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014 - Appendix M - TIS
SOUTH RANGE CROSSING II DEVELOPMENT TRAFFIC IMPACT STUDY 22318 Mr. Parker Lange Providence Development PO Box 4082 Bozeman, MT 59772 March 2024 South Range Crossing II 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 .................................................................................................................................... 8 TRIP GENERATION ................................................................................................................................ 11 TRIP DISTRIBUTION ............................................................................................................................... 13 TRAFFIC ASSIGNMENT .......................................................................................................................... 13 TRAFFIC IMPACTS ................................................................................................................................. 13 Traffic Volumes................................................................................................................................ 13 Intersection Capacity ....................................................................................................................... 14 Mitigation Alternatives ..................................................................................................................... 19 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 21 Conclusions .................................................................................................................................... 21 Recommendations ........................................................................................................................... 22 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2024) APPENDIX C – CAPACITY CALCULATIONS – PHASE 1 (2026) & FUTURE (2039) 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 ................................................................................................. 12 South Range Crossing II 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 (2024) PEAK HOUR TRAFFIC VOLUMES .............................................. 7 FIGURE 5: PHASE I (2026) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 15 FIGURE 6: FUTURE (2039) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 16 FIGURE 7: PHASE 1 (2026) TRAFFIC PROJECTIONS ................................................................................ 17 FIGURE 8: FUTURE (2039) TRAFFIC PROJECTIONS ................................................................................. 18 South Range Crossing II Subdivision TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed development of South Range Crossing II Subdivision (SRX II) 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 II Subdivision development site is located on the northeast 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 south, and currently undeveloped land to the north and east. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The subdivision development plan proposes construction of approximately 270 multifamily garden-style apartments, 30 townhomes, and a 55,000-square-foot grocery store with up to ten gas pumps in the first phase, which is located on the southern half of the site and is currently scheduled to be completed in the fall of 2026. The northern half of the site is proposed to include 150 multifamily apartments and a 50,000 square-foot commercial center, which is anticipated to be completed in 2028. Access to the SRX II Subdivision is proposed via several new road segments with connections to existing and new streets. South 15th Avenue and South 17th Avenue are both anticipated to be extended north of Graf Street to Arnold Street, which will be extended west from South 11th Avenue to South 19th Avenue by another area development. Staudaher Street is proposed to be constructed with a full-movement access at South 15th Avenue and a right-in/right-out approach onto South 19th Avenue. South 17th Avenue would connect as the north leg of 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 generally has two travel lanes in each direction north of Blackwood Road with some exceptions where the street has not yet been widened. There is currently a small segment with a single southbound lane for approximately 950 feet south of Stucky Road. The segment between Blackwood Road and Graf Street has only one northbound lane, although the roadway has been widened to accommodate a second lane for approximately one quarter mile north of Blackwood Road, leaving approximately 900 feet to be widened to complete the roadway section between these two intersections. South Range Crossing II Subdivision TIS 2 Figure 1: Study Area South Range Crossing II Subdivision TIS 3 Figure 2: Site Layout South Range Crossing II Subdivision TIS 4 Figure 3: Street and Intersection Characteristics South Range Crossing II Subdivision TIS 5 Graf Street has a three-lane section with a center two-way left-turn lane (TWLTL) west of South 19th Avenue. East of South 19th Avenue, Graf Street has a three-lane equivalent width with a striped center median until Macnab Street. 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, a striped median between Arnold Street and Graf Street, and a raised median south of Graf Street. There is generally curb and gutter along all streets in the study area except for some missing sections on Kagy Boulevard west of South 11th Avenue, Graf Street between South 3rd Avenue and Wagonwheel Road, South 3rd Avenue south of Kagy Boulevard, and South 19th Avenue beginning approximately 300 feet south of Kagy Boulevard and continuing south, although there are 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. 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 left-turn lanes on all four approaches with a southbound right-turn lane. 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 is uncoordinated and 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 operates 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 southbound left-turn and right-turn lanes, 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 south of Kagy Boulevard until Blackwood Road. Blackwood Road has South Range Crossing II Subdivision TIS 6 sidewalk only along the north side west of South 19th Avenue and on both sides east of South 19th Avenue. There is generally no sidewalk along South 3rd Avenue, but there is a shared-use path along the west side south of Graf Street. 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 farther 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 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 Thursday, January 25, and Tuesday, February 6, 2024. 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 (2024) 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 (2024) were performed for the roundabouts using SIDRA, Version 9.1 and for the remaining study intersection using Synchro, Version 12, both of which are based on the Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). 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 (2024) 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 east and west legs of the South 19th Avenue/Kagy Boulevard intersection, which operate at LOS D during the AM peak hour, and the westbound approach at the Kagy Boulevard/South 11th Avenue intersection during the PM 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 (2024) 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. South Range Crossing II Subdivision TIS 7 Figure 4: Existing Conditions (2024) Peak Hour Traffic Volumes South Range Crossing II Subdivision TIS 8 Crash History Historical crash data was obtained from MDT for the 5-year period from January 1, 2018 through December 31, 2022. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 below and on page 9, respectively, illustrate 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 2024 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 0.67 crashes/MVE at the intersection of South 11th Avenue/Kagy Boulevard. 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, the stop-controlled South 3rd Avenue/Graf Street, or at South 3rd Avenue/Goldenstein Lane. 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 two (2) times higher than the predicted crash rate at the intersection of South 11th Avenue/Kagy Boulevard. The historical crash rate is approximately 1.1 times higher than the predicted crash frequency rate for the South 19th Avenue/Kagy Boulevard 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. Table 1: Crash History – Frequency and Severity Statistics PDO Injury FatalityAverage Crash Frequency (Crash/Yr)Crash Rate (Crash/MVE)SeverityIndexPredicted Average Crash Frequency (Crash/Yr)Predicted Crash Rate (Crash/MVE)S 19th Ave & Kagy Blvd23072127502.400.281.832.220.26S 11th Ave & Kagy Blvd204572517805.000.671.642.350.31S Willson Ave & Kagy Blvd1848252301.000.152.201.590.24S 19th Ave & Stucky Rd1631743100.800.131.501.390.23S 19th Ave & Graf St1344631200.600.122.331.340.27S 11th Ave & Graf St720200000.000.000.000.250.10S 3rd Ave & Graf St (rndabt)376700000.000.000.000.040.03S 3rd Ave & Graf St (stop)730300000.000.000.000.850.32Graf St & Wagonwheel Rd730200000.000.000.000.550.20S 19th Ave & Blackwood Rd734121100.400.152.000.400.15S 19th Ave & Goldenstein Ln699033000.600.241.000.810.32S 3rd Ave & Goldenstein Ln414900000.000.000.000.500.331 Daily Entering Volume (DEV) estimated from 2024 peak hour counts and 2018-2022 MDT published ADTs2 Crashes reported from January 1, 2018 to December 31, 20223 Crash rates expressed as crashes per million vehicles entering (MVE)⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodologyHSM Predictions⁴IntersectionCrash Data3Crash Type2018-2022 DEV1Reported Crashes2 South Range Crossing II Subdivision TIS 9 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 2.33 and 2.20 at the intersections of South 19th Avenue/Graf Street and Kagy Boulevard/South Willson Avenue, respectively. These rates are elevated because over half of the crashes resulted in injuries despite low crash numbers and rates. Severity rate calculation results are also summarized in Table 1 on the previous page. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis. Rear-end collisions were the most common crash type at several study intersections, with 14 of 25 crashes (56 percent) being rear end at the South 11th Avenue/Kagy Boulevard intersection, 2 of 4 crashes (50 percent) at the South 19th Avenue/Stucky Road intersection, and 1 of 3 crashes (33 percent) at South 19th Avenue/Graf Street. 