Way Stop-Control Wagonwheel Road & Graf Street Intersection Control One-Way Stop-Control (WB) 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 Goldenstein Lane & South 3rd Avenue Intersection Control Roundabout Graf Street & Canter Avenue South 19th Avenue & Southbridge Drive Intersection Control One-Way Stop-Control (WB) South 19th Avenue & Brookdale Drive Intersection Control Two-Way Stop-Control (EB/WB) HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 0 3 12 0 48 2 483 12 46 204 5 Future Vol, veh/h 30 0 3 12 0 48 2 483 12 46 204 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 33 0 3 13 0 52 2 525 13 50 222 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 884 864 222 862 863 532 227 0 0 538 0 0 Stage 1 322 322 - 536 536 - - - - - - - Stage 2 562 542 - 326 327 - - - - - - - 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 268 294 823 277 295 551 1353 - - 1040 - - Stage 1 694 655 - 532 527 - - - - - - - Stage 2 515 523 - 691 651 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 232 277 823 264 278 551 1353 - - 1040 - - Mov Cap-2 Maneuver 232 277 - 264 278 - - - - - - - Stage 1 693 619 - 531 526 - - - - - - - Stage 2 465 522 - 650 615 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 22 13.6 0 1.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1353 - - 248 264 551 1040 - - HCM Lane V/C Ratio 0.002 - - 0.145 0.049 0.095 0.048 - - HCM Control Delay (s) 7.7 0 - 22 19.3 12.2 8.6 0 - HCM Lane LOS A A - C C B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0.3 0.2 - - Queues 3: S 19th Ave & W Graf St 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 101 107 39 475 24 574 279 248 v/c Ratio 0.61 0.17 0.09 0.64 0.05 0.60 0.60 0.17 Control Delay 42.0 19.8 20.1 12.5 14.3 32.9 19.9 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 19.8 20.1 12.5 14.3 32.9 19.9 17.0 Queue Length 50th (ft) 46 39 14 68 7 158 97 41 Queue Length 95th (ft) 125 86 40 199 21 247 168 84 Internal Link Dist (ft) 1197 522 365 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 220 848 590 888 738 1582 615 1543 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 0.46 0.13 0.07 0.53 0.03 0.36 0.45 0.16 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 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 89 9 36 52 385 22 449 79 257 192 36 Future Volume (veh/h) 93 89 9 36 52 385 22 449 79 257 192 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 97 10 39 57 418 24 488 86 279 209 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 204 638 66 563 74 544 441 779 137 421 1082 198 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.03 0.28 0.28 0.14 0.39 0.39 Sat Flow, veh/h 897 1560 161 1307 181 1329 1667 2805 492 1654 2740 502 Grp Volume(v), veh/h 101 0 107 39 0 475 24 286 288 279 122 126 Grp Sat Flow(s),veh/h/ln 897 0 1721 1307 0 1511 1667 1650 1648 1654 1624 1619 Q Serve(g_s), s 9.8 0.0 3.5 1.7 0.0 24.4 0.9 13.6 13.8 10.2 4.4 4.6 Cycle Q Clear(g_c), s 34.3 0.0 3.5 5.3 0.0 24.4 0.9 13.6 13.8 10.2 4.4 4.6 Prop In Lane 1.00 0.09 1.00 0.88 1.00 0.30 1.00 0.31 Lane Grp Cap(c), veh/h 204 0 704 563 0 618 441 458 457 421 641 639 V/C Ratio(X) 0.50 0.00 0.15 0.07 0.00 0.77 0.05 0.62 0.63 0.66 0.19 0.20 Avail Cap(c_a), veh/h 274 0 839 666 0 736 898 800 799 681 788 785 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 37.7 0.0 16.8 18.4 0.0 22.9 22.2 28.4 28.5 18.9 17.8 17.9 Incr Delay (d2), s/veh 1.9 0.0 0.1 0.1 0.0 4.1 0.1 1.4 1.4 1.8 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 2.2 0.0 1.4 0.5 0.0 9.0 0.3 5.0 5.1 3.5 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.6 0.0 16.9 18.5 0.0 27.1 22.3 29.8 29.9 20.7 18.0 18.0 LnGrp LOS D A B B A C C C C C B B Approach Vol, veh/h 208 514 598 527 Approach Delay, s/veh 27.9 26.4 29.6 19.4 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.8 31.3 43.0 5.3 41.9 43.0 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 12.2 15.8 36.3 2.9 6.6 26.4 Green Ext Time (p_c), s 0.6 3.0 0.6 0.0 1.2 3.3 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th AWSC 5: Wagonwheel Rd & W Graf St 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh17.6 Intersection LOS C Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 418 28 46 165 78 232 Future Vol, veh/h 418 28 46 165 78 232 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 454 30 50 179 85 252 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 24 12.9 11.7 HCM LOS C B B Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 22% 94% 0% 0% Vol Thru, % 78% 0% 100% 0% Vol Right, % 0% 6% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 211 446 78 232 LT Vol 46 418 0 0 Through Vol 165 0 78 0 RT Vol 0 28 0 232 Lane Flow Rate 229 485 85 252 Geometry Grp 5 2 7 7 Degree of Util (X) 0.386 0.755 0.151 0.398 Departure Headway (Hd) 6.052 5.609 6.393 5.68 Convergence, Y/N Yes Yes Yes Yes Cap 592 645 560 630 Service Time 4.112 3.654 4.152 3.439 HCM Lane V/C Ratio 0.387 0.752 0.152 0.4 HCM Control Delay 12.9 24 10.3 12.2 HCM Lane LOS B C B B HCM 95th-tile Q 1.8 6.8 0.5 1.9 Queues 6: S 19th Ave & Stucky Rd 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 512 153 217 691 365 312 v/c Ratio 0.91 0.25 0.54 0.87 0.47 0.37 Control Delay 42.1 4.1 18.4 30.2 11.6 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 4.1 18.4 30.2 11.6 2.4 Queue Length 50th (ft) 169 0 54 217 126 9 Queue Length 95th (ft) #333 32 119 #418 80 18 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 584 621 399 793 784 848 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 0.25 0.54 0.87 0.47 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 471 141 200 636 336 287 Future Volume (veh/h) 471 141 200 636 336 287 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 512 153 217 691 365 312 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 558 496 330 806 799 688 Arrive On Green 0.34 0.34 0.47 0.47 0.15 0.15 Sat Flow, veh/h 1654 1471 768 1723 1709 1471 Grp Volume(v), veh/h 512 153 217 691 365 312 Grp Sat Flow(s),veh/h/ln 1654 1471 768 1723 1709 1471 Q Serve(g_s), s 17.8 4.6 16.4 21.4 11.7 11.6 Cycle Q Clear(g_c), s 17.8 4.6 28.1 21.4 11.7 11.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 558 496 330 806 799 688 V/C Ratio(X) 0.92 0.31 0.66 0.86 0.46 0.45 Avail Cap(c_a), veh/h 587 522 330 806 799 688 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 14.7 22.1 14.2 18.4 18.4 Incr Delay (d2), s/veh 19.0 0.3 9.8 11.4 1.7 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 8.6 1.4 3.4 8.5 4.9 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.1 15.0 31.9 25.6 20.2 20.4 LnGrp LOS D B C C C C Approach Vol, veh/h 665 908 677 Approach Delay, s/veh 32.8 27.1 20.3 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 30.1 19.8 13.7 Green Ext Time (p_c), s 0.0 0.4 2.5 Intersection Summary HCM 6th Ctrl Delay 26.7 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 58 139 392 93 93 177 Future Vol, veh/h 58 139 392 93 93 177 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 63 151 426 101 101 192 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 820 426 0 0 527 0 Stage 1 426 - - - - - Stage 2 394 - - - - - 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 343 631 - - 1020 - Stage 1 657 - - - - - Stage 2 679 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 309 631 - - 1020 - Mov Cap-2 Maneuver 309 - - - - - Stage 1 657 - - - - - Stage 2 612 - - - - - Approach WB NB SB HCM Control Delay, s 18.3 0 3.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 483 1020 - HCM Lane V/C Ratio - - 0.443 0.099 - HCM Control Delay (s) - - 18.3 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 156 142 137 74 34 97 Future Vol, veh/h 156 142 137 74 34 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 80 37 105 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 229 0 - 0 683 189 Stage 1 - - - - 189 - 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 1345 - - - 418 850 Stage 1 - - - - 848 - Stage 2 - - - - 617 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1345 - - - 360 850 Mov Cap-2 Maneuver - - - - 360 - Stage 1 - - - - 731 - Stage 2 - - - - 617 - Approach EB WB SB HCM Control Delay, s 4.2 0 12.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1345 - - - 628 HCM Lane V/C Ratio 0.126 - - - 0.227 HCM Control Delay (s) 8.1 0 - - 12.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.4 - - - 0.9 HCM 6th TWSC 22: S 19th Ave & Brookdale Dr 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 24 508 16 0 231 Future Vol, veh/h 0 24 508 16 0 231 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 2 0 0 2 Mvmt Flow 0 26 552 17 0 251 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 561 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 - - - - Pot Cap-1 Maneuver 0 531 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 531 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 12.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 531 - HCM Lane V/C Ratio - - 0.049 - HCM Control Delay (s) - - 12.1 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.2 - HCM 6th TWSC 24: S 19th Ave & Southbridge Dr 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 0 4 8 0 14 1 510 5 7 224 12 Future Vol, veh/h 32 0 4 8 0 14 1 510 5 7 224 12 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 35 0 4 9 0 15 1 554 5 8 243 13 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 832 827 128 697 831 557 256 0 0 559 0 0 Stage 1 266 266 - 559 559 - - - - - - - Stage 2 566 561 - 138 272 - - - - - - - Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 278 309 905 345 307 534 1321 - - 1022 - - Stage 1 722 692 - 517 514 - - - - - - - Stage 2 513 513 - 857 688 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 268 306 905 341 304 534 1321 - - 1022 - - Mov Cap-2 Maneuver 268 306 - 341 304 - - - - - - - Stage 1 721 686 - 516 513 - - - - - - - Stage 2 498 512 - 845 682 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.3 13.6 0 0.