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 an assumed 40-mph thru-movement operating speed, it was calculated that the minimum “design” yellow change interval for the eastbound Stucky Road approach at South 19th Avenue should be 3.9 seconds at that intersection. The most recent timing plan provided by the City of Bozeman shows a yellow clearance on Stucky Road of 3.0 seconds; to improve safety the clearance on the east and west approaches (Stucky Road) should be increased to 3.9 seconds. The yellow change intervals at the Kagy Boulevard/South 11th Avenue intersection are adequate for the posted speed limits. Nine (9) of the 14 rear end crashes (64 percent) at this intersection involved westbound vehicles and 36 percent of rear end crashes involved three or more vehicles. All but one (93 percent) rear end crash occurred on clear and dry roads. Table 2: Crash History – Collision Type Rear EndRight AngleLT, OD SS, ODHead OnFixed ObjectRoll OverBicycle PedestrianWild AnimalTotalS 19th Ave & Kagy Blvd24311112S 11th Ave & Kagy Blvd1432112225S Willson Ave & Kagy Blvd145S 19th Ave & Stucky Rd224S 19th Ave & Graf St1113S 11th Ave & Graf St0S 3rd Ave & Graf St (rndabt)0S 3rd Ave & Graf St (stop)0Graf St & Wagonwheel Rd0S 19th Ave & Blackwood Rd112S 19th Ave & Goldenstein Ln123S 3rd Ave & Goldenstein Ln0Collision Type South Range Crossing II Subdivision TIS 10 Right-angle collisions were the most common type at the Kagy Boulevard/South 19th Avenue intersection, comprising four (4) of 12 crashes (33 percent). One right-angle crash (33 percent) was also reported at the South 19th Avenue/Graf Street intersection and three (3) were reported (12 percent) at the South 11th Avenue/Kagy Boulevard intersection. Right-angle collisions typically occur at signalized intersections when there is an increased presence of red-light-running. An increase in physical presence of enforcement to target red-light-running should be considered at the signalized intersections with right-angle crashes. One (1) right-angle crash (33 percent) was also reported at the stop-controlled South 19th Avenue/Goldenstein Lane intersection. Right-angle crashes typically occur at unsignalized intersections when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers incorrectly detecting speeds of approaching vehicles, and/or high speeds on the main roadway. The crash at this intersection occurred due to a northbound vehicle making a U-turn and being struck by another northbound vehicle. Left-turn, opposite direction (LT, OD) crashes were also common in the study area, accounting for 25 percent of crashes at the South 19th Avenue/Kagy Boulevard intersection, 8 percent at the South 11th Avenue/Kagy Boulevard intersection, and 50 percent at the South 19th Avenue/Stucky Road intersection. These crashes typically occur at signalized intersections due to lack of protection for left-turning vehicles with permissive phasing, which can lead to drivers misjudging the speed or gaps of approaching vehicles. 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. All three (3) right-angle collisions involved a southbound left-turning vehicle, a movement that currently has very high volumes. All three crashes occurred during daylight with dry pavement conditions. Protected-only left turn phasing instead of protected/permissive may help prevent right-angle collisions at this intersection. One of the LT, OD crashes at the South 11th Avenue/Kagy Boulevard intersection involved an impaired driver and occurred at night. Both LT, OD crashes at the South 19th Avenue/Stucky Road intersection involved northbound left turns and occurred with dry roads during the day. Fixed object collisions were the most commonly reported crash type at the South Willson Avenue/Kagy Boulevard intersection, with four (4) of five (5) total crashes (80 percent) being fixed object collisions. Two (2) of these crashes involved impaired drivers at night and three (3) occurred with icy or snowy roadway conditions. Two (2) fixed object crashes were also reported at the South 11th Avenue/Kagy Boulevard intersection, and both involved impaired drivers traveling northbound with wet or icy roadways at dusk or dark. One (1) fixed object crash was also reported at the South 19th Avenue/Kagy Boulevard intersection, which occurred during daylight with dry roads and resulted in a suspected serious injury. Two (2) pedestrian crashes were reported at the South 11th Avenue/Kagy Boulevard intersection, both of which involved southbound left-turning vehicles citing glare as a contributing circumstance. A high volume of pedestrians cross Kagy Boulevard at this intersection, which would conflict with northbound and southbound left turns during their permissive phases. In total, 24 percent of all crashes in the study area occurred at dawn, dusk, or in the dark, 20 percent reported wet, icy, or snowy roadway conditions, 15 percent of crashes involved an impaired driver, four (4) percent were reported as hit-and-runs, and two (2) percent involved heavy vehicles. No other crash trends were noted in the study area. 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. South Range Crossing II Subdivision TIS 11 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 Attached Housing (Land Use Code 215), Multifamily Housing (Low-Rise) (LU 220), Shopping Plaza (40-150k) (LU 821), Supermarket (LU 850), and Gasoline/Service Station (LU 944) were used to estimate trip generation for the SRX II Subdivision. Table 3 on page 12 illustrates the results of the trip generation calculations for the site. The Phase 1 scenario is projected to generate 8,917 gross average weekday trips, with 382 trips (175 entering/207 exiting) generated during the AM peak hour and 786 trips (413 entering/373 exiting) generated during the PM peak hour. At full buildout, the SRX II Subdivision is projected to generate a total of 13,304 gross average weekday trips with 529 trips (243 entering/286 exiting) generated during the AM peak hour and 1,122 trips (588 entering/534 exiting) generated during the PM peak hour. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the 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 both Phase 1 and Full Buildout of this site. Pass-by trips are trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to the site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were calculated for the commercial uses in both Phase 1 and Full Buildout 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, Phase 1 of the SRX II Subdivision is projected to generate 5,874 total net new external vehicular trips on a typical weekday with 279 trips (120 entering/159 exiting) during the AM peak hour and 469 trips (251 entering/218 exiting) during the PM peak hour. Upon Full Buildout, SRX II Subdivision is projected to generate 8,542 net new external vehicular weekday trips with 391 trips (166 entering/225 exiting) during the AM peak hour and 646 trips (346 entering/300 exiting) during the PM peak hour. South Range Crossing II Subdivision TIS 12 Table 3: Trip Generation Summary IntensityUnitstotalenterexittotalenterexittotalenterexitSingle-Family Attached Housing130Dwelling Units2161081081441017107512724000853Multifamily Housing (Low-Rise)2270Dwelling Units182091091010826821388751412217195211614021Supermarket3551000 SF GFA516125812580157936449224624634716418321154193511555805753722151055451Gasoline/Service Station410Fueling Positions17208608601035251139706911655610001551096248347962313174393589174459445838217520778641337392646346342213869692117106310549953461799386587429332941279120159469251218Single-Family Attached Housing130Dwelling Units2161081081441017107492623000853Multifamily Housing (Low-Rise)2420Dwelling Units2831141614151684012821413579644340304211956233Supermarket3551000 SF GFA516125812580157936449224624634716418321157203711555805753722151045450Gasoline/Service Station410Fueling Positions172086086010352511397069117556200017611962483479623131733835General Commercial5501000 SF GFA33761688168887543326012713322910812100029101912596326273522139347461330466536651529243286112258853413866936934222061031033376169516811347559270139131854242654277391166225646346300(1)Single-Family Attached Housing - Land Use 215*Units = Dwelling UnitsAverage 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(25% entering/75% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.57(59% entering/41% exiting)(2)Multifamily Housing (Low-Rise) - Land Use 220*Units = Dwelling UnitsAverage Weekday:Average Rate = 6.74(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.40(24% entering/76% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.51(63% entering/37% exiting)(3)Supermarket - Land Use 850*Units = 1000 SF GFAAverage Weekday:Average Rate = 93.84(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 2.86(59% entering/41% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 8.95(50% entering/50% exiting)(4)Gasoline/Service Station - Land Use 944*Units = Fueling PositionsAverage Weekday:Average Rate = 172.01(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 10.28(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 13.91(50% entering/50% exiting)(5)Shopping Plaza (40-150k) - Land Use 821*Units = 1000 SF GFAAverage Weekday:Average Rate = 67.52(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 1.73(62% entering/38% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 5.19(49% entering/51% exiting)*Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021**Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017Internal Capture Trips**Internal Capture Trips**Pass-By Trips** (Avg. Rate = 60%)Independent VariablePM Peak HourAM Peak HourAverage WeekdayTotal Buildout New External TripsTotal Buildout Gross TripsLand UseInternal Capture Trips**Internal Capture Trips**Pass-By Trips** (Avg. Rate = 24%)Phase 1Total BuildoutPass-By Trips** (Avg. Rate = 40%)Internal Capture Trips**Total Buildout Pass-By TripsTotal Buildout Internal Capture TripsInternal Capture Trips**Internal Capture Trips**Internal Capture Trips**Internal Capture Trips**Pass-By Trips** (Avg. Rate = 60%)Pass-By Trips** (Avg. Rate = 24%)Phase 1 Gross TripsPhase 1 Internal Capture TripsPhase 1 Pass-By TripsPhase 1 New External Trips South Range Crossing II Subdivision TIS 13 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 (2039) scenario. Figures 5 and 6 on pages 15 and 16, respectively, present the calculated trip distribution scheme for the SRX II 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 II 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/Staudaher Street intersection would operate with right-in/right-out control on the east leg while all other site access intersections would allow full access. The results of the traffic assignment exercises for the Phase 1 (2026) and Future (2039) scenarios are also illustrated in Figures 5 and 6. TRAFFIC IMPACTS Traffic Volumes Based on information provided by the client, the first phase is expected to be completed in the fall of 2026, with the remainder of the development to be completed by 2028. For the purposes of this analysis, Phase 1 (2026) and a 15-year Future (2039) 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, University Crossing, South University District, Blackwood Groves, and SRX I developments, which are anticipated to be completed concurrently with the SRX II Subdivision. Fowler Lane is anticipated to be connected between West Garfield Street and Stucky Road in the Future (2039) 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. Arnold Street is also anticipated to be connected from South 11th Avenue west to South 19th Avenue in support of developments on adjacent properties. It is likely that this connection will shift traffic patterns in the area and may impact volumes on Graf Street, South 3rd Avenue, and Kagy Boulevard. Due to these factors, peak hour volumes were not South Range Crossing II Subdivision TIS 14 estimated for the site access intersection with Arnold Street, but daily volumes within the SRX II site and on adjacent streets were approximated and are shown on Figure 8. Operations and volumes should be assessed upon the opening of this new connection, but it is not anticipated that capacity issues would be present at the SRX II access locations. Phase 1 (2026) and Future (2039) traffic projections were 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 17 and 18 show the Phase 1 (2026) and Future (2039) peak hour traffic volume projections, respectively. Intersection Capacity Sanderson Stewart performed capacity calculations for the Phase 1 (2026) and Future (2039) 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 (2026) and Future (2039) LOS results at each intersection. Phase 1 (2026) capacity results are similar to Existing Conditions (2024). The Kagy Boulevard/South 11th Avenue intersection is projected to worsen to LOS F on the westbound approach and LOS D on the eastbound 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 and the South 19th Avenue/Stucky Road intersection is projected to worsen to LOS D on the eastbound approach during both peak hours. The results of the Future (2039) 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, E, and F 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 near the LOS C cutoff value on multiple approaches, with only the northbound approach during the AM peak hour operating at LOS E. However, projected queuing is still lengthy on most approaches. The South 19th Avenue/Stucky Road intersection is projected to worsen to LOS F on the eastbound approach during both peak hours and the South 19th Avenue/Graf Street intersections is also projected to worsen to LOS D on multiple approaches during the AM peak hour. One approach at each of the stop-controlled intersections of Wagonwheel Road/Graf Street, South 3rd Avenue/Graf Street, and Blackwood Road/South 19th Avenue is projected to operate at LOS D during the AM or PM peak hour. 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 (2026) and Future (2039) traffic scenarios are included in Appendix C. South Range Crossing II Subdivision TIS 15 Figure 5: Phase 1 (2026) Trip Distribution & Traffic Assignment Summary South Range Crossing II Subdivision TIS 16 Figure 6: Future (2039) Trip Distribution & Traffic Assignment Summary South Range Crossing II Subdivision TIS 17 Figure 7: Phase 1 (2026) Traffic Projections South Range Crossing II Subdivision TIS 18 Figure 8: Future (2039) Traffic Projections South Range Crossing II Subdivision TIS 19 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. Kagy Blvd – S. 19th to Willson MDT is planning an infrastructure improvement project on Kagy Boulevard between South 19th Avenue and South Willson Avenue, with design currently ongoing. The MDT project description lists that work will include “two travel lanes in each direction, turning lanes, a separated 10-foot-wide shared-use path on both sides of the roadway, landscaping and street lighting, roundabouts, pedestrian grade-separated and at-grade crossings, and signal modifications.” It is anticipated that a multi-lane roundabout will be installed at South 11th Avenue and signal improvements will be made at South Willson Avenue. 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 (2024), Phase 1 (2026), and Future (2039) analysis scenarios. An eastbound left-turn lane is projected to be warranted at the Goldenstein Lane/South 3rd Avenue intersection in the Future (2039) scenario. A southbound left-turn lane may also be warranted at the stop-controlled South 3rd Avenue/Graf Street intersection in the Phase 1 (2026) scenario; however, the turn warrants are primarily meant for application on higher speed highway-type facilities, so this lane may not be necessary at this intersection. Additionally, geometric and right-of-way constraints would likely prevent installation of the warranted lane. Auxiliary turn lane warrant worksheets for the Existing Conditions (2024), Phase 1 (2026), and Future (2039) 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 (2026) scenario, with the east and west legs still operating at LOS D. The Phase 1 (2026) proposed changes are the same as those anticipated to be associated with the MDT Kagy Boulevard project and were found to result in LOS D on several approaches during both peak hours in the Future (2039) scenario. It was found that additional improvements such as installing dual southbound left-turn and dual westbound right-turn lanes would be projected to improve overall capacity to LOS C at the intersection. These lanes were considered due to extremely large volumes projected to perform those movements. With this configuration the signal would require retiming to provide a protected-only phase for southbound left turns. Protected/permissive phasing for all other approaches was also evaluated due to safety concerns associated with permissive-only left turns. Removing the pedestrian phases crossing South 19th Avenue may also improve 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. The potential future connection of Kagy Boulevard west to Fowler Lane may change traffic patterns, removing the need for some of these additional improvements. Kagy Boulevard/South 11th Avenue: Minor signal timing adjustments are projected to improve Phase 1 (2026) capacity and queuing to LOS C or better on all except the southbound approach, which is projected to operate at LOS D during the PM peak hour. In the Future (2039) scenario it is anticipated that a multi-lane roundabout will be installed South Range Crossing II Subdivision TIS 20 with the MDT Kagy Boulevard project and feature two east/west lanes and a southbound right-turn slip lane. It was found that this configuration would operate at LOS F on the northbound approach during both peak hours and also on the southbound approach during the PM peak hour. Further improvements were evaluated including the addition of separate northbound and southbound left-turn lanes and a southbound right-turn slip lane and this configuration is projected to operate at LOS C or better on all except the eastbound and southbound approaches during the PM peak hour, which are projected to operate very near the LOS C/D cutoff value with minor queuing. However, future area street connections may influence traffic patterns at this intersection and result in these additional improvements not being necessary. Kagy Boulevard/South Willson Avenue: This intersection is not projected to experience capacity deficiencies until the Future (2039) scenario. It was found that the anticipated MDT Kagy Boulevard project improvements to add additional thru lanes on Kagy Boulevard paired with a new dedicated southbound right-turn lane with overlap phasing and a northbound right-turn overlap phase would improve operations to LOS C or better during both peak hours. South 19th Avenue/Stucky Road: Optimization of the signal splits is projected to improve operations to LOS C or better on all approaches at this intersection for the Phase 1 (2026) scenario. In the Future (2039), further improvements were found to be required including installation of a second southbound thru lane, which would complete a missing segment of the five-lane section on South 19th Avenue. Other changes included switching the westbound approach to include a dedicated right-turn lane and shared thru/left-turn lane, adding protected/permissive left-turn signal phasing on all approaches with left-turn lanes, and adding westbound and southbound right-turn overlap phases. These changes would require a reevaluation of the South 19th Avenue corridor signal timing plan. South 19th Avenue/Graf Street: This intersection is not projected to experience capacity deficiencies until the Future (2039) scenario. Small changes to the signal timing plan were shown to improve all approaches to LOS C or better, except the northbound approach which is projected to operate within two seconds of the LOS C cutoff value in the AM peak hour. Protected/permissive left-turn phasing on the east and west approaches should be considered at this intersection to improve safety as turning volumes increase, and a westbound right-turn lane may become necessary as the SRX II and other area developments become occupied. Any signal changes should be associated with an update to the South 19th Avenue corridor timing plan. Wagonwheel Road/Graf Street: The eastbound approach at this intersection is projected to develop lengthy queues and delay values by the Future (2039) scenario. It was found that conversion from all-way stop-control to eastbound only stop-control would provide a slight improvement to delay of approximately four (4) seconds in the AM peak hour, but the approach would remain at LOS D with a lengthy queue. A preliminary signal warrant analysis found that the peak hour warrant is likely to be met in the Future (2039) scenario and a single-lane roundabout is projected to operate at LOS A on all approaches and would provide a consistent corridor with the existing roundabouts to the west. South 3rd Avenue/Graf Street (stop-controlled): The warranted turn lane at this stop-controlled intersection was found to have a minimal impact on delay, and it is unlikely that it 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. South Range Crossing II Subdivision TIS 21 Blackwood Road/South 19th Avenue: The eastbound approach at this intersection is projected to operate at LOS D within 3.5 seconds of the LOS C cutoff value in the Future (2039) scenario. However, this intersection should continue to be monitored for capacity and safety deficiencies if Blackwood Road is extended to the west and as the Blackwood Groves development is completed to the east. The results of the improved capacity calculations for the Phase 1 (2026) Future (2039) 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 II Subdivision will generate a large volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 5,874 new external trips would be generated upon completion of Phase 1 (2026) and 8,542 new external vehicle trips would be generated upon full buildout of the site. The Existing Conditions (2024) capacity analysis showed that the east and west approaches at the South 19th Avenue/Kagy Boulevard intersection currently operate at LOS D during the AM peak hour and the westbound approach at the Kagy Boulevard/South 11th Avenue intersection operates at LOS D during the PM peak hour. All other intersections operate at LOS C or better, although there are lengthy queues on Kagy Boulevard, particularly at South 11th Avenue. A crash analysis was performed and the intersections of South 19th Avenue/Kagy Boulevard and Kagy Boulevard/South 11th Avenue were found to have more historical crashes than would be predicted. Rear end collisions were the most common crash type in the study area, particularly at the Kagy Boulevard/South 11th Avenue intersection. Right-angle collisions were the most common crash type at the South 19th Avenue/Kagy Boulevard intersection. Phase 1 (2026) capacity calculations were similar to Existing Conditions (2024) with LOS D on the east and west legs of the South 19th Avenue/Kagy Boulevard intersection during the AM peak hour and worsening operations on the east and west approaches at the Kagy Boulevard/South 11th Avenue intersection during the PM peak hour, with the westbound approach projected to operate at LOS F with severe 95th percentile queuing. The eastbound approach at the South 19th Avenue/Stucky Road intersection is also projected to worsen to LOS D during both peak hours. Projected capacity results in the Future (2039) scenario show worsening operations at intersections along Kagy Boulevard, with nearly every approach at all three intersections operating at LOS D or worse, and severe delay and queuing particularly at the South 11th Avenue intersection. The eastbound approach at the South 19th Avenue/Stucky Road intersection is projected to worsen to LOS F and multiple approaches at the South 19th Avenue/Graf Street intersection are projected to operate at LOS D. Single approaches at the stop-controlled Wagonwheel Road/Graf Street, South 3rd Avenue/Graf Street, and Blackwood Road/South 19th Avenue intersections are projected to operate at LOS D as well. 