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1321 - - 291 443 1022 - - HCM Lane V/C Ratio 0.001 - - 0.134 0.054 0.007 - - HCM Control Delay (s) 7.7 0 - 19.3 13.6 8.5 0 - HCM Lane LOS A A - C B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0 - - Queues 27: S 19th Ave & W Kagy Blvd 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 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 76 483 47 773 383 634 475 v/c Ratio 0.40 0.28 0.09 0.85 0.21 0.53 0.13 0.77 0.53 0.91 0.23 Control Delay 43.8 39.9 0.5 74.8 38.2 13.9 14.5 41.0 6.9 42.9 10.8 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 43.8 39.9 0.5 74.8 38.2 13.9 14.5 41.0 6.9 42.9 10.8 Queue Length 50th (ft) 70 68 0 149 48 162 15 302 22 356 79 Queue Length 95th (ft) 117 112 0 227 86 220 m14 m#422 m44 #624 126 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 334 472 467 300 472 942 416 1008 717 732 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 0.51 0.11 0.77 0.53 0.87 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 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 70 444 43 711 352 583 395 42 Future Volume (veh/h) 97 97 32 184 70 444 43 711 352 583 395 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 76 483 47 773 383 634 429 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 363 454 384 331 454 761 457 1208 543 668 1762 188 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.07 0.73 0.73 0.26 0.60 0.60 Sat Flow, veh/h 1344 1750 1483 1279 1750 1460 1667 3299 1483 1654 2960 316 Grp Volume(v), veh/h 105 105 35 200 76 483 47 773 383 634 234 241 Grp Sat Flow(s),veh/h/ln 1344 1750 1483 1279 1750 1460 1667 1650 1483 1654 1624 1652 Q Serve(g_s), s 7.9 5.7 2.1 17.5 4.0 28.4 2.1 14.2 17.2 27.5 8.2 8.3 Cycle Q Clear(g_c), s 11.9 5.7 2.1 23.2 4.0 28.4 2.1 14.2 17.2 27.5 8.2 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 363 454 384 331 454 761 457 1208 543 668 967 984 V/C Ratio(X) 0.29 0.23 0.09 0.60 0.17 0.63 0.10 0.64 0.71 0.95 0.24 0.24 Avail Cap(c_a), veh/h 378 473 400 345 473 777 555 1208 543 868 967 984 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 0.34 0.34 0.34 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.0 35.0 33.7 44.2 34.4 20.5 21.5 12.1 12.5 17.9 11.5 11.5 Incr Delay (d2), s/veh 0.4 0.3 0.1 2.8 0.2 1.7 0.0 0.9 2.6 16.8 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 9.6 0.8 3.4 3.6 12.3 2.9 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.5 35.3 33.8 47.0 34.6 22.2 21.6 13.0 15.1 34.7 12.1 12.1 LnGrp LOS D D C D C C C B B C B B Approach Vol, veh/h 245 759 1203 1109 Approach Delay, s/veh 36.9 30.0 14.0 25.0 Approach LOS D C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 35.5 48.8 35.7 8.0 76.3 35.7 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 29.5 19.2 13.9 4.1 10.3 30.4 Green Ext Time (p_c), s 2.0 4.2 0.9 0.0 2.9 0.7 Intersection Summary HCM 6th Ctrl Delay 23.0 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 71 862 25 683 128 500 97 192 v/c Ratio 0.31 1.26 0.12 1.17 0.26 0.92 0.39 0.36 Control Delay 16.6 154.5 14.0 123.6 15.8 53.6 18.9 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 154.5 14.0 123.6 15.8 53.6 18.9 24.2 Queue Length 50th (ft) 21 ~572 7 ~486 41 267 30 76 Queue Length 95th (ft) 45 #924 20 #712 76 #480 60 138 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 258 684 263 583 501 555 265 549 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 0.28 1.26 0.10 1.17 0.26 0.90 0.37 0.35 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 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 90 23 517 111 118 345 115 89 135 41 Future Volume (veh/h) 65 703 90 23 517 111 118 345 115 89 135 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 98 25 562 121 128 375 125 97 147 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 160 576 74 127 497 107 477 405 135 218 389 119 Arrive On Green 0.04 0.38 0.38 0.02 0.36 0.36 0.07 0.33 0.33 0.06 0.31 0.31 Sat Flow, veh/h 1667 1508 193 1667 1374 296 1654 1236 412 1641 1245 381 Grp Volume(v), veh/h 71 0 862 25 0 683 128 0 500 97 0 192 Grp Sat Flow(s),veh/h/ln 1667 0 1702 1667 0 1669 1654 0 1649 1641 0 1627 Q Serve(g_s), s 2.1 0.0 30.0 0.7 0.0 28.4 4.0 0.0 23.0 3.1 0.0 7.2 Cycle Q Clear(g_c), s 2.1 0.0 30.0 0.7 0.0 28.4 4.0 0.0 23.0 3.1 0.0 7.2 Prop In Lane 1.00 0.11 1.00 0.18 1.00 0.25 1.00 0.23 Lane Grp Cap(c), veh/h 160 0 650 127 0 604 477 0 539 218 0 508 V/C Ratio(X) 0.44 0.00 1.33 0.20 0.00 1.13 0.27 0.00 0.93 0.45 0.00 0.38 Avail Cap(c_a), veh/h 283 0 650 283 0 604 546 0 567 311 0 560 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 24.2 20.3 0.0 25.0 16.3 0.0 25.5 19.9 0.0 21.0 Incr Delay (d2), s/veh 1.9 0.0 157.6 0.7 0.0 77.9 0.3 0.0 21.0 1.4 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 0.8 0.0 39.3 0.3 0.0 23.3 1.5 0.0 11.8 1.2 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.5 0.0 181.8 21.0 0.0 103.0 16.6 0.0 46.5 21.4 0.0 21.5 LnGrp LOS C A F C A F B A D C A C Approach Vol, veh/h 933 708 628 289 Approach Delay, s/veh 169.6 100.1 40.4 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 4.7 35.6 8.7 29.5 6.2 34.0 7.5 30.7 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 2.7 32.0 6.0 9.2 4.1 30.4 5.1 25.0 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 101.9 HCM 6th LOS F Queues 36: W Kagy Blvd & S Willson Ave 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 110 450 54 176 523 216 133 440 249 107 260 v/c Ratio 0.44 0.86 0.08 0.56 0.93 0.39 0.29 0.83 0.50 0.37 0.52 Control Delay 22.1 54.5 6.1 23.8 62.1 16.5 19.6 51.7 24.4 21.2 35.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.1 54.5 6.1 23.8 62.1 16.5 19.6 51.7 24.4 21.2 35.0 Queue Length 50th (ft) 42 295 2 69 352 54 52 285 88 42 140 Queue Length 95th (ft) 78 #535 26 119 #610 128 99 #512 186 83 248 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 595 523 1063 608 560 560 671 528 503 596 505 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 0.86 0.05 0.29 0.93 0.39 0.20 0.83 0.50 0.18 0.51 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 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) 101 414 50 162 481 199 122 405 229 98 152 87 Future Volume (veh/h) 101 414 50 162 481 199 122 405 229 98 152 87 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 110 450 54 176 523 0 133 440 249 107 165 95 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 234 528 569 303 576 384 516 431 249 292 168 Arrive On Green 0.07 0.30 0.30 0.10 0.33 0.00 0.08 0.30 0.30 0.07 0.28 0.28 Sat Flow, veh/h 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1034 595 Grp Volume(v), veh/h 110 450 54 176 523 0 133 440 249 107 0 260 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 0 1629 Q Serve(g_s), s 3.8 20.6 2.0 5.8 24.5 0.0 4.7 20.0 12.2 3.9 0.0 11.5 Cycle Q Clear(g_c), s 3.8 20.6 2.0 5.8 24.5 0.0 4.7 20.0 12.2 3.9 0.0 11.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37 Lane Grp Cap(c), veh/h 234 528 569 303 576 384 516 431 249 0 460 V/C Ratio(X) 0.47 0.85 0.09 0.58 0.91 0.35 0.85 0.58 0.43 0.00 0.57 Avail Cap(c_a), veh/h 843 678 697 867 673 981 684 570 853 0 636 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 21.2 27.6 16.6 19.5 26.9 0.0 19.5 28.0 25.3 21.5 0.0 25.9 Incr Delay (d2), s/veh 1.5 8.2 0.1 1.8 14.8 0.0 0.5 7.9 1.2 1.2 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 1.5 9.2 0.7 2.2 11.8 0.0 1.8 9.3 4.3 1.5 0.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 35.8 16.7 21.2 41.6 0.0 20.1 36.0 26.5 22.7 0.0 27.0 LnGrp LOS C D B C D C D C C A C Approach Vol, veh/h 614 699 822 367 Approach Delay, s/veh 31.8 36.5 30.5 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 11.2 32.7 9.7 30.9 8.6 35.3 8.7 31.9 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 7.8 22.6 6.7 13.5 5.8 26.5 5.9 22.0 Green Ext Time (p_c), s 0.5 2.1 0.4 1.5 0.3 1.7 0.3 2.9 Intersection Summary HCM 6th Ctrl Delay 31.8 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 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 5.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 178 513 58 59 263 Future Vol, veh/h 50 178 513 58 59 263 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 54 193 558 63 64 286 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1004 590 0 0 621 0 Stage 1 590 - - - - - Stage 2 414 - - - - - 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 267 506 - - 960 - Stage 1 552 - - - - - Stage 2 665 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 246 506 - - 960 - Mov Cap-2 Maneuver 246 - - - - - Stage 1 552 - - - - - Stage 2 612 - - - - - Approach WB NB SB HCM Control Delay, s 26.2 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 411 960 - HCM Lane V/C Ratio - - 0.603 0.067 - HCM Control Delay (s) - - 26.2 9 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 3.8 0.2 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf AM 2037 (Site Folder: Future (2037))] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 142 0.0 154 0.0 0.367 8.3 LOS A 1.9 46.9 0.62 0.57 0.62 32.4 8 T1 129 0.0 140 0.0 0.367 8.3 LOS A 1.9 46.9 0.62 0.57 0.62 32.3 18 R2 26 0.0 28 0.0 0.367 8.3 LOS A 1.9 46.9 0.62 0.57 0.62 31.5 Approach 297 0.0 323 0.0 0.367 8.3 LOS A 1.9 46.9 0.62 0.57 0.62 32.3 East: Graf St 1 L2 8 0.0 9 0.0 0.487 10.3 LOS B 3.4 86.6 0.68 0.71 0.86 32.6 6 T1 248 2.0 270 2.0 0.487 10.4 LOS B 3.4 86.6 0.68 0.71 0.86 32.5 16 R2 137 1.1 149 1.1 0.487 10.3 LOS B 3.4 86.6 0.68 0.71 0.86 31.6 Approach 393 1.6 427 1.6 0.487 10.4 LOS B 3.4 86.6 0.68 0.71 0.86 32.1 North: S 11th Ave 7 L2 45 8.0 49 8.0 0.168 6.1 LOS A 0.7 18.3 0.53 0.45 0.53 33.7 4 T1 34 0.0 37 0.0 0.168 5.8 LOS A 0.7 18.3 0.53 0.45 0.53 33.8 14 R2 54 0.0 59 0.0 0.168 5.8 LOS A 0.7 18.3 0.53 0.45 0.53 32.9 Approach 133 2.7 145 2.7 0.168 5.9 LOS A 0.7 18.3 0.53 0.45 0.53 33.4 West: Graf St 5 L2 123 0.0 134 0.0 0.409 6.9 LOS A 2.7 66.8 0.34 0.19 0.34 33.6 2 T1 232 0.9 252 0.9 0.409 6.9 LOS A 2.7 66.8 0.34 0.19 0.34 33.5 12 R2 112 0.0 122 0.0 0.409 6.9 LOS A 2.7 66.8 0.34 0.19 0.34 32.6 Approach 467 0.4 508 0.4 0.409 6.9 LOS A 2.7 66.8 0.34 0.19 0.34 33.3 All Vehicles 1290 0.9 1402 0.9 0.487 8.2 LOS A 3.4 86.6 0.53 0.46 0.58 32.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 8, 2022 11:45:17 AM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave AM 2037 (Site Folder: Future (2037))] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 209 3.0 227 3.0 0.483 8.9 LOS A 3.1 77.9 0.55 0.41 0.55 32.1 18 R2 266 2.0 289 2.0 0.483 8.9 LOS A 3.1 77.9 0.55 0.41 0.55 31.2 Approach 475 2.4 516 2.4 0.483 8.9 LOS A 3.1 77.9 0.55 0.41 0.55 31.6 East: Graf St 1 L2 189 2.0 205 2.0 0.364 7.1 LOS A 2.0 51.1 0.48 0.36 0.48 32.8 6 T1 169 1.1 184 1.1 0.364 7.1 LOS A 2.0 51.1 0.48 0.36 0.48 32.7 Approach 358 1.6 389 1.6 0.364 7.1 LOS A 2.0 51.1 0.48 0.36 0.48 32.8 West: Graf St 2 T1 205 2.0 223 2.0 0.354 6.9 LOS A 1.9 49.6 0.46 0.32 0.46 34.2 12 R2 149 3.0 162 3.0 0.354 6.9 LOS A 1.9 49.6 0.46 0.32 0.46 33.2 Approach 354 2.4 385 2.4 0.354 6.9 LOS A 1.9 49.6 0.46 0.32 0.46 33.8 All Vehicles 1187 2.2 1290 2.2 0.483 7.7 LOS A 3.1 77.9 0.50 0.37 0.50 32.