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. An eastbound left-turn lane was found to be warranted at the Goldenstein Lane/South 3rd Avenue intersection. Warrants for a southbound left-turn lane were also met at the South 3rd Avenue/Graf Street intersection, but that lane is unlikely South Range Crossing II Subdivision TIS 22 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 (2026) 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 and at the South 19th Avenue/Stucky Road intersection. However, the Future (2039) scenario will require further improvements at all three intersections along Kagy Boulevard, including the planned MDT improvements to add additional thru and turning lanes on multiple approaches and construction of a multi-lane roundabout at South 11th Avenue. Coordination offsets should be reevaluated along the full South 19th Avenue corridor as volumes increase and traffic patterns change upon completion of the anticipated Fowler Lane connection. Missing sections should also be constructed to complete South 19th Avenue with two thru lanes in each direction north of Blackwood Road. Operations at the Kagy Boulevard/South 11th Avenue intersection would remain at LOS F on some approaches with the currently anticipated MDT improvements, but may be improved to LOS D with additional turn lanes on the north and south legs. The Kagy Boulevard/South Willson Avenue intersection was improved to LOS C when adding thru lanes on Kagy Boulevard, a southbound right-turn lane, and optimizing the signal timing and phasing plan. The South 19th Avenue/Stucky Road intersection may be improved by restriping the westbound approach to provide a right-turn lane and shared thru/left-turn lane, adding a second southbound thru lane, and providing right-turn overlap phasing where possible. These recommendations should be reevaluated after the Fowler Lane connection is completed. The South 19th Avenue/Graf Street intersection was improved with small changes to the signal timing plan; however, protected/permissive left-turn phasing should be considered on the east and west legs as volumes increase, as well as a westbound right-turn lane. Separate westbound left- and right-turn lanes improved capacity to LOS C at the stop-controlled South 3rd Avenue/Graf Street intersection and a roundabout was found to improve operations to LOS A at the Wagonwheel Road/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 II 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 adjacent to the site 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. Proportional shares of impacting area developments should also be calculated for MDT or City of Bozeman facility improvements. South Range Crossing II Subdivision TIS 23 MDT Facilities • The South 19th Avenue corridor signal timing and coordination plan should be reviewed in conjunction with City of Bozeman maintained signals to ensure that the corridor is operating at maximum capacity and efficiency, particularly if/when the Fowler Lane connection is completed. • Improvements associated with the ongoing MDT Kagy Boulevard reconstruction project should be installed according to the final configurations determined through the design process. At this time, these improvements are anticipated to include an additional thru lane on Kagy Boulevard in each direction, installation of a multi-lane roundabout at the Kagy Boulevard/South 11th Avenue intersection with a southbound right-turn slip lane, and construction of a dedicated southbound right-turn lane at the Kagy Boulevard/South Willson Avenue intersection. • In addition to the planned MDT improvements, the following additional items should be considered at the South 19th Avenue/Kagy Boulevard intersection to further improve safety and capacity. Depending on the construction of future roadway connections and associated changes in traffic patterns, these improvements may or may not be necessary: 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. 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. • In the Phase 1 (2026) timeframe before the MDT Kagy Boulevard project is completed, minor signal timing improvements may be necessary to maintain operations and reduce queuing at the Kagy Boulevard/South 11th Avenue intersection. City of Bozeman Facilities • The South 19th Avenue corridor signal timing and coordination plan should be reviewed in conjunction with MDT maintained signals to ensure that the corridor is operating at maximum capacity and efficiency, particularly if/when the Fowler Lane connection is completed. South Range Crossing II Subdivision TIS 24 • South 19th Avenue should be completed to provide two thru lanes in each direction north of Blackwood Road. Currently there is a missing southbound segment for approximately 900 feet south of Stucky Road and a missing northbound segment for approximately 400 feet in either direction of Southbridge Drive. • The following improvements should be considered at the South 19th Avenue/Stucky Road intersection: o Increase yellow clearance on the eastbound and westbound approaches from 3.0 seconds to 3.9 seconds based on the 40-mph speed limit on Stucky Road. o Optimize signal timing in the Phase 1 (2026) timeframe to maintain acceptable operations. o Construct a second southbound thru lane with second receiving lane to match the segment to the south. o Restriping of the east leg to provide a westbound right-turn lane and shared thru/left-turn lane should be considered. This recommendation may need to be reevaluated upon construction of Fowler Lane. o Provide protected/permissive left-turn phasing where applicable and westbound and southbound right-turn overlap phases. • Traffic signal operations should be monitored at the South 19th Avenue/Graf Street intersection to determine if small timing changes may be needed. Implementation of protected/permissive phasing on the east and west approaches should also be considered as volumes increase, and the need for a westbound right-turn lane should also be monitored. • Operations and volumes should be monitored at the Wagonwheel Road/Graf Street intersection to determine when traffic signal warrants may become met. At such time, a roundabout should be considered for installation to allow for acceptable operations and to maintain consistency with Graf Street to the west. • 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 (2039) scenario capacity projections. Operations at this intersection should be monitored to determine if/when this improvement may become necessary. • Installation of the warranted eastbound left-turn lane at the Goldenstein Lane/South 3rd Avenue intersection should be considered based on volume projections and safety considerations. 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.03 1.03 1.03 1.03 07:45 AM 14 111 126 0 251 69 202 10 0 281 6 2 13 0 21 55 6 34 0 95 6488:00 AM 10 117 66 1 194 62 240 9 0 311 1 1 9 0 11 72 8 38 1 119 6358:15 AM 8 113 94 0 215 38 169 4 1 212 5 0 8 0 13 64 8 38 0 110 5508:30 AM 11 73 85 0 169 62 152 5 0 219 1 2 13 0 16 49 9 28 0 86 490Grand Total 43 414 371 1 829 231 763 28 1 1023 13 5 43 0 61 240 31 138 1 410 2323Medium Truck % 4.7 1.7 0.0 0.0 1.1 0.0 1.3 0.0 0.0 1.0 0.0 0.0 4.7 0.0 3.3 1.3 0.0 0.0 0.0 0.7Heavy Truck % 0.0 0.5 0.0 0.0 0.2 0.9 0.0 0.0 0.0 0.2 0.0 0.0 2.3 0.0 1.6 0.0 0.0 0.0 0.0 0.0Total Truck % 4.7 2.2 0.0 0.0 1.3 0.9 1.3 0.0 0.0 1.2 0.0 0.0 7.0 0.0 4.9 1.3 0.0 0.0 0.0 0.7Total % 1.9 17.8 16.0 0.0 35.7 9.9 32.8 1.2 0.0 44.0 0.6 0.2 1.90.0 2.6 10.3 1.3 5.9 0.0 17.6 100.0PHF 0.82 0.82 0.82 0.91 0.91 0.91 0.73 0.73 0.73 1.00 1.00 1.000.90RT TH LT U43 414 371 1240RT31TH138LT1UU0LT43TH5RT131 28 763 231U LT TH RTIn102In410Out608Total Entering2323OutSouth 19th Avenue1023InOut566South 19th Avenue829In Out1047Kagy BoulevardKagy Boulevard61Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISSouth 19th AvenueKagy BoulevardKagy BoulevardVehicle Volumes and AdjustmentsINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth 19th Avenue & Kagy BoulevardCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South 19th AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth 19th AvenueNorthboundKagy BoulevardEastboundEast/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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.03 1.03 1.03 1.03 04:30 PM 1 153 86 0 240 27 121 2 0 150 2 7 17 0 26 132 7 45 0 184 6004:45 PM 4 145 69 0 218 46 120 1 0 167 7 8 15 0 30 128 6 46 0 180 5955:00 PM 0 191 85 1 277 47 132 8 0 187 11 7 23 0 41 125 2 58 0 185 6905:15 PM 3 187 96 0 286 54 146 3 0 203 4 10 19 0 33 118 0 63 0 181 703Grand Total 8 676 336 1 1021 174 519 14 0 707 24 32 74 0 130 503 15 212 0 730 2588Medium Truck % 0.0 0.3 0.6 0.0 0.4 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.3Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.1Total Truck % 0.0 0.3 0.6 0.0 0.4 0.6 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.5 0.0 0.4Total % 0.3 26.1 13.0 0.0 39.5 6.7 20.1 0.5 0.0 27.3 0.9 1.2 2.90.0 5.0 19.4 0.6 8.2 0.0 28.2 100.0PHF 0.89 0.89 0.89 0.87 0.87 0.87 0.98 0.98 0.98 1.00 1.00 1.000.92RT TH LT U8 676 336 1503RT15TH212LT0UU0LT74TH32RT240 14 519 174U LT TH RTSouth 19th Avenue730InKagy BoulevardTotal Entering2588912 707Out InSouth 19th AvenueIn Out1021 1097Kagy BoulevardOut37Vehicle Volumes and AdjustmentsSouth 19th Avenue South 19th Avenue Kagy Boulevard Kagy BoulevardSouthbound Northbound Eastbound WestboundIn130542OutNorth/South Street: South 19th Avenue Kagy BoulevardDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South 19th Avenue & Kagy BoulevardNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 07:45 AM 3 25 15 0 43 36 56 13 0 105 9 148 33 0 190 25 89 10 0 124 4628:00 AM 4 27 14 0 45 20 69 27 0 116 12 93 14 0 119 19 95 7 0 121 4018:15 AM 8 24 19 0 51 12 44 11 0 67 10 93 12 0 115 11 74 3 0 88 3218:30 AM 6 18 22 0 46 12 38 4 0 54 5 123 11 0 139 21 72 9 0 102 341Grand Total 21 94 70 0 185 80 207 55 0 342 36 457 70 0 563 76 330 29 0435 1525Medium Truck % 0.0 4.3 1.4 0.0 2.7 0.0 1.4 3.6 0.0 1.5 0.0 0.2 0.0 0.0 0.2 0.0 0.6 0.0 0.0 0.5Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 4.3 1.4 0.0 2.7 0.0 1.4 3.6 0.0 1.5 0.0 0.4 0.0 0.0 0.4 0.0 0.6 0.0 0.0 0.5Total % 1.4 6.2 4.6 0.0 12.1 5.2 13.6 3.6 0.0 22.4 2.4 30.0 4.6 0.0 36.9 5.0 21.6 1.9 0.0 28.5 100.0PHF 1.00 1.00 1.00 0.81 0.81 0.81 0.74 0.74 0.74 0.88 0.88 0.880.82RT TH LT U21 94 70 076RT330TH29LT0UU0LT70TH457RT360 55 207 80U LT TH RTWestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South 11th AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth 11th AvenueNorthboundKagy BoulevardEastboundEast/West Street:INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth 11th Avenue & Kagy BlvdCounted By:Kagy BoulevardKagy Boulevard563Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISSouth 11th AvenueKagy BoulevardKagy BoulevardVehicle Volumes and AdjustmentsSouth 11th Avenue185In Out353South 11th Avenue342InOut159In406In435Out607Total Entering1525OutNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 04:30 PM 31 71 43 0 145 15 54 29 0 98 8 96 11 0 115 33 102 25 0 160 5184:45 PM 23 57 33 0 113 15 37 27 0 79 6 115 14 0 135 35 118 12 0 165 4925:00 PM 24 58 37 0 119 13 51 17 0 81 9 129 10 0 148 29 125 18 0 172 5205:15 PM 26 55 41 0 122 17 34 16 0 67 6 117 20 0 143 36 112 24 0 172 504Grand Total 104 241 154 0 499 60 176 89 0 325 29 457 55 0 541 133 457 79 0 669 2034Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.1Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.1Total Truck % 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 0.0 0.4 0.0 0.4 0.0 0.0 0.3Total % 5.1 11.8 7.6 0.0 24.5 2.9 8.7 4.4 0.0 16.0 1.4 22.5 2.7 0.0 26.6 6.5 22.5 3.9 0.0 32.9 100.0PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 0.98 0.98 0.980.98RT TH LT U104 241 154 0133RT457TH79LT0UU0LT55TH457RT290 89 176 60U LT TH