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 8, 2022 11:42:02 AM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & Canter 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: Canter Avenue 3 L2 All MCs 60 0.0 60 0.0 0.168 5.7 LOS A 0.7 18.5 0.53 0.40 0.53 31.9 18 R2 All MCs 89 0.0 89 0.0 0.168 5.7 LOS A 0.7 18.5 0.53 0.40 0.53 32.3 Approach 149 0.0 149 0.0 0.168 5.7 LOS A 0.7 18.5 0.53 0.40 0.53 32.1 East: Graf Street 1 L2 All MCs 65 0.0 65 0.0 0.410 6.4 LOS A 2.7 69.2 0.27 0.10 0.27 32.3 6 T1 All MCs 454 3.0 454 3.0 0.410 6.6 LOS A 2.7 69.2 0.27 0.10 0.27 32.9 Approach 520 2.6 520 2.6 0.410 6.6 LOS A 2.7 69.2 0.27 0.10 0.27 32.8 West: Graf Street 2 T1 All MCs 423 3.0 423 3.0 0.367 6.1 LOS A 2.3 57.9 0.26 0.10 0.26 33.5 12 R2 All MCs 39 0.0 39 0.0 0.367 5.9 LOS A 2.3 57.9 0.26 0.10 0.26 33.2 Approach 462 2.7 462 2.7 0.367 6.1 LOS A 2.3 57.9 0.26 0.10 0.26 33.5 All Vehicles 1130 2.3 1130 2.3 0.410 6.3 LOS A 2.7 69.2 0.30 0.14 0.30 33.0 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: Wednesday, February 8, 2023 2:50:47 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 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 19 0 6 20 0 78 6 274 19 75 414 33 Future Vol, veh/h 19 0 6 20 0 78 6 274 19 75 414 33 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 21 0 7 22 0 85 7 298 21 82 450 36 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 979 947 450 959 973 309 486 0 0 319 0 0 Stage 1 614 614 - 323 323 - - - - - - - Stage 2 365 333 - 636 650 - - - - - - - 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 229 261 609 237 252 731 1077 - - 1241 - - Stage 1 479 483 - 689 650 - - - - - - - Stage 2 654 644 - 466 465 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 187 235 609 217 227 731 1077 - - 1241 - - Mov Cap-2 Maneuver 187 235 - 217 227 - - - - - - - Stage 1 475 439 - 683 645 - - - - - - - Stage 2 574 639 - 419 423 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.3 13.2 0.2 1.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1077 - - 224 217 731 1241 - - HCM Lane V/C Ratio 0.006 - - 0.121 0.1 0.116 0.066 - - HCM Control Delay (s) 8.4 0 - 23.3 23.4 10.6 8.1 0 - HCM Lane LOS A A - C C B A A - HCM 95th %tile Q(veh) 0 - - 0.4 0.3 0.4 0.2 - - Queues 3: S 19th Ave & W Graf St 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 2 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 93 93 104 320 16 342 299 478 v/c Ratio 0.64 0.23 0.36 0.72 0.03 0.29 0.43 0.27 Control Delay 45.7 20.5 26.5 26.9 7.9 18.9 9.0 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.7 20.5 26.5 26.9 7.9 18.9 9.0 9.4 Queue Length 50th (ft) 35 27 37 85 2 51 49 42 Queue Length 95th (ft) 93 67 85 186 11 114 121 117 Internal Link Dist (ft) 1197 522 365 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 390 1074 774 1029 850 2060 856 2023 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 0.09 0.13 0.31 0.02 0.17 0.35 0.24 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 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 64 21 96 88 206 15 293 22 275 336 104 Future Volume (veh/h) 86 64 21 96 88 206 15 293 22 275 336 104 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 70 23 104 96 224 16 318 24 299 365 113 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 228 384 126 447 142 331 448 1063 80 619 1161 355 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.02 0.34 0.34 0.14 0.47 0.47 Sat Flow, veh/h 1051 1261 414 1324 466 1088 1667 3110 233 1667 2489 760 Grp Volume(v), veh/h 93 0 93 104 0 320 16 168 174 299 240 238 Grp Sat Flow(s),veh/h/ln 1051 0 1675 1324 0 1554 1667 1650 1694 1667 1650 1600 Q Serve(g_s), s 6.2 0.0 3.0 4.6 0.0 13.2 0.5 5.5 5.5 7.8 6.7 6.8 Cycle Q Clear(g_c), s 19.4 0.0 3.0 7.6 0.0 13.2 0.5 5.5 5.5 7.8 6.7 6.8 Prop In Lane 1.00 0.25 1.00 0.70 1.00 0.14 1.00 0.48 Lane Grp Cap(c), veh/h 228 0 510 447 0 473 448 564 579 619 769 746 V/C Ratio(X) 0.41 0.00 0.18 0.23 0.00 0.68 0.04 0.30 0.30 0.48 0.31 0.32 Avail Cap(c_a), veh/h 540 0 1005 839 0 933 1032 985 1012 994 985 955 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 30.8 0.0 18.8 21.5 0.0 22.3 15.1 17.6 17.7 11.1 12.2 12.2 Incr Delay (d2), s/veh 1.2 0.0 0.2 0.3 0.0 1.7 0.0 0.3 0.3 0.6 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 1.1 1.4 0.0 4.8 0.1 1.8 1.9 2.2 2.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.0 0.0 18.9 21.8 0.0 24.0 15.1 17.9 18.0 11.7 12.4 12.5 LnGrp LOS C A B C A C B B B B B B Approach Vol, veh/h 186 424 358 777 Approach Delay, s/veh 25.5 23.5 17.8 12.2 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.5 31.3 28.4 4.4 40.4 28.4 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 9.8 7.5 21.4 2.5 8.8 15.2 Green Ext Time (p_c), s 0.7 1.7 0.8 0.0 2.5 2.5 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 AWSC 5: Wagonwheel Rd & W Graf St 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 4 Intersection Intersection Delay, s/veh12.5 Intersection LOS B Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 266 36 35 86 111 346 Future Vol, veh/h 266 36 35 86 111 346 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 289 39 38 93 121 376 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 13.9 10.3 12.1 HCM LOS B B B Lane NBLn1 EBLn1 SBLn1 SBLn2 Vol Left, % 29% 88% 0% 0% Vol Thru, % 71% 0% 100% 0% Vol Right, % 0% 12% 0% 100% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 121 302 111 346 LT Vol 35 266 0 0 Through Vol 86 0 111 0 RT Vol 0 36 0 346 Lane Flow Rate 132 328 121 376 Geometry Grp 5 2 7 7 Degree of Util (X) 0.209 0.5 0.19 0.519 Departure Headway (Hd) 5.725 5.478 5.68 4.972 Convergence, Y/N Yes Yes Yes Yes Cap 627 660 636 730 Service Time 3.759 3.505 3.38 2.672 HCM Lane V/C Ratio 0.211 0.497 0.19 0.515 HCM Control Delay 10.3 13.9 9.7 12.9 HCM Lane LOS B B A B HCM 95th-tile Q 0.8 2.8 0.7 3 Queues 6: S 19th Ave & Stucky Rd 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 440 137 141 434 590 516 v/c Ratio 0.83 0.24 0.56 0.53 0.71 0.53 Control Delay 34.4 4.2 23.6 14.4 16.9 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 4.2 23.6 14.4 16.9 4.1 Queue Length 50th (ft) 137 0 36 109 226 112 Queue Length 95th (ft) #270 30 #112 186 346 5 Internal Link Dist (ft) 2543 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 578 616 254 826 834 976 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 0.22 0.56 0.53 0.71 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 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 405 126 130 399 543 475 Future Volume (veh/h) 405 126 130 399 543 475 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 440 137 141 434 590 516 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 496 448 248 866 873 740 Arrive On Green 0.30 0.30 0.50 0.50 0.50 0.50 Sat Flow, veh/h 1641 1483 518 1723 1736 1471 Grp Volume(v), veh/h 440 137 141 434 590 516 Grp Sat Flow(s),veh/h/ln 1641 1483 518 1723 1736 1471 Q Serve(g_s), s 15.3 4.3 14.8 10.0 15.4 16.1 Cycle Q Clear(g_c), s 15.3 4.3 30.2 10.0 15.4 16.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 496 448 248 866 873 740 V/C Ratio(X) 0.89 0.31 0.57 0.50 0.68 0.70 Avail Cap(c_a), veh/h 582 526 248 866 873 740 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 0.85 0.85 Uniform Delay (d), s/veh 20.0 16.1 23.3 9.9 11.2 11.4 Incr Delay (d2), s/veh 13.8 0.4 9.2 2.1 3.6 4.6 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 1.3 2.3 3.1 4.9 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.8 16.5 32.5 12.0 14.8 16.0 LnGrp LOS C B C B B B Approach Vol, veh/h 577 575 1106 Approach Delay, s/veh 29.7 17.0 15.4 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 18.1 Green Ext Time (p_c), s 0.0 0.8 3.6 Intersection Summary HCM 6th Ctrl Delay 19.4 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 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 65 98 286 55 139 339 Future Vol, veh/h 65 98 286 55 139 339 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 71 107 311 60 151 368 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 981 311 0 0 371 0 Stage 1 311 - - - - - Stage 2 670 - - - - - 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 279 720 - - 1160 - Stage 1 748 - - - - - Stage 2 512 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 243 720 - - 1160 - Mov Cap-2 Maneuver 243 - - - - - Stage 1 748 - - - - - Stage 2 445 - - - - - Approach WB NB SB HCM Control Delay, s 20.7 0 2.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 404 1160 - HCM Lane V/C Ratio - - 0.439 0.13 - HCM Control Delay (s) - - 20.7 8.6 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 2.2 0.4 - HCM 6th TWSC 15: Goldenstein Ln & S 3rd Ave 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 97 162 154 39 37 109 Future Vol, veh/h 97 162 154 39 37 109 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 42 40 118 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 209 0 - 0 574 188 Stage 1 - - - - 188 - 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 1356 - - - 484 851 Stage 1 - - - - 849 - Stage 2 - - - - 691 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1356 - - - 442 851 Mov Cap-2 Maneuver - - - - 442 - Stage 1 - - - - 776 - Stage 2 - - - - 691 - Approach EB WB SB HCM Control Delay, s 3 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1356 - - - 689 HCM Lane V/C Ratio 0.078 - - - 0.23 HCM Control Delay (s) 7.9 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.3 - - - 0.9 HCM 6th TWSC 22: S 19th Ave & Brookdale Dr 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 13 311 14 0 434 Future Vol, veh/h 0 13 311 14 0 434 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 2 0 0 2 Mvmt Flow 0 14 338 15 0 472 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 346 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 - - - - Pot Cap-1 Maneuver 0 702 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 702 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 10.