RTAgency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South 11th Avenue & Kagy BlvdNorth/South Street: South 11th Avenue Kagy BoulevardDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Kagy BoulevardOut650Vehicle Volumes and AdjustmentsSouth 11th Avenue South 11th Avenue Kagy Boulevard Kagy BoulevardSouthbound Northbound Eastbound WestboundIn541671OutSouth 11th AvenueIn Out499 364South 11th Avenue669InKagy BoulevardTotal Entering2034349 325Out InNNNNN 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 TotalFactor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 0 1.01 1.01 1.01 1.01 07:45 AM 23 19 19 0 61 37 86 29 0 152 3 75 19 0 97 36 106 36 0 178 4888:00 AM 15 39 26 0 80 59 84 6 0 149 4 56 10 0 70 0 83 38 0 121 4208:15 AM 11 18 28 0 57 54 71 24 0 149 10 70 20 0 100 0 81 8 0 89 3958:30 AM 13 11 26 0 50 27 54 16 0 97 9 50 13 0 72 0 81 16 0 97 316Grand Total 62 87 99 0 248 177 295 75 0 547 26 251 62 0 339 36 351 980 485 1619Medium Truck % 0.0 1.1 0.0 0.0 0.4 1.7 0.7 0.0 0.0 0.9 0.0 0.4 0.0 0.0 0.3 2.8 0.6 1.0 0.0 0.8Heavy 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 0.0Total Truck % 0.0 1.1 0.0 0.0 0.4 1.7 0.7 0.0 0.0 0.9 0.0 0.4 0.0 0.0 0.3 2.8 0.6 1.0 0.0 0.8Total % 3.8 5.4 6.1 0.0 15.3 10.9 18.2 4.6 0.0 33.8 1.6 15.5 3.80.0 20.9 2.2 21.7 6.1 0.0 30.0 100.0PHF 1.00 1.00 1.00 0.90 0.90 0.90 0.88 0.88 0.88 0.68 0.68 0.680.83RT TH LT U62 87 99 036RT351TH98LT0UU0LT62TH251RT260 75 295 177U LT TH RTWestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South Willson AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth Willson AvenueNorthboundKagy BoulevardEastboundEast/West Street:INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth Willson Avenue & Kagy BlvdCounted By:Kagy BoulevardKagy Boulevard339Bozeman, MT /MDTTuesday, February 6, 2024Date Performed:Count Time Period:SRX II TISSouth Willson AvenueKagy BoulevardKagy BoulevardVehicle Volumes and AdjustmentsSouth Willson Avenue248In Out393South Willson Avenue547InOut211In488In485Out527Total Entering1619OutNNNNN 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 TotalFactor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 0 1.01 1.01 1.01 1.01 04:30 PM 24 54 34 0 112 26 42 8 0 76 17 98 32 0 147 32 70 32 0 134 4694:45 PM 16 51 38 0 105 20 37 14 0 71 19 106 25 0 150 31 65 32 0 128 4545:00 PM 16 47 44 0 107 19 42 13 0 74 14 92 40 0 146 35 56 42 0 133 4605:15 PM 25 65 41 0 131 22 45 17 0 84 15 99 31 0 145 37 62 30 0 129 489Grand Total 81 217 157 0 455 87 166 52 0 305 65 395 128 0 588 135 253 136 0 524 1872Medium Truck % 0.0 0.5 0.6 0.0 0.4 1.1 1.2 1.9 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.2Heavy 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 0.8 0.0 0.2 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 0.5 0.6 0.0 0.4 1.1 1.2 1.9 0.0 1.3 0.0 0.0 0.8 0.0 0.2 0.0 0.0 0.7 0.0 0.2Total % 4.3 11.6 8.4 0.0 24.3 4.6 8.9 2.8 0.0 16.3 3.5 21.1 6.8 0.0 31.4 7.2 13.5 7.3 0.0 28.0 100.0PHF 0.87 0.87 0.87 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.000.96RT TH LT U81 217 157 0135RT253TH136LT0UU0LT128TH395RT650 52 166 87U LT TH RTAgency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South Willson Avenue & Kagy BlvdNorth/South Street: South Willson Avenue Kagy BoulevardDate Performed: Tuesday, February 6, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Kagy BoulevardOut386Vehicle Volumes and AdjustmentsSouth Willson Avenue South Willson Avenue Kagy Boulevard Kagy BoulevardSouthbound Northbound Eastbound WestboundIn588639OutSouth Willson AvenueIn Out455 429South Willson Avenue524InKagy BoulevardTotal Entering1872418 305Out InNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 0 1.00 1.00 1.00 1.00 07:45 AM 68 64 11 0 143 3 170 36 0 209 29 15 94 0 138 9 10 0 0 19 5098:00 AM 59 79 9 0 147 1 213 33 0 247 34 10 99 0 143 6 13 1 0 20 5578:15 AM 67 84 6 0 157 1 136 31 0 168 10 12 60 0 82 6 7 0 0 13 4208:30 AM 45 61 5 0 111 0 132 12 0 144 14 7 74 0 95 7 3 1 0 11 361Grand Total 239 288 31 0 558 5 651 112 0 768 87 44 327 0 458 28 33 2 063 1847Medium Truck % 0.0 2.8 0.0 0.0 1.4 0.0 1.7 1.8 0.0 1.7 1.1 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0Heavy Truck % 0.0 0.7 0.0 0.0 0.4 0.0 0.2 0.0 0.0 0.1 2.3 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 3.5 0.0 0.0 1.8 0.0 1.8 1.8 0.0 1.8 3.4 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0Total % 12.9 15.6 1.7 0.0 30.2 0.3 35.2 6.1 0.0 41.6 4.7 2.4 17.7 0.0 24.8 1.5 1.8 0.1 0.0 3.4 100.0PHF 0.95 0.95 0.95 0.78 0.78 0.78 0.80 0.80 0.80 0.79 0.79 0.790.83RT TH LT U239 288 31 028RT33TH2LT0UU0LT327TH44RT870 112 651 5U LT TH RTWestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South 19th AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth 19th AvenueNorthboundStucky RoadEastboundEast/West Street:INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth 19th Avenue & Stucky RoadCounted By:Stucky RoadStucky Road458Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISSouth 19th AvenueStucky RoadStucky RoadVehicle Volumes and AdjustmentsSouth 19th Avenue558In Out1006South 19th Avenue768InOut377In384In63Out80Total Entering1847OutNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 0 1.00 1.00 1.00 1.00 04:30 PM 74 111 15 0 200 2 86 14 0 102 9 12 53 0 74 11 12 3 0 26 4024:45 PM 58 124 19 0 201 3 81 14 0 98 18 14 72 0 104 15 15 2 0 32 4355:00 PM 90 135 15 0 240 2 90 21 0 113 13 9 90 0 112 11 26 3 0 40 5055:15 PM 89 168 16 0 273 1 100 13 0 114 18 15 88 0 121 14 12 0 0 26 534Grand Total 311 538 65 0 914 8 357 62 0 427 58 50 303 0 411 51 65 8 0 124 1876Medium Truck % 0.6 0.0 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Heavy 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 0.3 0.0 0.2 0.0 0.0 0.0 0.0 0.0Total Truck % 0.6 0.0 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.2 0.0 0.0 0.3 0.0 0.2 0.0 0.0 0.0 0.0 0.0Total % 16.6 28.7 3.5 0.0 48.7 0.4 19.0 3.3 0.0 22.8 3.1 2.7 16.2 0.0 21.9 2.7 3.5 0.4 0.0 6.6 100.0PHF 0.84 0.84 0.84 0.93 0.93 0.93 0.85 0.85 0.85 1.00 1.00 1.000.88RT TH LT U311 538 65 051RT65TH8LT0UU0LT303TH50RT580 62 357 8U LT TH RTAgency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South 19th Avenue & Stucky RoadNorth/South Street: South 19th Avenue Stucky RoadDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Stucky RoadOut438Vehicle Volumes and AdjustmentsSouth 19th Avenue South 19th Avenue Stucky Road Stucky RoadSouthbound Northbound Eastbound WestboundIn411123OutSouth 19th AvenueIn Out914 711South 19th Avenue124InStucky RoadTotal Entering1876604 427Out InNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 07:45 AM 2 31 54 0 87 22 107 4 0 133 3 26 29 0 58 54 7 5 0 66 3448:00 AM 8 45 64 0 117 23 121 5 0 149 0 22 31 0 53 93 10 8 0 111 4308:15 AM 8 60 21 0 89 12 88 3 0 103 0 9 13 0 22 51 16 12 0 79 2938:30 AM 9 43 15 0 67 9 92 0 0 101 0 11 20 0 31 26 7 4 0 37 236Grand Total 27 179 154 0 360 66 408 12 0 486 3 68 93 0 164 224 40 29 0293 1303Medium Truck % 0.0 2.2 1.9 0.0 1.9 1.5 1.0 0.0 0.0 1.0 0.0 0.0 4.3 0.0 2.4 2.2 0.0 0.0 0.0 1.7Heavy Truck % 14.8 0.0 0.0 0.0 1.1 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Truck % 14.8 2.2 1.9 0.0 3.1 1.5 1.2 0.0 0.0 1.2 0.0 0.0 4.3 0.0 2.4 2.2 0.0 0.0 0.0 1.7Total % 2.1 13.7 11.8 0.0 27.6 5.1 31.3 0.9 0.0 37.3 0.2 5.2 7.10.0 12.6 17.2 3.1 2.2 0.0 22.5 100.0PHF 0.77 0.77 0.77 0.82 0.82 0.82 0.77 0.77 0.77 0.66 0.66 0.660.76RT TH LT U27 179 154 0224RT40TH29LT0UU0LT93TH68RT30 12 408 66U LT TH RTIn79In293Out288Total Entering1303OutSouth 19th Avenue486InOut211South 19th Avenue360In Out725Graf StreetGraf Street164Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISSouth 19th AvenueGraf StreetGraf StreetVehicle Volumes and AdjustmentsINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth 19th Avenue & Graf StreetCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South 19th AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth 19th AvenueNorthboundGraf StreetEastboundEast/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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 04:30 PM 14 65 30 0 109 2 41 3 0 46 6 10 23 0 39 33 17 9 0 59 2534:45 PM 20 81 38 0 139 6 56 0 0 62 4 12 16 0 32 18 12 11 0 41 2745:00 PM 18 91 33 0 142 6 70 2 0 78 4 7 16 0 27 25 23 18 0 66 3135:15 PM 19 108 29 0 156 7 80 2 0 89 1 10 9 0 20 24 19 7 0 50 315Grand Total 71 345 130 0 546 21 247 7 0 275 15 39 64 0 118 100 71 45 0216 1155Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 1.6 0.0 0.8 0.0 0.0 0.0 0.0 0.0Heavy 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 0.0Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 1.6 0.0 0.8 0.0 0.0 0.0 0.0 0.0Total % 6.1 29.9 11.3 0.0 47.3 1.8 21.4 0.6 0.0 23.8 1.3 3.4 5.50.0 10.2 8.7 6.1 3.9 0.0 18.7 100.0PHF 0.88 0.88 0.88 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.000.92RT TH LT U71 345 130 0100RT71TH45LT0UU0LT64TH39RT150 7 247 21U LT TH RTSouth 19th Avenue216InGraf StreetTotal Entering1155405 275Out InSouth 19th AvenueIn Out546 411Graf StreetOut149Vehicle Volumes and AdjustmentsSouth 19th Avenue South 19th Avenue Graf Street Graf StreetSouthbound Northbound Eastbound WestboundIn118190OutNorth/South Street: South 19th Avenue Graf StreetDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South 19th Avenue & Graf StreetNNNNN 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 TotalFactor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 07:45 AM 6 5 5 0 16 0 17 21 0 38 22 58 19 0 99 22 40 3 0 65 2188:00 AM 9 16 4 1 30 7 55 44 0 106 47 45 20 0 112 41 65 1 0 107 3558:15 AM 11 10 9 0 30 1 12 21 0 34 7 23 9 0 39 20 38 2 0 60 1638:30 AM 3 5 1 0 9 5 10 7 0 22 5 29 6 0 40 18 27 2 0 47 118Grand Total 29 36 19 1 85 13 94 93 0 200 81 155 54 0 290 101 170 8 0 279 854Medium Truck % 0.0 0.0 15.8 0.0 3.5 0.0 0.0 0.0 0.0 0.0 0.0 2.60.0 0.0 1.4 1.0 2.9 0.0 0.0 2.2Heavy 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 0.0Total Truck % 0.0 0.0 15.8 0.0 3.5 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 1.4 1.0 2.9 0.0 0.0 2.2Total % 3.4 4.2 2.2 0.1 10.0 1.5 11.0 10.9 0.0 23.4 9.5 18.1 6.30.0 34.0 11.8 19.9 0.9 0.0 32.7 100.0PHF 0.71 0.71 0.71 0.47 0.47 0.47 0.65 0.65 0.65 0.65 0.65 0.650.60RT TH LT U29 36 19 1101RT170TH8LT0UU0LT54TH155RT810 93 94 13U LT TH RTWestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South 11th AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth 11th AvenueNorthboundGraf StEastboundEast/West Street:INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth 11th Avenue & Graf StCounted By:Graf StGraf St290Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISSouth 11th AvenueGraf StGraf StVehicle Volumes and AdjustmentsSouth 11th Avenue85In Out250South 11th Avenue200InOut125In292In279Out187Total Entering854OutNNNNN 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 TotalFactor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 04:30 PM 14 6 13 0 33 2 7 5 0 14 13 21 5 0 39 10 40 2 0 52 1384:45 PM 15 13 13 1 42 3 9 5 0 17 9 36 9 0 54 6 19 2 0 27 1405:00 PM 21 9 11 0 41 0 2 12 0 14 12 23 4 0 39 11 28 2 0 41 1355:15 PM 11 15 11 0 37 0 5 6 0 11 8 36 5 0 49 8 32 1 0 41 138Grand Total 61 43 48 1 153 5 23 28 0 56 42 116 23 0 181 35 119 7 0 161 551Medium 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 0.0Heavy 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 0.0Total 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 0.0Total % 11.1 7.8 8.7 0.2 27.8 0.9 4.2 5.1 0.0 10.2 7.6 21.1 4.2 0.0 32.8 6.4 21.6 1.3 0.0 29.2 100.0PHF 0.91 0.91 0.91 0.82 0.82 0.82 0.84 0.84 0.84 1.00 1.00 1.000.98RT TH LT U61 43 48 135RT119TH7LT0UU0LT23TH116RT420 28 23 5U LT TH RTAgency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South 11th Avenue & Graf StNorth/South Street: South 11th Avenue Graf StDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Graf StOut208Vehicle Volumes and AdjustmentsSouth 11th Avenue South 11th Avenue Graf St Graf StSouthbound Northbound Eastbound WestboundIn181169OutSouth 11th AvenueIn Out153 82South 11th Avenue161InGraf StTotal Entering55192 56Out InNNNNN 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 TotalFactor 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.03 1.03 1.03 1.03 07:45 AM 0 30 0 35 0 65 29 30 0 0 59 0 38 37 0 75 1998:00 AM 0 36 0 37 1 74 21 75 0 2 98 0 91 88 0 179 3518:15 AM 0 23 0 21 0 44 26 21 0 0 47 0 54 24 0 78 1698:30 AM 0 5 0 28 0 33 22 6 0 0 28 0 16 28 0 44 105Grand Total 0 0 0 0 0 94 0 121 1 216 98 132 0 2 232 0 199 177 0 376 824Medium Truck % 0.0 7.4 0.0 0.8 0.0 3.7 0.0 4.5 0.0 0.0 2.6 0.0 1.0 3.4 0.0 2.1Heavy 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 0.0Total Truck % 0.0 7.4 0.0 0.8 0.0 3.7 0.0 4.5 0.0 0.0 2.6 0.0 1.0 3.4 0.0 2.1Total % 0.0 11.4 0.0 14.7 0.1 26.2 11.9 16.0 0.0 0.2 28.2 0.0 24.2 21.5 0.0 45.6 100.0PHF 1.00 1.00 1.00 0.73 0.73 0.73 0.59 0.59 0.59 0.53 0.53 0.530.59199TH177LT0UU2TH132RT981 121 94U LT RTIn322In376Out226Total Entering824OutS 3rd Ave216InOut276Graf StGraf St232Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISS 3rd AveGraf StGraf StVehicle Volumes and AdjustmentsINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationS 3rd Ave & Graf St & RoundaboutCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: S 3rd AveAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundS 3rd AveNorthboundGraf StEastboundEast/West Street:NNNNNNNNNN Intersection:Jurisdiction:Project Description:Int.Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total TotalFactor 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.03 1.03 1.03 1.03 04:30 PM 0 20 0 18 0 38 28 14 0 0 42 0 31 25 0 56 1364:45 PM 0 18 0 32 0 50 21 20 0 0 41 0 12 7 0 19 1105:00 PM 0 8 0 24 0 32 34 19 0 1 54 0 14 13 0 27 1135:15 PM 0 15 0 35 0 50 27 10 0 0 37 0 25 13 0 38 125Grand Total 0 0 0 0 0 61 0 109 0 170 110 63 0 1 174 0 82 58 0 140 484Medium 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 0.0Heavy 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 0.0Total 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 0.0Total % 0.0 12.6 0.0 22.5 0.0 35.1 22.7 13.0 0.0 0.2 36.0 0.0 16.9 12.0 0.0 28.9 100.0PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.630.9082TH58LT0UU1TH63RT1100 109 61U LT RTS 3rd Ave140InGraf StTotal Entering484168 170Out InGraf StOut192Vehicle Volumes and AdjustmentsS 3rd Ave S 3rd Ave Graf St Graf StSouthbound Northbound Eastbound WestboundIn174124OutNorth/South Street: S 3rd Ave Graf StDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira S 3rd Ave & Graf St & RoundaboutNNNNNNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 07:45 AM 0 43 3 0 46 2 94 0 0 96 0 20 0 12 0 32 1748:00 AM 0 71 6 0 77 2 115 0 0 117 0 47 0 12 0 59 2538:15 AM 0 34 16 0 50 7 81 0 0 88 0 15 0 6 0 21 1598:30 AM 0 13 9 0 22 4 52 0 0 56 0 23 0 3 0 26 104Grand Total 0 161 34 0 195 15 342 0 0 357 0 0 0 0 0 105 0 33 0 138 690Medium Truck % 0.0 2.5 0.0 0.0 2.1 0.0 0.9 0.0 0.0 0.8 0.0 0.0 0.0 3.0 0.0 0.7Heavy 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 0.0Total Truck % 0.0 2.5 0.0 0.0 2.1 0.0 0.9 0.0 0.0 0.8 0.0 0.0 0.0 3.0 0.0 0.7Total % 0.0 23.3 4.9 0.0 28.3 2.2 49.6 0.0 0.0 51.7 0.0 15.2 0.04.8 0.0 20.0 100.0PHF 0.64 0.64 0.64 0.76 0.76 0.76 1.00 1.00 1.00 0.58 0.58 0.580.68TH LT U161 34 0105RT33LT0U0 342 15U TH RTS 3rd Ave357InOut194Count Time Period:SRX II TISS 3rd AveGraf StGraf StVehicle Volumes and AdjustmentsGraf StBozeman, MT /MDTThursday, January 25, 2024In138Out49Total Entering690S 3rd AveIn Out195 447INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationS 3rd Ave & Graf StCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: S 3rd AveAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundS 3rd AveNorthboundGraf StEastboundEast/West Street:Date Performed: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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 04:30 PM 0 45 15 0 60 6 39 0 0 45 0 12 0 9 0 21 1264:45 PM 0 49 18 0 67 6 31 0 0 37 0 9 0 2 0 11 1155:00 PM 0 68 12 0 80 8 39 0 0 47 0 12 0 6 0 18 1455:15 PM 0 40 24 0 64 11 51 0 0 62 0 17 0 3 0 20 146Grand Total 0 202 69 0 271 31 160 0 0 191 0 0 0 0 0 50 0 20 0 70 532Medium 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 0.0Heavy 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 0.0Total 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 0.0Total % 0.0 38.0 13.0 0.0 50.9 5.8 30.1 0.0 0.0 35.9 0.0 9.4 0.03.8 0.0 13.2 100.0PHF 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.970.92TH LT U202 69 050RT20LT0U0 160 31U TH RTS 3rd Ave70InGraf StTotal Entering532222 191Out InSouthbound Northbound Eastbound Westbound100OutS 3rd AveIn Out271 210Vehicle Volumes and AdjustmentsS 3rd Ave S 3rd Ave Graf St Graf StNorth/South Street: S 3rd Ave Graf StDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira S 3rd Ave & Graf StNNNNNNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.00 1.00 1.00 1.00 07:45 AM 53 4 0 0 57 0 27 6 0 33 1 0 68 0 69 0 1598:00 AM 70 11 0 0 81 0 30 9 0 39 4 0 89 0 93 0 2138:15 AM 29 11 0 0 40 0 13 7 0 20 2 0 71 0 73 0 1338:30 AM 12 4 0 0 16 0 15 9 0 24 5 0 37 0 42 0 82Grand Total 164 30 0 0 194 0 85 31 0 116 12 0 265 0 277 0 0 0 0 0 587Medium Truck % 3.0 0.0 0.0 0.0 2.6 0.0 1.2 0.0 0.0 0.9 0.0 0.0 0.8 0.0 0.7 0.0Heavy 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 0.0Total Truck % 3.0 0.0 0.0 0.0 2.6 0.0 1.2 0.0 0.0 0.9 0.0 0.0 0.8 0.0 0.7 0.0Total % 27.9 5.1 0.0 0.0 33.0 0.0 14.5 5.3 0.0 19.8 2.0 0.0 45.10.0 47.2 0.0 0.0 0.0 0.0 0.0 100.0PHF 0.60 0.60 0.60 0.74 0.74 0.74 0.75 0.75 0.75 1.00 1.00 1.000.69RT TH U164 30 0U0LT265RT120 31 85U LT TH195Total Entering587OutS 3rd AveIn Out194 350Wagon Wheel Rd116InOut42Graf St277Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISS 3rd AveGraf StGraf StVehicle Volumes and AdjustmentsInINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationS 3rd Ave & Graf St & Wagon WheelCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: S 3rd AveAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundWagon Wheel RdNorthboundGraf StEastboundEast/West Street:NNNNNNNNNN Intersection:Jurisdiction:Project Description:Int.Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total TotalFactor 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.00 1.00 1.00 1.00 04:30 PM 38 15 0 0 53 0 3 3 0 6 3 0 44 0 47 0 1064:45 PM 37 14 0 0 51 0 7 3 0 10 9 0 31 0 40 0 1015:00 PM 52 22 0 0 74 0 12 3 0 15 7 0 33 0 40 0 1295:15 PM 29 14 0 0 43 0 12 5 0 17 8 0 49 0 57 0 117Grand Total 156 65 0 0 221 0 34 14 0 48 27 0 157 0 184 0 0 0 0 0 453Medium 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 0.0Heavy 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 0.0Total 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 0.0Total % 34.4 14.3 0.0 0.0 48.8 0.0 7.5 3.1 0.0 10.6 6.0 0.0 34.70.0 40.6 0.0 100.0PHF 0.76 0.76 0.76 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.000.89RT TH U156 65 0U0LT157RT270 14 34U LT THS 3rd AveIn Out221 191Wagon Wheel RdTotal Entering45392 48Out InGraf StOut170Vehicle Volumes and AdjustmentsS 3rd Ave Wagon Wheel Rd Graf St Graf StSouthbound Northbound Eastbound WestboundIn184North/South Street: S 3rd Ave Graf StDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira S 3rd Ave & Graf St & Wagon WheelNNNNNNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 07:45 AM 5 26 0 0 31 1 119 0 0 120 0 0 8 0 8 1 0 0 0 1 1608:00 AM 2 39 1 0 42 0 128 0 0 128 3 0 7 0 10 1 0 0 0 1 1818:15 AM 5 51 1 0 57 0 87 1 0 88 0 0 3 0 3 0 0 1 0 1 1498:30 AM 2 48 0 0 50 0 86 0 0 86 4 0 4 0 8 0 0 0 0 0 144Grand Total 14 164 2 0 180 1 420 1 0 422 7 0 22 0 29 2 0 1 0 3 634Medium Truck % 0.0 2.4 50.0 0.0 2.8 0.0 1.0 0.0 0.0 0.9 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 2.4 50.0 0.0 2.8 0.0 1.2 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total % 2.2 25.9 0.3 0.0 28.4 0.2 66.2 0.2 0.0 66.6 1.1 0.0 3.5 0.0 4.6 0.3 0.0 0.2 0.0 0.5 100.0PHF 1.00 1.00 1.00 0.82 0.82 0.82 0.73 0.73 0.73 0.75 0.75 0.750.87RT TH LT U14 164 2 02RT0TH1LT0UU0LT22TH0RT70 1 420 1U LT TH RTIn15In3Out3Total Entering634OutSouth 19th Avenue422InOut172South 19th Avenue180In Out444Blackwood RoadBlackwood Road29Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISSouth 19th AvenueBlackwood RoadBlackwood RoadVehicle Volumes and AdjustmentsINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationSouth 19th Avenue & Blackwood RoadCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: South 19th AvenueAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundSouth 19th AvenueNorthboundBlackwood RoadEastboundEast/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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 04:30 PM 3 69 0 0 72 0 42 2 0 44 1 0 2 0 3 0 0 0 0 0 1194:45 PM 6 68 0 0 74 1 45 0 0 46 1 0 4 0 5 1 1 0 0 2 1275:00 PM 7 85 0 0 92 0 64 1 0 65 0 0 2 0 2 3 1 0 0 4 1635:15 PM 8 98 0 0 106 0 67 0 0 67 0 0 4 0 4 3 0 0 0 3 180Grand Total 24 320 0 0 344 1 218 3 0 222 2 0 12 0 14 7 2 0 0 9 589Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.5 50.0 0.00.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0Heavy 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 0.0Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.5 50.0 0.0 0.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0Total % 4.1 54.3 0.0 0.0 58.4 0.2 37.0 0.5 0.0 37.7 0.3 0.0 2.0 0.0 2.4 1.2 0.3 0.0 0.0 1.5 100.0PHF 0.81 0.81 0.81 0.83 0.83 0.83 0.88 0.88 0.88 0.75 0.75 0.750.82RT TH LT U24 320 0 07RT2TH0LT0UU0LT12TH0RT20 3 218 1U LT TH RTSouth 19th Avenue9InBlackwood RoadTotal Entering589322 222Out InSouth 19th AvenueIn Out344 237Blackwood RoadOut29Vehicle Volumes and AdjustmentsSouth 19th Avenue South 19th Avenue Blackwood Road Blackwood RoadSouthbound Northbound Eastbound WestboundIn141OutNorth/South Street: South 19th Avenue Blackwood RoadDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira South 19th Avenue & Blackwood RoadNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 07:45 AM 0 18 4 0 22 21 106 0 0 127 0 16 0 4 0 20 1698:00 AM 0 28 19 0 47 16 91 0 0 107 0 34 0 10 0 44 1988:15 AM 0 43 8 0 51 15 63 0 0 78 0 26 0 6 0 32 1618:30 AM 0 37 16 0 53 11 68 0 0 79 0 16 0 4 0 20 152Grand Total 0 126 47 0 173 63 328 0 0 391 0 0 0 0 0 92 0 24 0 116 680Medium Truck % 0.0 1.6 2.1 0.0 1.7 0.0 0.9 0.0 0.0 0.8 0.0 1.1 0.0 0.0 0.0 0.9Heavy Truck % 0.0 0.0 2.1 0.0 0.6 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 1.6 4.3 0.0 2.3 0.0 1.2 0.0 0.0 1.0 0.0 1.1 0.0 0.0 0.0 0.9Total % 0.0 18.5 6.9 0.0 25.4 9.3 48.2 0.0 0.0 57.5 0.0 13.5 0.03.5 0.0 17.1 100.0PHF 0.93 0.93 0.93 0.91 0.91 0.91 1.00 1.00 1.00 0.66 0.66 0.660.86TH LT U126 47 092RT24LT0U0 328 63U TH RTS 19th Ave391InOut150Count Time Period:SRX II TISS 19th AveGoldenstein LnGoldenstein LnVehicle Volumes and AdjustmentsGoldenstein LnBozeman, MT /MDTThursday, January 25, 2024In116Out110Total Entering680S 19th AveIn Out173 420INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationS 19th Ave & Goldenstein LnCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: S 19th AveAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundS 19th AveNorthboundGoldenstein LnEastboundEast/West Street:Date Performed: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 TotalFactor 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 04:30 PM 0 53 13 0 66 3 36 0 0 39 0 10 0 3 0 13 1184:45 PM 0 63 16 0 79 4 38 0 0 42 0 8 0 3 0 11 1325:00 PM 0 68 19 0 87 12 46 0 0 58 0 19 0 4 0 23 1685:15 PM 0 77 22 0 99 7 51 0 0 58 0 16 0 14 0 30 187Grand Total 0 261 70 0 331 26 171 0 0 197 0 0 0 0 0 53 0 24 0 77 605Medium Truck % 0.0 0.4 0.0 0.0 0.3 3.8 0.6 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Heavy 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 0.0Total Truck % 0.0 0.4 0.0 0.0 0.3 3.8 0.6 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0Total % 0.0 43.1 11.6 0.0 54.7 4.3 28.3 0.0 0.0 32.6 0.0 8.8 0.04.0 0.0 12.7 100.0PHF 0.84 0.84 0.84 0.86 0.86 0.86 1.00 1.00 1.00 0.64 0.64 0.640.81TH LT U261 70 053RT24LT0U0 171 26U TH RTS 19th Ave77InGoldenstein LnTotal Entering605285 197Out InSouthbound Northbound Eastbound Westbound96OutS 19th AveIn Out331 224Vehicle Volumes and AdjustmentsS 19th Ave S 19th Ave Goldenstein Ln Goldenstein LnNorth/South Street: S 19th Ave Goldenstein LnDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira S 19th Ave & Goldenstein LnNNNNNNNNNN 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 TotalFactor 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.03 1.03 1.03 1.03 07:45 AM 9 0 0 0 9 0 0 10 34 0 44 8 14 0 0 22 758:00 AM 20 0 11 0 31 0 0 15 31 0 46 35 29 0 0 64 1418:15 AM 15 0 15 0 30 0 0 19 10 0 29 6 27 0 0 33 928:30 AM 7 0 6 0 13 0 0 19 11 0 30 6 18 0 0 24 67Grand Total 51 0 32 0 83 0 0 0 0 0 0 63 86 0 149 55 88 0 0 143 375Medium Truck % 2.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.7 0.0 0.0 0.0 0.0 0.0Total Truck % 2.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 1.2 0.0 0.7 0.0 0.0 0.0 0.0 0.0Total % 13.6 0.0 8.5 0.0 22.1 0.0 0.0 16.8 22.9 0.0 39.7 14.7 23.5 0.0 0.0 38.1 100.0PHF 0.68 0.68 0.68 1.00 1.00 1.00 0.81 0.81 0.81 0.56 0.56 0.560.67RT LT U51 32 055RT88TH0UU0LT86TH63S 3rd AveIn Out83 141In139In143Out95Total Entering375OutGoldenstein LnGoldenstein Ln149Bozeman, MT /MDTThursday, January 25, 2024Date Performed:Count Time Period:SRX II TISS 3rd AveGoldenstein LnGoldenstein LnVehicle Volumes and AdjustmentsINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationS 3rd Ave & Goldenstein LnCounted By:WestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: S 3rd AveAM Peak Hour (7:45 - 8:45 AM)22318Project Number:SouthboundS 3rd AveNorthboundGoldenstein LnEastboundEast/West Street:NNNNNNNNNN Intersection:Jurisdiction:Project Description:Int.Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total TotalFactor 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.03 1.03 1.03 1.03 04:30 PM 10 0 5 0 15 0 0 11 8 0 19 4 11 0 0 15 494:45 PM 10 0 4 0 14 0 0 13 10 0 23 1 6 0 0 7 445:00 PM 15 0 7 0 22 0 0 20 13 0 33 6 16 0 0 22 775:15 PM 16 0 4 0 20 0 0 17 20 0 37 6 22 0 0 28 85Grand Total 51 0 20 0 71 0 0 0 0 0 0 61 51 0 112 17 55 0 0 72 255Medium 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 0.0Heavy 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 0.0Total 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 0.0Total % 20.0 0.0 7.8 0.0 27.8 0.0 0.0 23.9 20.0 0.0 43.9 6.7 21.6 0.0 0.0 28.2 100.0PHF 0.89 0.89 0.89 1.00 1.00 1.00 0.76 0.76 0.76 0.66 0.66 0.660.76RT LT U51 20 017RT55TH0UU0LT51TH61S 3rd AveIn Out71 6872InGoldenstein LnTotal Entering255Goldenstein LnOut106Vehicle Volumes and AdjustmentsS 3rd Ave S 3rd Ave Goldenstein Ln Goldenstein LnSouthbound Northbound Eastbound WestboundIn11281OutNorth/South Street: S 3rd Ave Goldenstein LnDate Performed: Thursday, January 25, 2024 Bozeman, MT /MDTCount Time Period: PM Peak Hour (4:30 - 5:30 PM)Project Number: 22318 SRX II TISEast/West Street:Agency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira S 3rd Ave & Goldenstein LnNNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2024) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 42.7D3 29.2C4 WB 40.6D8 32.4C 13 NB 7.1A 16 7.9A9 SB 8.5A9 17.0B 10 Intersection 14.4B --19.4B -- EB 34.7C 21 25.7C 19 WB 26.5C 16 43.6D 24 NB 23.8C 10 23.2C7 SB 18.1B4 24.4C 11 Intersection 27.9C --30.9C -- EB 20.8C 11 20.5C 17 WB 23.8C 15 18.1B 10 NB 23.4C 13 23.0C7 SB 19.6B6 22.3C 12 Intersection 22.4C --20.9C -- EB 21.4C 10 21.7C 10 WB 13.5B2 13.9B2 NB 15.4B6 13.9B3 SB 20.6C7 22.0C 15 Intersection 18.4B --19.5B -- EB 25.1C5 22.1C3 WB 21.4C4 21.4C4 NB 20.8C8 9.7A3 SB 13.9B4 7.6A4 Intersection 19.6B --12.2B -- EB 6.8A3 4.1A1 WB 10.9B4 3.8A1 NB 7.8A2 3.6A1 SB 6.1A1 4.2A1 Intersection 8.3A --4.0A -- EB 8.2A3 4.0A1 WB 10.5B5 4.0A1 NB 7.1A2 4.0A1 Intersection 9.0A --4.0A -- EB 15.6C4 9.4A2 NB 10.6B1 8.2A1 SB 10.5B2 8.3A1 Intersection 12.9B --8.7A -- WB 18.2C3 10.9B1 NB 0.0A0 0.0A0 SB 1.5A1 2.0A1 Intersection 4.1A --2.4A -- EB 14.2B1 14.7B1 WB 12.4B0 10.9B1 NB 0.0A0 0.1A0 SB 0.1A0 0.0A0 Intersection 0.7A --0.6A -- WB 12.8B1 12.0B1 NB 0.0A0 0.0A0 SB 2.3A1 1.7A1 Intersection 2.8A --2.4A -- EB 4.6A1 3.4A1 WB 0.0A0 0.0A0 SB 11.8B1 9.7A1 Intersection 4.4A --4.2A -- 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 (2024) 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 Two-Way Stop-Control (EB/WB) Blackwood Road & South 19th Avenue HCM 7th TWSC1: S 19th Ave & Blackwood Rd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 0.7Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 22 0 7 1 0 2 1 420 1 2 164 14Future Vol, veh/h 22 0 7 1 0 2 1 420 1 2 164 14Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - 200 - 0Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 50 2 0Mvmt Flow 25 0 8 1 0 2 1 483 1 2 189 16Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 678 679 189 679 695 483 205 0 0 484 0 0 Stage 1 193 193 - 486 486 - - - - - - - Stage 2 485 486 - 193 209 - - - - - - -Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.6 - -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 - - 2.65 - -Pot Cap-1 Maneuver 369 376 859 368 368 587 1379 - - 870 - - Stage 1 813 745 - 567 555 - - - - - - - Stage 2 567 554 - 813 733 - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 366 375 859 364 367 587 1379 - - 870 - -Mov Cap-2 Maneuver 366 375 - 364 367 - - - - - - - Stage 1 811 743 - 566 554 - - - - - - - Stage 2 564 554 - 804 731 - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v 14.2 12.44 0.02 0.1HCM LOS B BMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 4 - - 425 487 870 - -HCM Lane V/C Ratio 0.001 - - 0.078 0.007 0.003 - -HCM Control Delay (s/veh) 7.6 0 - 14.2 12.4 9.1 - -HCM Lane LOS A A - B B A - -HCM 95th %tile Q(veh) 0 - - 0.3 0 0 - - Queues3: S 19th Ave & W Graf St02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 122 93 38 348 16 624 203 272v/c Ratio 0.74 0.19 0.11 0.59 0.02 0.53 0.41 0.16Control Delay (s/veh) 51.9 21.0 20.8 12.4 10.0 22.9 11.5 11.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 51.9 21.0 20.8 12.4 10.0 22.9 11.5 11.3Queue Length 50th (ft) 48 30 12 39 3 109 37 26Queue Length 95th (ft) 101 62 32 81 12 192 89 69Internal Link Dist (ft) 1197 2411 2605 1196Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 364 1064 745 1008 851 1964 735 1916Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.34 0.09 0.05 0.35 0.02 0.32 0.28 0.14Intersection Summary HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 93 68 3 29 40 224 12 408 66 154 179 27Future Volume (veh/h) 93 68 3 29 40 224 12 408 66 154 179 27Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1723 1750 1736 1723 1723 1723 1545Adj Flow Rate, veh/h 122 89 4 38 53 295 16 537 87 203 236 36Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76Percent Heavy Veh, % 4 0 0 0 0 2 0 1 2 2 2 15Cap, veh/h 254 579 26 510 81 449 508 959 155 418 1212 182Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.02 0.34 0.340.11 0.42 0.42Sat Flow, veh/h 1016 1662 75 1324 231 1287 1667 2844 459 16412853 429Grp Volume(v), veh/h 122 0 93 38 0 348 16 311 313 203 134 138Grp Sat Flow(s),veh/h/ln 1016 0 1737 1324 0 1518 1667 1650 1654 1641 1637 1645Q Serve(g_s), s 8.5 0.0 2.7 1.5 0.0 14.4 0.5 11.4 11.5 5.5 3.83.9Cycle Q Clear(g_c), s 22.9 0.0 2.7 4.2 0.0 14.4 0.5 11.4 11.5 5.5 3.8 3.9Prop In Lane 1.00 0.04 1.00 0.85 1.00 0.28 1.00 0.26Lane Grp Cap(c), veh/h 254 0 605 510 0 529 508 556 558 418 695699V/C Ratio(X) 0.48 0.00 0.15 0.07 0.00 0.66 0.03 0.56 0.56 0.49 0.19 0.20Avail Cap(c_a), veh/h 502 0 1028 832 0 899 1083 972 975 841 965 970HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 30.1 0.0 16.6 18.1 0.0 20.4 15.5 20.1 20.1 13.5 13.4 13.4Incr Delay (d2), s/veh 1.4 0.0 0.1 0.1 0.0 1.4 0.0 0.9 0.9 0.9 0.1 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 0.0 1.0 0.5 0.0 5.0 0.2 3.8 3.91.7 1.2 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 31.5 0.0 16.7 18.1 0.0 21.8 15.5 20.921.0 14.4 13.5 13.5LnGrp LOS C B B C B C C B B BApproach Vol, veh/h 215 386 640 475Approach Delay, s/veh 25.1 21.4 20.8 13.9Approach LOS C C C BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 10.9 31.3 31.9 4.4 37.8 31.9Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 7.5 13.5 24.9 2.5 5.9 16.4Green Ext Time (p_c), s 0.5 3.4 0.9 0.0 1.3 2.6Intersection SummaryHCM 7th Control Delay, s/veh 19.6HCM 7th LOS B HCM 7th AWSC5: Wagonwheel Rd & W Graf St02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 4IntersectionIntersection Delay, s/veh12.9Intersection LOS BMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 265 12 31 85 30 164Future Vol, veh/h 265 12 31 85 30 164Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69Heavy Vehicles, % 1 0 0 1 0 3Mvmt Flow 384 17 45 123 43 238Number of Lanes 1 0 0 1 1 1Approach EB NB SBOpposing Approach SB NBOpposing Lanes 0 2 1Conflicting Approach Left SB EBConflicting Lanes Left 2 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay, s/veh15.6 10.6 10.5HCM LOS C B BLane NBLn1EBLn1SBLn1SBLn2Vol Left, % 27% 96% 0% 0%Vol Thru, % 73% 0% 100% 0%Vol Right, % 0% 4% 0% 100%Sign Control Stop Stop Stop StopTraffic Vol by Lane 116 277 30 164LT Vol 31 265 0 0Through Vol 85 0 30 0RT Vol 0 12 0 164Lane Flow Rate 168 401 43 238Geometry Grp 4a 2 5 5Degree of Util (X) 0.262 0.589 0.071 0.345Departure Headway (Hd) 5.614 5.279 5.889 5.231Convergence, Y/N Yes Yes Yes YesCap 641 686 609 687Service Time 3.65 3.279 3.622 2.963HCM Lane V/C Ratio 0.262 0.585 0.071 0.346HCM Control Delay, s/veh 10.6 15.6 9.1 10.7HCM Lane LOS B C A BHCM 95th-tile Q 1 3.9 0.2 1.5 Queues6: S 19th Ave & Stucky Rd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 5Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 394 158 2 74 135 790 37 347 288v/c Ratio 0.87 0.25 0.00 0.12 0.34 0.54 0.16 0.46 0.35Control Delay (s/veh) 41.1 6.5 12.0 8.5 14.7 14.3 10.2 12.73.