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 702 - HCM Lane V/C Ratio - - 0.02 - HCM Control Delay (s) - - 10.2 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - HCM 6th TWSC 24: S 19th Ave & Southbridge Dr 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 0 2 6 0 11 4 314 9 13 421 37 Future Vol, veh/h 23 0 2 6 0 11 4 314 9 13 421 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 25 0 2 7 0 12 4 341 10 14 458 40 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 866 865 249 611 880 346 498 0 0 351 0 0 Stage 1 506 506 - 354 354 - - - - - - - Stage 2 360 359 - 257 526 - - - - - - - Critical Hdwy 7.3 6.5 6.9 7.3 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 263 294 757 395 288 702 1076 - - 1219 - - Stage 1 522 543 - 667 634 - - - - - - - Stage 2 662 631 - 731 532 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 254 288 757 387 282 702 1076 - - 1219 - - Mov Cap-2 Maneuver 254 288 - 387 282 - - - - - - - Stage 1 519 534 - 664 631 - - - - - - - Stage 2 647 628 - 717 523 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.9 11.8 0.1 0.3 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1076 - - 268 545 1219 - - HCM Lane V/C Ratio 0.004 - - 0.101 0.034 0.012 - - HCM Control Delay (s) 8.4 0 - 19.9 11.8 8 0.1 - HCM Lane LOS A A - C B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0 - - Queues 27: S 19th Ave & W Kagy Blvd 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 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 42 310 122 816 43 486 264 620 646 v/c Ratio 0.41 0.20 0.09 0.89 0.24 0.82 0.15 0.54 0.45 0.89 0.35 Control Delay 36.7 31.1 0.4 66.9 32.0 21.8 15.7 38.4 8.1 34.7 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.7 31.1 0.4 66.9 32.0 21.8 15.7 38.4 8.1 34.7 17.0 Queue Length 50th (ft) 82 58 0 225 70 305 12 186 16 300 147 Queue Length 95th (ft) 135 98 0 #356 115 544 m21 237 m52 #565 210 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 380 593 548 405 593 1010 352 934 603 713 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 0.52 0.44 0.87 0.35 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 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 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 39 285 112 751 40 447 243 570 569 26 Future Volume (veh/h) 123 93 39 285 112 751 40 447 243 570 569 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 42 310 122 816 43 486 264 620 618 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 233 589 488 435 589 918 327 887 392 655 1682 76 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.06 0.54 0.54 0.28 0.52 0.52 Sat Flow, veh/h 602 1750 1448 1265 1750 1483 1667 3299 1460 1667 3239 147 Grp Volume(v), veh/h 134 101 42 310 122 816 43 486 264 620 317 329 Grp Sat Flow(s),veh/h/ln 602 1750 1448 1265 1750 1483 1667 1650 1460 1667 1663 1724 Q Serve(g_s), s 24.5 4.9 2.4 27.4 6.0 40.4 2.2 11.6 15.7 30.7 13.6 13.6 Cycle Q Clear(g_c), s 30.5 4.9 2.4 32.3 6.0 40.4 2.2 11.6 15.7 30.7 13.6 13.6 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 233 589 488 435 589 918 327 887 392 655 863 895 V/C Ratio(X) 0.58 0.17 0.09 0.71 0.21 0.89 0.13 0.55 0.67 0.95 0.37 0.37 Avail Cap(c_a), veh/h 233 589 488 435 589 918 427 887 392 712 863 895 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 0.67 0.67 0.67 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 28.0 27.2 39.4 28.4 19.4 29.1 23.0 23.9 20.7 17.1 17.2 Incr Delay (d2), s/veh 3.5 0.1 0.1 5.4 0.2 10.7 0.1 1.6 6.1 20.9 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 2.1 0.8 9.0 2.5 20.1 0.9 3.8 4.6 14.7 5.3 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 28.2 27.3 44.8 28.6 30.1 29.3 24.6 30.0 41.6 18.3 18.3 LnGrp LOS D C C D C C C C C D B B Approach Vol, veh/h 277 1248 793 1266 Approach Delay, s/veh 35.1 33.6 26.7 29.7 Approach LOS D C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 37.8 37.2 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 32.7 17.7 32.5 4.2 15.6 42.4 Green Ext Time (p_c), s 1.1 2.9 1.2 0.0 4.0 0.0 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 98 847 75 920 203 390 234 431 v/c Ratio 0.40 1.42 0.32 1.55 0.71 0.80 0.74 0.88 Control Delay 18.2 225.8 16.7 282.2 30.9 40.6 32.5 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.2 225.8 16.7 282.2 30.9 40.6 32.5 48.4 Queue Length 50th (ft) 30 ~677 22 ~770 68 187 80 217 Queue Length 95th (ft) 58 #922 47 #1012 #132 #322 #147 #380 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 264 596 264 592 293 562 318 562 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 1.42 0.28 1.55 0.69 0.69 0.74 0.77 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 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 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) 90 668 111 69 675 171 187 264 95 215 302 95 Future Volume (veh/h) 90 668 111 69 675 171 187 264 95 215 302 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 98 726 121 75 734 186 203 287 103 234 328 103 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 181 521 87 161 468 119 306 349 125 336 365 115 Arrive On Green 0.06 0.36 0.36 0.04 0.35 0.35 0.11 0.28 0.28 0.11 0.29 0.29 Sat Flow, veh/h 1667 1451 242 1667 1347 341 1667 1229 441 1654 1277 401 Grp Volume(v), veh/h 98 0 847 75 0 920 203 0 390 234 0 431 Grp Sat Flow(s),veh/h/ln 1667 0 1693 1667 0 1689 1667 0 1671 1654 0 1678 Q Serve(g_s), s 3.0 0.0 29.4 2.3 0.0 28.4 6.9 0.0 17.8 8.2 0.0 20.2 Cycle Q Clear(g_c), s 3.0 0.0 29.4 2.3 0.0 28.4 6.9 0.0 17.8 8.2 0.0 20.2 Prop In Lane 1.00 0.14 1.00 0.20 1.00 0.26 1.00 0.24 Lane Grp Cap(c), veh/h 181 0 608 161 0 586 306 0 474 336 0 480 V/C Ratio(X) 0.54 0.00 1.39 0.46 0.00 1.57 0.66 0.00 0.82 0.70 0.00 0.90 Avail Cap(c_a), veh/h 271 0 608 271 0 586 310 0 552 336 0 554 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 20.4 0.0 26.2 20.8 0.0 26.7 20.2 0.0 27.4 20.0 0.0 28.0 Incr Delay (d2), s/veh 2.5 0.0 186.8 2.1 0.0 264.1 5.2 0.0 8.6 6.2 0.0 16.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 42.4 0.9 0.0 53.6 3.0 0.0 8.1 3.6 0.0 10.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 0.0 213.0 22.9 0.0 290.8 25.4 0.0 35.9 26.2 0.0 44.0 LnGrp LOS C A F C A F C A D C A D Approach Vol, veh/h 945 995 593 665 Approach Delay, s/veh 193.3 270.6 32.3 37.8 Approach LOS F F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.6 35.0 11.8 28.4 7.6 34.0 12.0 28.2 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 4.3 31.4 8.9 22.2 5.0 30.4 10.2 19.8 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.1 0.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 155.2 HCM 6th LOS F Queues 36: W Kagy Blvd & S Willson Ave 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 210 650 97 197 489 197 118 279 139 198 388 v/c Ratio 0.68 1.25 0.14 0.70 0.97 0.39 0.35 0.61 0.31 0.45 0.76 Control Delay 31.6 163.9 10.1 36.9 74.0 18.7 22.1 44.8 18.8 23.2 46.7 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 31.6 163.9 10.1 36.9 74.0 18.7 22.1 44.8 18.8 23.2 46.7 Queue Length 50th (ft) 84 ~571 16 80 339 48 48 176 33 85 245 Queue Length 95th (ft) 178 #985 56 181 #696 136 95 312 100 153 418 Internal Link Dist (ft) 2702 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 585 519 1042 578 506 510 624 506 490 632 513 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 1.25 0.09 0.34 0.97 0.39 0.19 0.55 0.28 0.31 0.76 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 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 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) 193 598 89 181 450 181 109 257 128 182 264 93 Future Volume (veh/h) 193 598 89 181 450 181 109 257 128 182 264 93 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 210 650 97 197 489 0 118 279 139 198 287 101 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 333 606 628 244 596 240 391 334 341 324 114 Arrive On Green 0.11 0.35 0.35 0.10 0.34 0.00 0.07 0.23 0.23 0.11 0.26 0.26 Sat Flow, veh/h 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1227 432 Grp Volume(v), veh/h 210 650 97 197 489 0 118 279 139 198 0 388 Grp Sat Flow(s),veh/h/ln 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 0 1659 Q Serve(g_s), s 7.5 33.0 3.8 7.0 24.3 0.0 5.0 14.0 7.6 8.2 0.0 21.2 Cycle Q Clear(g_c), s 7.5 33.0 3.8 7.0 24.3 0.0 5.0 14.0 7.6 8.2 0.0 21.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 333 606 628 244 596 240 391 334 341 0 439 V/C Ratio(X) 0.63 1.07 0.15 0.81 0.82 0.49 0.71 0.42 0.58 0.00 0.88 Avail Cap(c_a), veh/h 808 606 628 728 606 768 606 517 804 0 579 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 20.4 30.8 16.8 22.1 28.4 0.0 26.8 33.8 31.3 23.7 0.0 33.4 Incr Delay (d2), s/veh 2.0 57.7 0.1 6.2 8.7 0.0 1.6 2.4 0.8 1.6 0.0 12.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 22.7 1.3 3.0 11.1 0.0 2.1 6.1 2.8 3.3 0.0 9.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 88.5 16.9 28.3 37.0 0.0 28.4 36.2 32.1 25.3 0.0 45.7 LnGrp LOS C F B C D C D C C A D Approach Vol, veh/h 957 686 536 586 Approach Delay, s/veh 66.7 34.5 33.4 38.8 Approach LOS E C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.5 40.0 10.0 32.0 13.0 39.5 13.7 28.3 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 9.0 35.0 7.0 23.2 9.5 26.3 10.2 16.0 Green Ext Time (p_c), s 0.5 0.0 0.3 1.8 0.6 1.6 0.6 2.0 Intersection Summary HCM 6th Ctrl Delay 46.4 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 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 100 296 43 73 409 Future Vol, veh/h 48 100 296 43 73 409 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 52 109 322 47 79 445 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 949 346 0 0 369 0 Stage 1 346 - - - - - Stage 2 603 - - - - - 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 291 702 - - 1201 - Stage 1 721 - - - - - Stage 2 550 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 266 702 - - 1201 - Mov Cap-2 Maneuver 266 - - - - - Stage 1 721 - - - - - Stage 2 502 - - - - - Approach WB NB SB HCM Control Delay, s 17.1 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 458 1201 - HCM Lane V/C Ratio - - 0.351 0.066 - HCM Control Delay (s) - - 17.1 8.2 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.6 0.2 - MOVEMENT SUMMARY Site: 101 [S 11th Ave & Graf PM 2037 (Site Folder: Future (2037))] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 44 0.0 48 0.0 0.075 4.4 LOS A 0.3 7.8 0.45 0.33 0.45 33.7 8 T1 14 0.0 15 0.0 0.075 4.4 LOS A 0.3 7.8 0.45 0.33 0.45 33.6 18 R2 8 0.0 9 0.0 0.075 4.4 LOS A 0.3 7.8 0.45 0.33 0.45 32.7 Approach 66 0.0 72 0.0 0.075 4.4 LOS A 0.3 7.8 0.45 0.33 0.45 33.6 East: Graf St 1 L2 14 0.0 15 0.0 0.259 5.3 LOS A 1.4 34.6 0.32 0.18 0.32 35.1 6 T1 237 0.0 258 0.0 0.259 5.3 LOS A 1.4 34.6 0.32 0.18 0.32 35.0 16 R2 39 0.0 42 0.0 0.259 5.3 LOS A 1.4 34.6 0.32 0.18 0.32 34.0 Approach 290 0.0 315 0.0 0.259 5.3 LOS A 1.4 34.6 0.32 0.18 0.32 34.9 North: S 11th Ave 7 L2 61 0.0 66 0.0 0.257 6.1 LOS A 1.3 31.5 0.50 0.40 0.50 34.0 4 T1 47 0.0 51 0.0 0.257 6.1 LOS A 1.3 31.5 0.50 0.40 0.50 33.9 14 R2 127 0.0 138 0.0 0.257 6.1 LOS A 1.3 31.5 0.50 0.40 0.50 32.9 Approach 235 0.0 255 0.0 0.257 6.1 LOS A 1.3 31.5 0.50 0.40 0.50 33.4 West: Graf St 5 L2 56 0.0 61 0.0 0.304 5.8 LOS A 1.7 42.6 0.35 0.21 0.35 34.5 2 T1 212 0.0 230 0.0 0.304 5.8 LOS A 1.7 42.6 0.35 0.21 0.35 34.3 12 R2 69 0.0 75 0.0 0.304 5.8 LOS A 1.7 42.6 0.35 0.21 0.35 33.4 Approach 337 0.0 366 0.0 0.304 5.8 LOS A 1.7 42.6 0.35 0.21 0.35 34.2 All Vehicles 928 0.0 1009 0.0 0.304 5.6 LOS A 1.7 42.6 0.39 0.26 0.39 34.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 8, 2022 11:46:23 AM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & S 3rd Ave PM 2037 (Site Folder: Future (2037))] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 106 0.0 115 0.0 0.223 5.3 LOS A 1.1 27.4 0.42 0.29 0.42 33.8 18 R2 118 0.0 128 0.0 0.223 5.3 LOS A 1.1 27.4 0.42 0.29 0.42 32.7 Approach 224 0.0 243 0.0 0.223 5.3 LOS A 1.1 27.4 0.42 0.29 0.42 33.2 East: Graf St 1 L2 129 0.0 140 0.0 0.344 6.2 LOS A 2.0 51.1 0.34 0.19 0.34 33.8 6 T1 259 0.0 282 0.0 0.344 6.2 LOS A 2.0 51.1 0.34 0.19 0.34 33.7 Approach 388 0.0 422 0.0 0.344 6.2 LOS A 2.0 51.1 0.34 0.19 0.34 33.7 West: Graf St 2 T1 208 0.9 226 0.9 0.292 5.7 LOS A 1.6 40.0 0.35 0.21 0.35 34.9 12 R2 111 0.0 121 0.0 0.292 5.7 LOS A 1.6 40.0 0.35 0.21 0.35 33.9 Approach 319 0.6 347 0.6 0.292 5.7 LOS A 1.6 40.0 0.35 0.21 0.35 34.5 All Vehicles 931 0.2 1012 0.2 0.344 5.8 LOS A 2.0 51.1 0.36 0.22 0.36 33.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, December 8, 2022 11:42:50 AM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Graf St & Canter 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: Canter Avenue 3 L2 All MCs 52 0.0 52 0.0 0.128 4.7 LOS A 0.6 14.2 0.43 0.29 0.43 32.4 18 R2 All MCs 78 0.0 78 0.0 0.128 4.7 LOS A 0.6 14.2 0.43 0.29 0.43 32.8 Approach 130 0.0 130 0.0 0.128 4.7 LOS A 0.6 14.2 0.43 0.29 0.43 32.6 East: Graf Street 1 L2 All MCs 103 0.0 103 0.0 0.371 5.9 LOS A 2.3 59.4 0.23 0.08 0.23 32.3 6 T1 All MCs 372 3.0 372 3.0 0.371 6.1 LOS A 2.3 59.4 0.23 0.08 0.23 32.9 Approach 475 2.3 475 2.3 0.371 6.0 LOS A 2.3 59.4 0.23 0.08 0.23 32.8 West: Graf Street 2 T1 All MCs 289 3.0 289 3.0 0.322 5.9 LOS A 1.8 46.7 0.31 0.14 0.31 33.6 12 R2 All MCs 102 0.0 102 0.0 0.322 5.7 LOS A 1.8 46.7 0.31 0.14 0.31 33.4 Approach 391 2.2 391 2.2 0.322 5.9 LOS A 1.8 46.7 0.31 0.14 0.31 33.5 All Vehicles 997 2.0 997 2.0 0.371 5.8 LOS A 2.3 59.4 0.29 0.13 0.29 33.0 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: Wednesday, February 8, 2023 2:51:10 PM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 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 NO NO NO NO NB Left-Turn Lane SB Right-Turn Lane SB Left-Turn Lane NO NO YES YES 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 2025 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 0Graf & 3rd NB Goldenstein & 3rd WB Future Traffic Volumes (2025) - 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 146 50 121 N 35 20 PM weekday 135 27 102 N 35 0 AM weekday 396 40 67 N 25 0 PM weekday 233 30 89 N 25 0 AM weekday 434 12 62 N 60 0 PM weekday 262 19 85 N 60 0 Goldenstein & 3rd WB Graf & 3rd NB Blackwood & 19th 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 211 74 112 N 35 20 PM weekday 193 39 94 N 35 0 AM weekday 571 58 44 Y 25 0 PM weekday 339 43 75 N 25 0 AM weekday 497 12 54 N 60 0 PM weekday 299 19 80 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) Phase 1 (2025) 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 (2025) - 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 208 109 52.4% 146 N 35 PM weekday 182 68 37.4%135 N 35 AM weekday 218 42 19.3% 396 N 25 PM weekday 334 51 15.3%233 N 25 AM weekday 227 46 20.3% 434 Y 60 PM weekday 465 75 16.1%262 Y 60 Goldenstein & 3rd EB Blackwood & 19th SB 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% 211 Y 35 PM weekday 259 97 37.5%193 N 35 AM weekday 322 59 18.3% 571 Y 25 PM weekday 482 73 15.1%339 Y 25 AM weekday 255 46 18.0% 497 Y 60 PM weekday 522 75 14.4%299 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) Phase 1 (2025) Future (2037) Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Phase 1 (2025) Future (2037) APPENDIX E CAPACITY CALCULATIONS – IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 39.8 D 5 33.6 C 6 WB 37.3 D 7 30.4 C 12 NB 1.1 A 13 11.2 B 8 SB 10.4 B 11 17.0 B 10 Intersection 15.2 B --21.5 C -- EB 20.7 C 20 22.4 C 20 WB 17.6 B 13 28.5 C 22 NB 23.8 C 11 28.7 C 9 SB 19.2 B 5 30.4 C 10 Intersection 20.4 C --27.1 C -- EB 18.5 C 1 19.5 C 1 WB 12.6 B 1 12.2 B 1 NB 0.0 A 0 0.1 A 0 SB 1.7 A 1 1.3 A 1 Intersection 2.1 A --2.6 A -- Intersection Control Two-Way Stop-Control (EB/WB), SB LT lane Blackwood Road & South 19th Avenue Intersection Approach Phase 1 (2025) - Improvements AM Peak PM Peak South 19th Avenue & Kagy Boulevard Intersection Control Signalized - optimized Kagy Boulevard & South 11th Avenue Intersection Control Signalized - optimized Queues 27: S 19th Ave & W Kagy Blvd 12/08/2022 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 105 105 35 140 76 338 47 685 268 445 419 v/c Ratio 0.50 0.36 0.08 0.77 0.26 0.40 0.11 0.59 0.38 0.58 0.19 Control Delay 52.2 45.6 3.7 73.3 43.2 14.3 10.9 34.3 6.3 13.6 8.4 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 52.2 45.6 3.7 73.3 43.2 14.3 10.9 34.3 6.3 13.6 8.4 Queue Length 50th (ft) 75 73 0 105 52 133 9 205 16 116 57 Queue Length 95th (ft) 121 116 13 164 90 172 m17 303 65 272 103 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 572 807 427 498 807 852 410 1194 710 761 2169 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 0.13 0.08 0.28 0.09 0.40 0.11 0.57 0.38 0.58 0.19 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 12/08/2022 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 97 32 129 70 311 43 630 247 409 343 42 Future Volume (veh/h) 97 97 32 129 70 311 43 630 247 409 343 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 35 140 76 338 47 685 268 445 373 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 318 397 386 287 397 526 633 1739 782 682 1827 224 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.07 1.00 1.00 0.13 0.63 0.63 Sat Flow, veh/h 1344 1750 1483 1279 1750 1460 1667 3299 1483 1654 2912 357 Grp Volume(v), veh/h 105 105 35 140 76 338 47 685 268 445 207 212 Grp Sat Flow(s),veh/h/ln 1344 1750 1483 1279 1750 1460 1667 1650 1483 1654 1624 1645 Q Serve(g_s), s 8.2 5.9 2.1 12.1 4.2 23.1 1.5 0.0 0.0 14.3 6.5 6.6 Cycle Q Clear(g_c), s 12.4 5.9 2.1 18.0 4.2 23.1 1.5 0.0 0.0 14.3 6.5 6.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22 Lane Grp Cap(c), veh/h 318 397 386 287 397 526 633 1739 782 682 1019 1032 V/C Ratio(X) 0.33 0.26 0.09 0.49 0.19 0.64 0.07 0.39 0.34 0.65 0.20 0.21 Avail Cap(c_a), veh/h 633 808 734 587 808 869 648 1739 782 682 1019 1032 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 0.67 0.67 0.67 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 38.1 33.6 45.6 37.5 31.9 11.5 0.0 0.0 8.6 9.5 9.6 Incr Delay (d2), s/veh 0.6 0.4 0.1 1.3 0.2 1.3 0.0 0.5 0.8 2.2 0.4 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 2.8 2.6 0.8 3.9 1.8 8.2 0.5 0.1 0.2 4.9 2.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.1 38.5 33.7 46.8 37.7 33.3 11.6 0.5 0.8 10.8 10.0 10.0 LnGrp LOS D D C D D C B A A B A B Approach Vol, veh/h 245 554 1000 864 Approach Delay, s/veh 39.8 37.3 1.1 10.4 Approach LOS D D A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 68.1 31.9 8.0 80.2 31.9 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 16.0 35.1 55.4 5.0 46.1 55.4 Max Q Clear Time (g_c+I1), s 16.3 2.0 14.4 3.5 8.6 25.1 Green Ext Time (p_c), s 0.0 6.0 1.1 0.0 2.5 2.1 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Queues 33: S 11th Ave & W Kagy Blvd 12/08/2022 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 50 604 17 480 90 349 67 128 v/c Ratio 0.14 0.81 0.06 0.69 0.19 0.73 0.24 0.32 Control Delay 10.4 29.4 9.9 24.3 17.2 33.7 18.9 25.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 29.4 9.9 24.3 17.2 33.7 18.9 25.6 Queue Length 50th (ft) 10 203 3 179 24 129 17 41 Queue Length 95th (ft) 29 #486 14 318 65 267 51 102 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 367 1043 297 1024 478 714 281 582 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.58 0.06 0.47 0.19 0.49 0.24 0.22 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 12/08/2022 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 493 63 16 363 78 83 240 81 62 90 28 Future Volume (veh/h) 46 493 63 16 363 78 83 240 81 62 90 28 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 1641 1750 Adj Flow Rate, veh/h 50 536 68 17 395 85 90 261 88 67 98 30 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 8 0 Cap, veh/h 315 624 79 218 539 116 439 319 108 250 296 91 Arrive On Green 0.04 0.41 0.41 0.02 0.39 0.39 0.06 0.26 0.26 0.04 0.25 0.25 Sat Flow, veh/h 1667 1510 192 1667 1374 296 1654 1232 416 1641 1205 369 Grp Volume(v), veh/h 50 0 604 17 0 480 90 0 349 67 0 128 Grp Sat Flow(s),veh/h/ln 1667 0 1702 1667 0 1669 1654 0 1648 1641 0 1574 Q Serve(g_s), s 1.1 0.0 20.0 0.4 0.0 15.2 2.5 0.0 12.4 1.9 0.0 4.1 Cycle Q Clear(g_c), s 1.1 0.0 20.0 0.4 0.0 15.2 2.5 0.0 12.4 1.9 0.0 4.1 Prop In Lane 1.00 0.11 1.00 0.18 1.00 0.25 1.00 0.23 Lane Grp Cap(c), veh/h 315 0 703 218 0 655 439 0 427 250 0 386 V/C Ratio(X) 0.16 0.00 0.86 0.08 0.00 0.73 0.21 0.00 0.82 0.27 0.00 0.33 Avail Cap(c_a), veh/h 387 0 1052 325 0 1032 556 0 690 283 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 12.3 0.0 16.6 13.9 0.0 16.1 16.1 0.0 21.6 17.5 0.0 19.2 Incr Delay (d2), s/veh 0.2 0.0 4.8 0.2 0.0 1.6 0.2 0.0 4.1 0.6 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 0.4 0.0 7.5 0.1 0.0 5.3 0.9 0.0 5.0 0.7 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.5 0.0 21.4 14.0 0.0 17.7 16.3 0.0 25.7 18.1 0.0 19.7 LnGrp LOS B A C B A B B A C B A B Approach Vol, veh/h 654 497 439 195 Approach Delay, s/veh 20.7 17.6 23.8 19.2 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 31.3 6.6 20.2 5.3 30.0 5.7 21.1 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 5.0 38.4 8.0 22.0 5.0 38.4 4.0 26.0 Max Q Clear Time (g_c+I1), s 2.4 22.0 4.5 6.1 3.1 17.2 3.9 14.4 Green Ext Time (p_c), s 0.0 3.6 0.1 0.6 0.0 3.0 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 AM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 2 12 0 48 1 421 12 46 178 3 Future Vol, veh/h 21 0 2 12 0 48 1 421 12 46 178 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 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 23 0 2 13 0 52 1 458 13 50 193 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 786 766 193 763 763 465 196 0 0 471 0 0 Stage 1 293 293 - 467 467 - - - - - - - Stage 2 493 473 - 296 296 - - - - - - - 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 312 335 854 324 337 602 1389 - - 1101 - - Stage 1 719 674 - 580 565 - - - - - - - Stage 2 562 562 - 717 672 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 275 320 854 312 321 602 1389 - - 1101 - - Mov Cap-2 Maneuver 275 320 - 312 321 - - - - - - - Stage 1 718 644 - 579 564 - - - - - - - Stage 2 513 561 - 683 642 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.5 12.6 0 1.7 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1389 - - 292 312 602 1101 - - HCM Lane V/C Ratio 0.001 - - 0.086 0.042 0.087 0.045 - - HCM Control Delay (s) 7.6 0 - 18.5 17 11.5 8.4 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0.3 0.1 - - Queues 27: S 19th Ave & W Kagy Blvd 12/08/2022 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 134 101 42 217 122 573 43 429 185 435 574 v/c Ratio 0.55 0.26 0.11 0.82 0.31 0.78 0.09 0.28 0.24 0.62 0.28 Control Delay 47.9 37.4 0.5 66.9 38.6 29.2 10.3 21.8 6.3 12.6 12.4 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 47.9 37.4 0.5 66.9 38.6 29.2 10.3 21.8 6.3 12.6 12.4 Queue Length 50th (ft) 92 65 0 161 79 319 6 98 9 122 103 Queue Length 95th (ft) 141 102 0 229 120 293 m27 197 49 237 175 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 364 589 545 393 589 905 516 1544 782 818 2055 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 0.37 0.17 0.08 0.55 0.21 0.63 0.08 0.28 0.24 0.53 0.28 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 12/08/2022 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 93 39 200 112 527 40 395 170 400 502 26 Future Volume (veh/h) 123 93 39 200 112 527 40 395 170 400 502 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 42 217 122 573 43 429 185 435 546 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 272 579 479 427 579 754 436 1250 553 632 1689 87 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.76 0.76 0.18 0.52 0.52 Sat Flow, veh/h 756 1750 1448 1265 1750 1483 1667 3299 1460 1667 3218 165 Grp Volume(v), veh/h 134 101 42 217 122 573 43 429 185 435 282 292 Grp Sat Flow(s),veh/h/ln 756 1750 1448 1265 1750 1483 1667 1650 1460 1667 1663 1720 Q Serve(g_s), s 18.6 4.9 2.4 17.6 6.0 37.1 1.9 5.1 4.9 18.1 11.6 11.7 Cycle Q Clear(g_c), s 24.6 4.9 2.4 22.6 6.0 37.1 1.9 5.1 4.9 18.1 11.6 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 272 579 479 427 579 754 436 1250 553 632 873 903 V/C Ratio(X) 0.49 0.17 0.09 0.51 0.21 0.76 0.10 0.34 0.33 0.69 0.32 0.32 Avail Cap(c_a), veh/h 276 589 488 434 589 763 536 1250 553 864 873 903 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 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 28.5 27.7 36.5 28.9 23.6 20.7 9.6 9.6 15.2 16.3 16.3 Incr Delay (d2), s/veh 1.4 0.1 0.1 0.9 0.2 4.4 0.1 0.6 1.4 1.4 1.0 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 3.6 2.1 0.8 5.5 2.5 13.3 0.7 1.6 1.5 6.6 4.5 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.1 28.7 27.7 37.5 29.1 28.0 20.8 10.3 11.0 16.6 17.3 17.3 LnGrp LOS D C C D C C C B B B B B Approach Vol, veh/h 277 912 657 1009 Approach Delay, s/veh 33.6 30.4 11.2 17.0 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.3 50.4 44.3 7.8 67.9 44.3 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 20.1 7.1 26.6 3.9 13.7 39.1 Green Ext Time (p_c), s 1.2 3.2 1.4 0.0 3.5 0.6 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 12/08/2022 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 68 595 52 644 142 272 164 301 v/c Ratio 0.26 0.79 0.17 0.90 0.43 0.70 0.53 0.67 Control Delay 11.6 29.6 10.2 40.2 23.8 38.9 27.1 36.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.6 29.6 10.2 40.2 23.8 38.9 27.1 36.7 Queue Length 50th (ft) 16 277 12 314 54 129 63 148 Queue Length 95th (ft) 36 #485 29 #545 97 214 111 #248 Internal Link Dist (ft) 602 2702 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 269 868 326 843 336 499 308 500 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 0.25 0.69 0.16 0.76 0.42 0.55 0.53 0.60 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 12/08/2022 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 469 78 48 473 120 131 183 67 151 210 67 Future Volume (veh/h) 63 469 78 48 473 120 131 183 67 151 210 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 1750 1736 1750 1750 1750 1750 1750 1750 1750 1736 1750 1750 Adj Flow Rate, veh/h 68 510 85 52 514 130 142 199 73 164 228 73 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 225 624 104 261 573 145 294 251 92 318 273 87 Arrive On Green 0.04 0.43 0.43 0.04 0.42 0.42 0.09 0.21 0.21 0.10 0.21 0.21 Sat Flow, veh/h 1667 1451 242 1667 1348 341 1667 1221 448 1654 1270 407 Grp Volume(v), veh/h 68 0 595 52 0 644 142 0 272 164 0 301 Grp Sat Flow(s),veh/h/ln 1667 0 1693 1667 0 1689 1667 0 1669 1654 0 1677 Q Serve(g_s), s 1.6 0.0 22.2 1.2 0.0 25.5 4.7 0.0 11.1 5.5 0.0 12.4 Cycle Q Clear(g_c), s 1.6 0.0 22.2 1.2 0.0 25.5 4.7 0.0 11.1 5.5 0.0 12.4 Prop In Lane 1.00 0.14 1.00 0.20 1.00 0.27 1.00 0.24 Lane Grp Cap(c), veh/h 225 0 728 261 0 717 294 0 343 318 0 360 V/C Ratio(X) 0.30 0.00 0.82 0.20 0.00 0.90 0.48 0.00 0.79 0.52 0.00 0.84 Avail Cap(c_a), veh/h 318 0 881 364 0 878 309 0 511 318 0 513 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 15.6 0.0 18.0 14.3 0.0 19.2 20.7 0.0 27.1 20.4 0.0 27.0 Incr Delay (d2), s/veh 0.7 0.0 5.1 0.4 0.0 10.4 1.2 0.0 5.1 1.4 0.0 8.1 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 0.6 0.0 8.6 0.4 0.0 10.8 1.9 0.0 4.8 2.2 0.0 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.4 0.0 23.1 14.7 0.0 29.7 21.9 0.0 32.2 21.8 0.0 35.1 LnGrp LOS B A C B A C C A C C A D Approach Vol, veh/h 663 696 414 465 Approach Delay, s/veh 22.4 28.5 28.7 30.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.6 36.5 9.3 20.4 6.0 36.1 10.0 19.8 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 37.4 7.0 22.0 7.0 37.4 7.0 22.0 Max Q Clear Time (g_c+I1), s 3.2 24.2 6.7 14.4 3.6 27.5 7.5 13.1 Green Ext Time (p_c), s 0.0 3.2 0.0 1.1 0.0 3.0 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C HCM 6th TWSC 1: S 19th Ave & Blackwood Rd 02/08/2023 PM Peak South 40 1:35 pm 12/01/2022 Phase 1 (2025) - improved Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 4 20 0 78 4 239 19 75 367 23 Future Vol, veh/h 13 0 4 20 0 78 4 239 19 75 367 23 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 14 0 4 22 0 85 4 260 21 82 399 25 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 884 852 399 857 867 271 424 0 0 281 0 0 Stage 1 563 563 - 279 279 - - - - - - - Stage 2 321 289 - 578 588 - - - - - - - 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 268 299 655 280 293 773 1146 - - 1293 - - Stage 1 514 512 - 732 683 - - - - - - - Stage 2 695 677 - 505 499 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 226 279 655 264 273 773 1146 - - 1293 - - Mov Cap-2 Maneuver 226 279 - 264 273 - - - - - - - Stage 1 512 480 - 729 680 - - - - - - - Stage 2 616 674 - 470 468 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.5 12.2 0.1 1.3 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1146 - - 267 264 773 1293 - - HCM Lane V/C Ratio 0.004 - - 0.069 0.082 0.11 0.063 - - HCM Control Delay (s) 8.2 0 - 19.5 19.9 10.2 8 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.3 0.4 0.2 - - Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 46.3 D 6 39.5 D 6 WB 32.1 C 8 27.5 C 11 NB 9.6 A 19 18.8 B 10 SB 38.2 D 12 37.9 D 12 Intersection 27.1 C --30.2 C -- EB 24.3 C 12 27.0 C 12 WB 22.4 C 10 32.6 C 15 NB 24.9 C 16 29.3 C 12 SB 17.5 B 5 30.9 C 14 Intersection 23.1 C --30.0 C -- EB 8.3 A 3 15.6 C 6 WB 10.3 B 3 15.2 C 6 NB 14.3 B 4 14.4 B 3 SB 7.6 A 1 23.2 C 7 Intersection 10.2 B --16.9 C -- EB 29.7 C 22 28.9 C 27 WB 33.4 C 25 26.9 C 17 NB 28.9 C 23 34.6 C 12 SB 23.0 C 7 34.2 C 12 Intersection 29.5 C --30.6 C -- WB 18.1 C 2 14.6 B 1 NB 0.0 A 0 0.0 A 0 SB 1.7 A 1 1.2 A 1 Intersection 4.2 A --2.8 A -- EB 21.9 C 1 22.7 C 1 WB 13.6 B 1 13.0 B 1 NB 0.0 A 0 0.2 A 0 SB 1.6 A 1 1.2 A 1 Intersection 2.3 A --2.7 A -- Blackwood Road & South 19th Avenue South 3rd Avenue & Graf Street Intersection Control One-Way Stop-Control (WB), WB LT/RT lanes Kagy Boulevard & South Willson Avenue Intersection Control Two-Way Stop-Control (EB/WB), SB LT lane 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 Intersection Control Signalized, dual SB LT, WB RT lanes Intersection Approach Future (2037) - Improvements AM Peak PM Peak Queues 27: S 19th Ave & W Kagy Blvd 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 105 105 35 200 76 483 47 773 383 634 475 v/c Ratio 0.34 0.58 0.09 0.61 0.28 0.37 0.12 0.67 0.41 0.79 0.27 Control Delay 34.4 63.0 0.4 42.7 44.5 5.2 13.2 37.3 5.2 49.6 15.4 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 34.4 63.0 0.4 42.7 44.5 5.2 13.2 37.3 5.2 49.6 15.4 Queue Length 50th (ft) 61 79 0 125 52 32 11 268 22 237 96 Queue Length 95th (ft) 98 132 0 177 92 52 m18 #464 m88 282 155 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 310 370 398 364 516 1341 397 1162 975 864 1792 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 0.34 0.28 0.09 0.55 0.15 0.36 0.12 0.67 0.39 0.73 0.27 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 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 97 32 184 70 444 43 711 352 583 395 42 Future Volume (veh/h) 97 97 32 184 70 444 43 711 352 583 395 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 76 483 47 773 383 634 429 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 340 214 230 344 307 1015 479 1286 760 705 1707 182 Arrive On Green 0.07 0.12 0.12 0.12 0.18 0.18 0.07 0.78 0.78 0.22 0.58 0.58 Sat Flow, veh/h 1667 1750 1483 1628 1750 2569 1667 3299 1483 3208 2960 316 Grp Volume(v), veh/h 105 105 35 200 76 483 47 773 383 634 234 241 Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1628 1750 1285 1667 1650 1483 1604 1624 1652 Q Serve(g_s), s 6.5 6.7 2.5 12.4 4.5 16.8 2.0 11.7 11.3 23.1 8.6 8.7 Cycle Q Clear(g_c), s 6.5 6.7 2.5 12.4 4.5 16.8 2.0 11.7 11.3 23.1 8.6 8.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 340 214 230 344 307 1015 479 1286 760 705 936 953 V/C Ratio(X) 0.31 0.49 0.15 0.58 0.25 0.48 0.10 0.60 0.50 0.90 0.25 0.25 Avail Cap(c_a), veh/h 377 370 363 429 516 1323 493 1286 760 829 936 953 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 0.42 0.42 0.42 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 49.2 43.9 37.7 42.7 27.0 19.9 9.3 6.1 45.5 12.6 12.6 Incr Delay (d2), s/veh 0.5 1.7 0.3 1.6 0.4 0.3 0.0 0.9 1.0 11.5 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 2.8 3.1 0.9 5.0 2.0 5.1 0.7 2.7 2.2 10.1 3.1 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.4 50.9 44.2 39.3 43.1 27.4 19.9 10.2 7.2 57.0 13.2 13.2 LnGrp LOS D D D D D C B B A E B B Approach Vol, veh/h 245 759 1203 1109 Approach Delay, s/veh 46.3 32.1 9.6 38.2 Approach LOS D C A D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 30.4 51.7 18.7 19.3 8.0 74.1 12.3 25.6 Change Period (Y+Rc), s 4.0 4.9 4.0 4.6 4.0 4.9 4.0 4.6 Max Green Setting (Gmax), s 31.0 25.1 21.0 25.4 5.0 51.1 11.0 35.4 Max Q Clear Time (g_c+I1), s 25.1 13.7 14.4 8.7 4.0 10.7 8.5 18.8 Green Ext Time (p_c), s 1.3 4.9 0.3 0.6 0.0 2.8 0.1 2.2 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 71 862 25 683 128 500 97 192 v/c Ratio 0.24 0.71 0.11 0.67 0.25 0.81 0.39 0.33 Control Delay 15.5 24.6 14.5 26.3 14.0 34.0 18.0 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 24.6 14.5 26.3 14.0 34.0 18.0 20.1 Queue Length 50th (ft) 20 170 7 150 33 204 24 60 Queue Length 95th (ft) 47 294 21 226 73 #400 57 124 Internal Link Dist (ft) 602 2137 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 303 1550 235 1430 513 865 250 806 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 0.56 0.11 0.48 0.25 0.58 0.39 0.24 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 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 703 90 23 517 111 118 345 115 89 135 41 Future Volume (veh/h) 65 703 90 23 517 111 118 345 115 89 135 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 98 25 562 121 128 375 125 97 147 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 271 967 124 202 825 177 521 435 145 260 419 128 Arrive On Green 0.04 0.33 0.33 0.02 0.31 0.31 0.07 0.35 0.35 0.06 0.34 0.34 Sat Flow, veh/h 1667 2941 377 1667 2680 575 1654 1236 412 1641 1245 381 Grp Volume(v), veh/h 71 428 434 25 342 341 128 0 500 97 0 192 Grp Sat Flow(s),veh/h/ln 1667 1650 1668 1667 1637 1619 1654 0 1649 1641 0 1627 Q Serve(g_s), s 2.0 16.2 16.3 0.7 12.6 12.7 3.4 0.0 19.5 2.6 0.0 6.1 Cycle Q Clear(g_c), s 2.0 16.2 16.3 0.7 12.6 12.7 3.4 0.0 19.5 2.6 0.0 6.1 Prop In Lane 1.00 0.23 1.00 0.36 1.00 0.25 1.00 0.23 Lane Grp Cap(c), veh/h 271 542 549 202 504 498 521 0 580 260 0 547 V/C Ratio(X) 0.26 0.79 0.79 0.12 0.68 0.68 0.25 0.00 0.86 0.37 0.00 0.35 Avail Cap(c_a), veh/h 344 751 760 262 698 690 545 0 813 262 0 755 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 16.3 21.0 21.0 17.4 20.9 20.9 13.4 0.0 20.8 16.3 0.0 17.2 Incr Delay (d2), s/veh 0.5 3.9 3.9 0.3 1.6 1.7 0.2 0.0 6.9 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 4.6 4.6 1.2 0.0 8.1 1.0 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.8 24.9 24.9 17.6 22.5 22.6 13.6 0.0 27.7 17.1 0.0 17.6 LnGrp LOS B C C B C C B A C B A B Approach Vol, veh/h 933 708 628 289 Approach Delay, s/veh 24.3 22.4 24.9 17.5 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.5 28.3 8.0 28.2 6.0 26.8 6.9 29.3 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 4.0 31.4 6.0 32.0 6.0 29.4 4.0 34.0 Max Q Clear Time (g_c+I1), s 2.7 18.3 5.4 8.1 4.0 14.7 4.6 21.5 Green Ext Time (p_c), s 0.0 4.4 0.0 1.1 0.0 3.6 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 110 450 54 176 523 216 133 440 249 107 165 95 v/c Ratio 0.40 0.79 0.07 0.52 0.86 0.36 0.26 0.88 0.34 0.39 0.33 0.14 Control Delay 20.5 47.6 5.9 22.1 50.9 15.1 21.4 60.4 10.6 24.2 35.9 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.5 47.6 5.9 22.1 50.9 15.1 21.4 60.4 10.6 24.2 35.9 4.6 Queue Length 50th (ft) 42 298 2 70 356 51 57 309 51 46 95 0 Queue Length 95th (ft) 79 #528 26 121 #607 126 108 #565 114 89 175 32 Internal Link Dist (ft) 485 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 100 Base Capacity (vph) 535 571 1071 548 608 602 672 500 958 560 501 949 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 0.32 0.86 0.36 0.20 0.88 0.26 0.19 0.33 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 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 101 414 50 162 481 199 122 405 229 98 152 87 Future Volume (veh/h) 101 414 50 162 481 199 122 405 229 98 152 87 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 110 450 54 176 523 0 133 440 249 107 165 95 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 238 539 578 308 586 472 514 569 246 489 507 Arrive On Green 0.07 0.31 0.31 0.10 0.34 0.00 0.08 0.29 0.29 0.07 0.28 0.28 Sat Flow, veh/h 1641 1736 1483 1654 1723 1483 1667 1750 1460 1628 1736 1460 Grp Volume(v), veh/h 110 450 54 176 523 0 133 440 249 107 165 95 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 20.7 2.0 5.9 24.7 0.0 4.7 20.3 10.8 3.9 6.5 3.9 Cycle Q Clear(g_c), s 3.8 20.7 2.0 5.9 24.7 0.0 4.7 20.3 10.8 3.9 6.5 3.9 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 238 539 578 308 586 472 514 569 246 489 507 V/C Ratio(X) 0.46 0.84 0.09 0.57 0.89 0.28 0.86 0.44 0.43 0.34 0.19 Avail Cap(c_a), veh/h 742 769 775 766 763 1058 673 701 839 668 658 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 1.00 Uniform Delay (d), s/veh 21.2 27.6 16.6 19.5 26.8 0.0 19.3 28.6 19.3 21.9 24.5 19.5 Incr Delay (d2), s/veh 1.4 5.5 0.1 1.7 10.7 0.0 0.3 8.4 0.5 1.2 0.4 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 8.9 0.7 2.2 11.2 0.0 1.8 9.5 3.6 1.6 2.7 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 33.1 16.7 21.1 37.5 0.0 19.6 36.9 19.8 23.2 24.9 19.7 LnGrp LOS C C B C D B D B C C B Approach Vol, veh/h 614 699 822 367 Approach Delay, s/veh 29.7 33.4 28.9 23.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 33.6 9.8 31.1 8.7 36.2 8.7 32.2 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 7.9 22.7 6.7 8.5 5.8 26.7 5.9 22.3 Green Ext Time (p_c), s 0.5 2.6 0.4 1.3 0.3 2.5 0.3 2.9 Intersection Summary HCM 6th Ctrl Delay 29.5 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 12/08/2022 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 15 Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 178 513 58 59 263 Future Vol, veh/h 50 178 513 58 59 263 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 25 - - - - 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 54 193 558 63 64 286 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1004 590 0 0 621 0 Stage 1 590 - - - - - Stage 2 414 - - - - - 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 267 506 - - 960 - Stage 1 552 - - - - - Stage 2 665 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 246 506 - - 960 - Mov Cap-2 Maneuver 246 - - - - - Stage 1 552 - - - - - Stage 2 612 - - - - - Approach WB NB SB HCM Control Delay, s 18.1 0 1.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 246 506 960 - HCM Lane V/C Ratio - - 0.221 0.382 0.067 - HCM Control Delay (s) - - 23.7 16.5 9 0 HCM Lane LOS - - C C A A HCM 95th %tile Q(veh) - - 0.8 1.8 0.2 - HCM 6th TWSC 1: S 19th Ave & Blackwood Road 02/08/2023 AM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 0 3 12 0 48 2 483 12 46 204 5 Future Vol, veh/h 30 0 3 12 0 48 2 483 12 46 204 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 33 0 3 13 0 52 2 525 13 50 222 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 884 864 222 862 863 532 227 0 0 538 0 0 Stage 1 322 322 - 536 536 - - - - - - - Stage 2 562 542 - 326 327 - - - - - - - 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 268 294 823 277 295 551 1353 - - 1040 - - Stage 1 694 655 - 532 527 - - - - - - - Stage 2 515 523 - 691 651 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 233 279 823 265 280 551 1353 - - 1040 - - Mov Cap-2 Maneuver 233 279 - 265 280 - - - - - - - Stage 1 693 624 - 531 526 - - - - - - - Stage 2 465 522 - 655 620 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.9 13.6 0 1.6 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1353 - - 249 265 551 1040 - - HCM Lane V/C Ratio 0.002 - - 0.144 0.049 0.095 0.048 - - HCM Control Delay (s) 7.7 0 - 21.9 19.3 12.2 8.6 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0.3 0.2 - - MOVEMENT SUMMARY Site: 101 [11th & Kagy AM 2037 2-lane (Site Folder: Improvements - 2037)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 118 3.0 128 3.0 0.237 9.9 LOS A 0.8 21.7 0.65 0.65 0.65 30.6 8 T1 345 3.0 375 3.0 0.615 17.9 LOS C 4.0 102.4 0.78 0.97 1.42 29.4 18 R2 115 3.0 125 3.0 0.193 7.8 LOS A 0.7 17.4 0.61 0.61 0.61 32.6 Approach 578 3.0 628 3.0 0.615 14.3 LOS B 4.0 102.4 0.72 0.84 1.10 30.2 East: Kagy Blvd 1 L2 23 3.0 25 3.0 0.444 10.7 LOS B 2.5 63.4 0.66 0.73 0.87 32.4 6 T1 517 3.0 562 3.0 0.444 10.3 LOS B 2.5 63.4 0.65 0.72 0.86 32.5 16 R2 111 3.0 121 3.0 0.444 9.9 LOS A 2.5 63.1 0.64 0.71 0.84 31.7 Approach 651 3.0 708 3.0 0.444 10.3 LOS B 2.5 63.4 0.65 0.72 0.85 32.3 North: S 11th Ave 7 L2 89 3.0 97 3.0 0.145 7.1 LOS A 0.5 13.3 0.58 0.58 0.58 31.7 4 T1 135 3.0 147 3.0 0.260 7.9 LOS A 1.0 25.1 0.60 0.60 0.60 33.7 14 R2 41 3.0 45 3.0 0.260 7.9 LOS A 1.0 25.1 0.60 0.60 0.60 32.7 Approach 265 3.0 288 3.0 0.260 7.6 LOS A 1.0 25.1 0.59 0.59 0.59 32.9 West: Kagy Blvd 5 L2 65 3.0 71 3.0 0.443 8.5 LOS A 2.3 59.5 0.52 0.42 0.52 33.1 2 T1 703 3.0 764 3.0 0.443 8.3 LOS A 2.3 59.5 0.50 0.40 0.50 33.3 12 R2 90 3.0 98 3.0 0.443 8.1 LOS A 2.3 58.7 0.49 0.39 0.49 32.6 Approach 858 3.0 933 3.0 0.443 8.3 LOS A 2.3 59.5 0.50 0.40 0.50 33.2 All Vehicles 2352 3.0 2557 3.0 0.615 10.2 LOS B 4.0 102.4 0.61 0.62 0.76 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, December 9, 2022 9:14:58 AM Project: P:\22318_South_40_TIS_Bozeman\TRAFFIC\Capacity Calcs\South 40 roundabouts.sip9 Queues 27: S 19th Ave & W Kagy Blvd 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 134 101 42 310 122 816 43 486 264 620 646 v/c Ratio 0.49 0.57 0.11 0.73 0.34 0.56 0.14 0.48 0.30 0.77 0.37 Control Delay 35.3 63.0 0.6 42.4 42.1 13.2 15.3 35.8 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 35.3 63.0 0.6 42.4 42.1 13.2 15.3 35.8 6.7 48.4 19.4 Queue Length 50th (ft) 74 76 0 194 83 150 10 157 27 229 157 Queue Length 95th (ft) 114 129 0 261 129 164 m24 233 m77 283 228 Internal Link Dist (ft) 379 1964 1271 596 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 281 268 381 449 487 1511 314 1021 920 897 1728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.38 0.11 0.69 0.25 0.54 0.14 0.48 0.29 0.69 0.37 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 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 123 93 39 285 112 751 40 447 243 570 569 26 Future Volume (veh/h) 123 93 39 285 112 751 40 447 243 570 569 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 42 310 122 816 43 486 264 620 618 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 302 313 305 501 463 1254 346 965 670 699 1545 70 Arrive On Green 0.08 0.18 0.18 0.17 0.26 0.26 0.06 0.59 0.59 0.22 0.48 0.48 Sat Flow, veh/h 1654 1750 1448 1667 1750 2610 1667 3299 1460 3233 3239 147 Grp Volume(v), veh/h 134 101 42 310 122 816 43 486 264 620 317 329 Grp Sat Flow(s),veh/h/ln 1654 1750 1448 1667 1750 1305 1667 1650 1460 1617 1663 1724 Q Serve(g_s), s 7.8 6.0 2.8 17.5 6.6 28.4 2.1 10.4 10.8 22.3 14.8 14.8 Cycle Q Clear(g_c), s 7.8 6.0 2.8 17.5 6.6 28.4 2.1 10.4 10.8 22.3 14.8 14.8 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 302 313 305 501 463 1254 346 965 670 699 793 822 V/C Ratio(X) 0.44 0.32 0.14 0.62 0.26 0.65 0.12 0.50 0.39 0.89 0.40 0.40 Avail Cap(c_a), veh/h 319 313 305 584 487 1290 363 965 670 889 793 822 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 0.71 0.71 0.71 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 42.9 38.5 30.3 34.9 23.6 27.2 19.8 12.0 45.6 20.3 20.3 Incr Delay (d2), s/veh 1.0 0.6 0.2 1.5 0.3 1.1 0.1 1.3 1.2 9.1 1.5 1.5 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 3.3 2.7 1.0 7.1 2.8 8.6 0.8 3.3 2.8 9.6 5.9 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.8 43.5 38.7 31.9 35.2 24.7 27.3 21.1 13.2 54.7 21.8 21.8 LnGrp LOS D D D C D C C C B D C C Approach Vol, veh/h 277 1248 793 1266 Approach Delay, s/veh 39.5 27.5 18.8 37.9 Approach LOS D C B D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 29.9 40.0 24.0 26.1 7.8 62.1 13.8 36.3 Change Period (Y+Rc), s 4.0 4.9 4.0 4.6 4.0 4.9 4.0 4.6 Max Green Setting (Gmax), s 33.0 25.1 26.0 18.4 5.0 53.1 11.0 33.4 Max Q Clear Time (g_c+I1), s 24.3 12.8 19.5 8.0 4.1 16.8 9.8 30.4 Green Ext Time (p_c), s 1.6 3.2 0.5 0.4 0.0 4.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C Queues 33: S 11th Ave & W Kagy Blvd 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 98 847 75 920 203 390 234 431 v/c Ratio 0.54 0.78 0.38 0.84 0.60 0.78 0.62 0.82 Control Delay 28.6 30.3 20.6 33.1 20.8 37.0 21.1 39.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 30.3 20.6 33.1 20.8 37.0 21.1 39.5 Queue Length 50th (ft) 30 207 23 228 63 182 74 207 Queue Length 95th (ft) #71 296 51 #352 106 288 122 #328 Internal Link Dist (ft) 602 2137 2482 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 181 1265 199 1273 362 655 394 679 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 0.54 0.67 0.38 0.72 0.56 0.60 0.59 0.63 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 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 668 111 69 675 171 187 264 95 215 302 95 Future Volume (veh/h) 90 668 111 69 675 171 187 264 95 215 302 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 98 726 121 75 734 186 203 287 103 234 328 103 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 222 951 158 238 864 219 326 345 124 360 376 118 Arrive On Green 0.05 0.34 0.34 0.04 0.33 0.33 0.11 0.28 0.28 0.12 0.29 0.29 Sat Flow, veh/h 1667 2830 471 1667 2627 666 1667 1229 441 1654 1277 401 Grp Volume(v), veh/h 98 423 424 75 464 456 203 0 390 234 0 431 Grp Sat Flow(s),veh/h/ln 1667 1650 1652 1667 1663 1630 1667 0 1671 1654 0 1678 Q Serve(g_s), s 3.0 17.7 17.7 2.3 20.1 20.1 6.5 0.0 16.9 7.6 0.0 18.8 Cycle Q Clear(g_c), s 3.0 17.7 17.7 2.3 20.1 20.1 6.5 0.0 16.9 7.6 0.0 18.8 Prop In Lane 1.00 0.29 1.00 0.41 1.00 0.26 1.00 0.24 Lane Grp Cap(c), veh/h 222 555 555 238 547 536 326 0 468 360 0 494 V/C Ratio(X) 0.44 0.76 0.76 0.32 0.85 0.85 0.62 0.00 0.83 0.65 0.00 0.87 Avail Cap(c_a), veh/h 222 627 628 250 632 620 358 0 627 390 0 651 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 18.9 22.9 22.9 18.0 24.2 24.2 18.9 0.0 26.1 18.3 0.0 25.9 Incr Delay (d2), s/veh 1.4 4.9 4.9 0.8 9.5 9.7 2.9 0.0 7.1 3.4 0.0 9.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 7.1 7.1 0.9 8.7 8.6 2.7 0.0 7.4 3.1 0.0 8.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 27.8 27.8 18.8 33.7 33.9 21.8 0.0 33.2 21.7 0.0 35.8 LnGrp LOS C C C B C C C A C C A D Approach Vol, veh/h 945 995 593 665 Approach Delay, s/veh 27.0 32.6 29.3 30.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.4 31.6 11.5 27.8 7.0 31.0 12.6 26.7 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 4.0 29.4 10.0 30.0 4.0 29.4 11.0 29.0 Max Q Clear Time (g_c+I1), s 4.3 19.7 8.5 20.8 5.0 22.1 9.6 18.9 Green Ext Time (p_c), s 0.0 3.6 0.1 1.9 0.0 3.3 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 30.0 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 210 650 97 197 489 197 118 279 139 198 287 101 v/c Ratio 0.57 0.90 0.11 0.79 0.67 0.27 0.37 0.74 0.22 0.61 0.72 0.17 Control Delay 19.7 44.5 3.5 39.0 29.7 3.8 26.4 50.7 5.1 33.3 48.1 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.7 44.5 3.5 39.0 29.7 3.8 26.4 50.7 5.1 33.3 48.1 7.3 Queue Length 50th (ft) 65 380 3 60 249 0 53 176 0 94 179 6 Queue Length 95th (ft) 126 #674 28 #174 416 44 99 280 41 161 285 41 Internal Link Dist (ft) 485 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 100 Base Capacity (vph) 371 895 885 248 895 863 320 579 622 325 596 609 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 0.57 0.73 0.11 0.79 0.55 0.23 0.37 0.48 0.22 0.61 0.48 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 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 598 89 181 450 181 109 257 128 182 264 93 Future Volume (veh/h) 193 598 89 181 450 181 109 257 128 182 264 93 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 210 650 97 197 489 0 118 279 139 198 287 101 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 376 723 727 251 723 266 342 403 281 382 438 Arrive On Green 0.08 0.42 0.42 0.08 0.42 0.00 0.07 0.20 0.20 0.10 0.22 0.22 Sat Flow, veh/h 1667 1736 1483 1667 1736 1483 1667 1736 1483 1667 1736 1483 Grp Volume(v), veh/h 210 650 97 197 489 0 118 279 139 198 287 101 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 32.5 3.3 6.3 21.3 0.0 5.2 14.3 7.0 8.7 14.4 4.8 Cycle Q Clear(g_c), s 6.8 32.5 3.3 6.3 21.3 0.0 5.2 14.3 7.0 8.7 14.4 4.8 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 376 723 727 251 723 266 342 403 281 382 438 V/C Ratio(X) 0.56 0.90 0.13 0.78 0.68 0.44 0.82 0.34 0.71 0.75 0.23 Avail Cap(c_a), veh/h 376 951 922 251 951 287 616 637 281 634 653 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 1.00 Uniform Delay (d), s/veh 16.9 25.3 12.9 20.9 22.1 0.0 27.6 35.8 27.2 27.1 33.9 24.8 Incr Delay (d2), s/veh 1.9 9.3 0.1 14.8 1.2 0.0 1.2 4.8 0.5 7.8 3.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 14.3 1.1 3.3 8.4 0.0 2.1 6.5 2.5 4.0 6.3 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 34.6 13.0 35.8 23.3 0.0 28.7 40.6 27.7 34.8 36.9 25.1 LnGrp LOS B C B D C C D C C D C Approach Vol, veh/h 957 686 536 586 Approach Delay, s/veh 28.9 26.9 34.6 34.2 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 45.8 9.9 27.5 10.0 45.8 12.0 25.3 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 51.0 8.0 34.0 7.0 51.0 9.0 33.0 Max Q Clear Time (g_c+I1), s 8.3 34.5 7.2 16.4 8.8 23.3 10.7 16.3 Green Ext Time (p_c), s 0.0 4.3 0.0 2.0 0.0 3.2 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 30.6 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 12/08/2022 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved Synchro 11 Report Page 15 Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 100 296 43 73 409 Future Vol, veh/h 48 100 296 43 73 409 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 25 - - - - 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 52 109 322 47 79 445 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 949 346 0 0 369 0 Stage 1 346 - - - - - Stage 2 603 - - - - - 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 291 702 - - 1201 - Stage 1 721 - - - - - Stage 2 550 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 266 702 - - 1201 - Mov Cap-2 Maneuver 266 - - - - - Stage 1 721 - - - - - Stage 2 502 - - - - - Approach WB NB SB HCM Control Delay, s 14.6 0 1.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 266 702 1201 - HCM Lane V/C Ratio - - 0.196 0.155 0.066 - HCM Control Delay (s) - - 21.8 11.1 8.2 0 HCM Lane LOS - - C B A A HCM 95th %tile Q(veh) - - 0.7 0.5 0.2 - HCM 6th TWSC 1: S 19th Ave & Blackwood Road 02/08/2023 PM Peak South 40 10:59 am 12/08/2022 Future (2037) - improved 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 19 0 6 20 0 78 6 274 19 75 414 33 Future Vol, veh/h 19 0 6 20 0 78 6 274 19 75 414 33 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 21 0 7 22 0 85 7 298 21 82 450 36 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 979 947 450 959 973 309 486 0 0 319 0 0 Stage 1 614 614 - 323 323 - - - - - - - Stage 2 365 333 - 636 650 - - - - - - - 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 231 263 613 239 254 736 1087 - - 1252 - - Stage 1 483 486 - 693 654 - - - - - - - Stage 2 658 647 - 469 468 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 193 244 613 223 236 736 1087 - - 1252 - - Mov Cap-2 Maneuver 193 244 - 223 236 - - - - - - - Stage 1 479 454 - 687 649 - - - - - - - Stage 2 578 642 - 434 438 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 22.7 13 0.2 1.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1087 - - 231 223 736 1252 - - HCM Lane V/C Ratio 0.006 - - 0.118 0.097 0.115 0.065 - - HCM Control Delay (s) 8.3 0 - 22.7 22.9 10.5 8.1 - - HCM Lane LOS A A - C C B A - - HCM 95th %tile Q(veh) 0 - - 0.4 0.3 0.4 0.2 - - MOVEMENT SUMMARY Site: 101 [11th & Kagy PM 2037 2-lane (Site Folder: Improvements - 2037)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. 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 187 3.0 203 3.0 0.422 15.0 LOS B 1.9 48.3 0.75 0.83 1.06 28.7 8 T1 264 3.0 287 3.0 0.525 16.3 LOS C 2.7 70.4 0.76 0.90 1.24 30.0 18 R2 95 3.0 103 3.0 0.174 8.2 LOS A 0.6 15.3 0.62 0.62 0.62 32.5 Approach 546 3.0 593 3.0 0.525 14.4 LOS B 2.7 70.4 0.73 0.83 1.07 29.9 East: Kagy Blvd 1 L2 69 3.0 75 3.0 0.632 15.8 LOS C 5.4 138.9 0.77 0.98 1.37 30.0 6 T1 675 3.0 734 3.0 0.632 15.3 LOS C 5.5 142.1 0.76 0.97 1.36 30.2 16 R2 171 3.0 186 3.0 0.632 14.7 LOS B 5.5 142.1 0.75 0.96 1.35 29.7 Approach 915 3.0 995 3.0 0.632 15.2 LOS C 5.5 142.1 0.76 0.97 1.36 30.1 North: S 11th Ave 7 L2 215 3.0 234 3.0 0.465 15.6 LOS C 2.2 57.3 0.75 0.85 1.12 28.5 4 T1 302 3.0 328 3.0 0.759 27.4 LOS D 6.3 161.6 0.84 1.18 1.97 26.2 14 R2 95 3.0 103 3.0 0.759 27.4 LOS D 6.3 161.6 0.84 1.18 1.97 25.5 Approach 612 3.0 665 3.0 0.759 23.2 LOS C 6.3 161.6 0.81 1.06 1.67 26.8 West: Kagy Blvd 5 L2 90 3.0 98 3.0 0.627 16.2 LOS C 5.1 130.5 0.77 0.98 1.38 29.7 2 T1 668 3.0 726 3.0 0.627 15.6 LOS C 5.2 133.6 0.76 0.97 1.37 30.1 12 R2 111 3.0 121 3.0 0.627 15.0 LOS C 5.2 133.6 0.76 0.97 1.36 29.6 Approach 869 3.0 945 3.0 0.627 15.6 LOS C 5.2 133.6 0.76 0.97 1.37 30.0 All Vehicles 2942 3.0 3198 3.0 0.759 16.9 LOS C 6.3 161.6 0.77 0.96 1.37 29.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. 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