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 41.1 6.5 12.0 8.5 14.7 14.3 10.2 12.7 3.1Queue Length 50th (ft) 123 12 1 9 32 110 10 106 22Queue Length 95th (ft) #247 40 4 29 60 132 12 159 0Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 464 643 430 631 404 1502 241 775 841Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.85 0.25 0.00 0.12 0.33 0.53 0.15 0.45 0.34Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 327 44 87 2 33 28 112 651 5 31 288 239Future Volume (veh/h) 327 44 87 2 33 28 112 651 5 31 288 239Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1723 1750 1750 1695 1750Adj Flow Rate, veh/h 394 53 105 2 40 34 135 784 6 37 347 288Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83Percent Heavy Veh, % 0 0 3 0 0 0 2 2 0 0 4 0Cap, veh/h 548 183 362 464 305 259 334 1518 12 321 773 676Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.46 0.46 0.460.15 0.15 0.15Sat Flow, veh/h 1347 524 1039 1248 874 743 793 3329 25 697 1695 1483Grp Volume(v), veh/h 394 0 158 2 0 74 135 385 405 37 347 288Grp Sat Flow(s),veh/h/ln 1347 0 1563 1248 0 1616 793 1637 1718 697 1695 1483Q Serve(g_s), s 16.9 0.0 4.4 0.1 0.0 1.9 9.0 10.1 10.1 2.9 11.2 10.6Cycle Q Clear(g_c), s 18.8 0.0 4.4 4.5 0.0 1.9 20.2 10.1 10.1 13.0 11.2 10.6Prop In Lane 1.00 0.66 1.00 0.46 1.00 0.01 1.00 1.00Lane Grp Cap(c), veh/h 548 0 545 464 0 564 334 746 784 321 773676V/C Ratio(X) 0.72 0.00 0.29 0.00 0.00 0.13 0.40 0.52 0.52 0.12 0.45 0.43Avail Cap(c_a), veh/h 556 0 555 472 0 574 334 746 784 321 773 676HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95Uniform Delay (d), s/veh 19.7 0.0 14.1 15.8 0.0 13.3 19.3 11.6 11.6 24.0 18.6 18.4Incr Delay (d2), s/veh 4.4 0.0 0.3 0.0 0.0 0.1 3.6 2.5 2.4 0.7 1.8 1.9Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.1 0.0 1.4 0.0 0.0 0.6 1.7 3.2 3.30.6 4.6 3.8Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 24.2 0.0 14.4 15.8 0.0 13.4 22.9 14.214.0 24.7 20.4 20.2LnGrp LOS C B B B C B B C C CApproach Vol, veh/h 552 76 925 672Approach Delay, s/veh 21.4 13.5 15.4 20.6Approach LOS C B B CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.4 26.6 33.4 26.6Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 27.0 21.3 27.0 21.3Max Q Clear Time (g_c+I1), s 22.2 20.8 15.0 6.5Green Ext Time (p_c), s 2.2 0.1 2.5 0.3Intersection SummaryHCM 7th Control Delay, s/veh 18.4HCM 7th LOS B HCM 7th TWSC13: S 19th Ave & Goldenstein Ln02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 7IntersectionInt Delay, s/veh 2.8Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 24 92 328 63 47 126Future Vol, veh/h 24 92 328 63 47 126Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - 500 680 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 86 86 86 86 86 86Heavy Vehicles, % 0 1 1 0 4 2Mvmt Flow 28 107 381 73 55 147Major/Minor Minor1 Major1 Major2Conflicting Flow All 637 381 0 0 455 0 Stage 1 381 - - - - - Stage 2 256 - - - - -Critical Hdwy 6.4 6.21 - - 4.14 -Critical Hdwy Stg 1 5.4 - - - - -Critical Hdwy Stg 2 5.4 - - - - -Follow-up Hdwy 3.5 3.309 - - 2.236 -Pot Cap-1 Maneuver 444 668 - - 1096 - Stage 1 695 - - - - - Stage 2 792 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 422 668 - - 1096 -Mov Cap-2 Maneuver 422 - - - - - Stage 1 695 - - - - - Stage 2 752 - - - - -Approach WB NB SBHCM Control Delay, s/v12.79 0 2.3HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 596 1096 -HCM Lane V/C Ratio - - 0.226 0.05 -HCM Control Delay (s/veh) - - 12.8 8.5 -HCM Lane LOS - - B A -HCM 95th %tile Q(veh) - - 0.9 0.2 - HCM 7th TWSC15: Goldenstein Ln & S 3rd Ave02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 8IntersectionInt Delay, s/veh 4.4Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 86 63 88 55 32 51Future Vol, veh/h 86 63 88 55 32 51Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 67 67 67 67 67 67Heavy Vehicles, % 1 0 0 0 0 2Mvmt Flow 128 94 131 82 48 76Major/Minor Major1 Major2 Minor2Conflicting Flow All 213 0 - 0 523 172 Stage 1 - - - - 172 - Stage 2 - - - - 351 -Critical Hdwy 4.11 - - - 6.4 6.22Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.209 - - - 3.5 3.318Pot Cap-1 Maneuver 1363 - - - 518 871 Stage 1 - - - - 863 - Stage 2 - - - - 717 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1363 - - - 466 871Mov Cap-2 Maneuver - - - - 466 - Stage 1 - - - - 777 - Stage 2 - - - - 717 -Approach EB WB SBHCM Control Delay, s/v 4.57 0 11.8HCM LOS BMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 1039 - - - 653HCM Lane V/C Ratio 0.094 - - - 0.19HCM Control Delay (s/veh) 7.9 0 - - 11.8HCM Lane LOS A A - - BHCM 95th %tile Q(veh) 0.3 - - - 0.7 Queues27: S 19th Ave & W Kagy Blvd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 9Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 48 6 14 154 34 267 32 848 257 413 508v/c Ratio 0.24 0.02 0.04 0.72 0.12 0.41 0.06 0.52 0.29 0.68 0.22Control Delay (s/veh) 44.7 38.4 0.2 66.2 41.1 22.0 9.0 22.65.3 14.5 7.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 44.7 38.4 0.2 66.2 41.1 22.0 9.0 22.6 5.3 14.5 7.5Queue Length 50th (ft) 33 4 0 115 23 132 8 211 22 87 70Queue Length 95th (ft) 65 15 0 176 49 140 m10 393 m44 222 118Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 324 472 467 356 472 865 560 1625 857 793 2271Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.01 0.03 0.43 0.07 0.31 0.06 0.52 0.30 0.52 0.22Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 43 5 13 139 31 240 29 763 231 372 414 43Future Volume (veh/h) 43 5 13 139 31 240 29 763 231 372 414 43Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1654 1750 1750 1750 1750 1736 1750 1736 1736 1750 1723 1682Adj Flow Rate, veh/h 48 6 14 154 34 267 32 848 257 413 460 48Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 7 0 0 0 0 1 0 1 1 0 2 5Cap, veh/h 279 318 270 317 318 443 637 1936 863 589 2029 211Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.04 0.78 0.780.12 0.68 0.68Sat Flow, veh/h 1320 1750 1483 1432 1750 1471 1667 3299 14711667 2992 311Grp Volume(v), veh/h 48 6 14 154 34 267 32 848 257 413 251 257Grp Sat Flow(s),veh/h/ln 1320 1750 1483 1432 1750 1471 1667 1650 1471 1667 1637 1667Q Serve(g_s), s 3.8 0.3 0.9 11.9 1.9 18.6 0.9 10.3 6.0 11.0 7.0 7.0Cycle Q Clear(g_c), s 5.7 0.3 0.9 12.2 1.9 18.6 0.9 10.3 6.011.0 7.0 7.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19Lane Grp Cap(c), veh/h 279 318 270 317 318 443 637 1936 863 589 1110 1130V/C Ratio(X) 0.17 0.02 0.05 0.49 0.11 0.60 0.05 0.44 0.30 0.70 0.23 0.23Avail Cap(c_a), veh/h 395 473 400 443 473 572 744 1936 863 1030 1110 1130HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 1.00 1.00 1.00Uniform Delay (d), s/veh 43.3 40.3 40.5 45.3 40.9 35.8 9.06.6 6.1 7.8 7.3 7.3Incr Delay (d2), s/veh 0.3 0.0 0.1 1.2 0.1 1.3 0.0 0.5 0.6 1.5 0.5 0.5Initial 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 0.2 0.3 4.3 0.9 6.7 0.3 2.9 1.73.5 2.3 2.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 43.6 40.3 40.6 46.5 41.1 37.2 9.0 7.16.7 9.4 7.8 7.8LnGrp LOS D D D D D D A A A A A AApproach Vol, veh/h 68 455 1137 921Approach Delay, s/veh 42.7 40.6 7.1 8.5Approach LOS D D A ATimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 18.3 75.3 26.4 7.3 86.3 26.4Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4Max Q Clear Time (g_c+I1), s 13.0 12.3 7.7 2.9 9.0 20.6Green Ext Time (p_c), s 1.3 5.9 0.2 0.0 3.1 1.2Intersection SummaryHCM 7th Control Delay, s/veh 14.4HCM 7th LOS B Queues33: S 11th Ave & W Kagy Blvd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 11Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 85 601 35 495 67 350 85 141v/c Ratio 0.24 0.84 0.12 0.76 0.14 0.80 0.28 0.31Control Delay (s/veh) 14.1 38.7 13.1 35.3 15.0 40.8 16.8 23.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.1 38.7 13.1 35.3 15.0 40.8 16.8 23.8Queue Length 50th (ft) 22 307 9 234 20 161 26 52Queue Length 95th (ft) 46 #503 24 #384 41 233 49 93Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 373 713 337 651 472 593 325 603Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.23 0.84 0.10 0.76 0.14 0.59 0.26 0.23Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 70 457 36 29 330 76 55 207 80 70 94 21Future Volume (veh/h) 70 457 36 29 330 76 55 207 80 70 94 21Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.92 0.87 0.96 0.90Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1695 1736 1750 1736 1695 1750Adj Flow Rate, veh/h 85 557 44 35 402 93 67 252 98 85 115 26Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82Percent Heavy Veh, % 0 1 0 0 1 0 4 1 0 1 4 0Cap, veh/h 270 604 48 189 490 113 446 340 132 289 404 91Arrive On Green 0.05 0.38 0.38 0.03 0.36 0.36 0.04 0.30 0.300.05 0.31 0.31Sat Flow, veh/h 1667 1588 125 1667 1363 315 1615 1137 442 1654 1307 296Grp Volume(v), veh/h 85 0 601 35 0 495 67 0 350 85 0 141Grp Sat Flow(s),veh/h/ln 1667 0 1713 1667 0 1678 1615 0 15791654 0 1603Q Serve(g_s), s 2.2 0.0 23.2 0.9 0.0 18.6 2.0 0.0 13.8 2.4 0.04.6Cycle Q Clear(g_c), s 2.2 0.0 23.2 0.9 0.0 18.6 2.0 0.0 13.82.4 0.0 4.6Prop In Lane 1.00 0.07 1.00 0.19 1.00 0.28 1.00 0.18Lane Grp Cap(c), veh/h 270 0 652 189 0 604 446 0 472 289 0 496V/C Ratio(X) 0.31 0.00 0.92 0.18 0.00 0.82 0.15 0.00 0.74 0.29 0.00 0.28Avail Cap(c_a), veh/h 405 0 703 359 0 688 588 0 616 418 0 625HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 15.3 0.0 20.5 16.8 0.0 20.1 15.8 0.0 21.9 16.9 0.0 18.1Incr Delay (d2), s/veh 0.7 0.0 16.9 0.5 0.0 7.0 0.2 0.0 3.4 0.6 0.0 0.3Initial 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 11.2 0.3 0.0 7.6 0.7 0.0 5.3 0.9 0.0 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 16.0 0.0 37.4 17.3 0.0 27.1 16.0 0.0 25.3 17.4 0.0 18.4LnGrp LOS B D B C B C B BApproach Vol, veh/h 686 530 417 226Approach Delay, s/veh 34.7 26.5 23.8 18.1Approach LOS C C C BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.0 32.0 5.9 26.4 6.4 30.5 6.6 25.7Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 2.9 25.2 4.0 6.6 4.2 20.6 4.415.8Green Ext Time (p_c), s 0.0 1.2 0.0 0.7 0.1 1.9 0.1 1.7Intersection SummaryHCM 7th Control Delay, s/veh 27.9HCM 7th LOS C Queues36: W Kagy Blvd & S Willson Ave02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 13Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 75 302 31 118 423 43 90 355 213 119 180v/c Ratio 0.23 0.59 0.04 0.29 0.75 0.08 0.17 0.66 0.41 0.29 0.32Control Delay (s/veh) 18.6 38.1 2.6 19.2 42.6 3.1 16.3 39.719.2 17.5 25.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 18.6 38.1 2.6 19.2 42.6 3.1 16.3 39.7 19.2 17.5 25.7Queue Length 50th (ft) 28 172 0 45 259 0 32 208 60 43 80Queue Length 95th (ft) 54 258 8 79 367 9 59 305 120 74 133Internal Link Dist (ft) 2702 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160Base Capacity (vph) 654 560 1028 659 564 515 740 560 535 674 564Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.11 0.54 0.03 0.18 0.75 0.08 0.12 0.63 0.40 0.18 0.32Intersection Summary HCM 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 62 251 26 98 351 36 75 295 177 99 87 62Future Volume (veh/h) 62 251 26 98 351 36 75 295 177 99 87 62Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1736 1736 1709 1750 1736 1723 1750 1736 1750Adj Flow Rate, veh/h 75 302 31 118 423 0 90 355 213 119 105 75Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83Percent Heavy Veh, % 0 1 0 1 1 3 0 1 2 0 1 0Cap, veh/h 282 486 520 377 507 446 458 384 317 255 182Arrive On Green 0.07 0.28 0.28 0.08 0.29 0.00 0.07 0.26 0.260.08 0.27 0.27Sat Flow, veh/h 1667 1736 1472 1654 1736 1448 1667 1736 14541667 941 672Grp Volume(v), veh/h 75 302 31 118 423 0 90 355 213 119 0 180Grp Sat Flow(s),veh/h/ln 1667 1736 1472 1654 1736 1448 1667 1736 1454 1667 0 1612Q Serve(g_s), s 2.1 10.2 0.9 3.3 15.3 0.0 2.5 12.7 8.5 3.4 0.06.2Cycle Q Clear(g_c), s 2.1 10.2 0.9 3.3 15.3 0.0 2.5 12.7 8.53.4 0.0 6.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.42Lane Grp Cap(c), veh/h 282 486 520 377 507 446 458 384 317 0 437V/C Ratio(X) 0.27 0.62 0.06 0.31 0.83 0.20 0.78 0.56 0.38 0.00 0.41Avail Cap(c_a), veh/h 1086 851 830 1155 851 1242 851 713 1101 0 791HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 16.7 21.1 14.4 15.7 22.3 0.0 15.922.9 21.4 17.0 0.0 20.1Incr Delay (d2), s/veh 0.5 1.3 0.0 0.5 3.7 0.0 0.2 2.8 1.3 0.7 0.0 0.6Initial 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 4.0 0.3 1.2 6.2 0.0 0.9 5.3 2.91.3 0.0 2.3Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 17.2 22.4 14.4 16.2 25.9 0.0 16.1 25.8 22.6 17.7 0.0 20.8LnGrp LOS B C B B C B C C B CApproach Vol, veh/h 408 541 658 299Approach Delay, s/veh 20.8 23.8 23.4 19.6Approach LOS C C C BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 8.3 25.9 7.9 25.2 7.5 26.7 8.4 24.8Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.037.0 33.0Max Q Clear Time (g_c+I1), s 5.3 12.2 4.5 8.2 4.1 17.3 5.414.7Green Ext Time (p_c), s 0.3 1.7 0.2 1.1 0.2 2.2 0.3 2.9Intersection SummaryHCM 7th Control Delay, s/veh 22.4HCM 7th LOS CNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave02/12/2024AM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 15IntersectionInt Delay, s/veh 4.1Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 33 105 342 15 34 161Future Vol, veh/h 33 105 342 15 34 161Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 68 68 68 68 68 68Heavy Vehicles, % 3 0 1 0 0 3Mvmt Flow 49 154 503 22 50 237Major/Minor Minor1 Major1 Major2Conflicting Flow All 851 514 0 0 525 0 Stage 1 514 - - - - - Stage 2 337 - - - - -Critical Hdwy 6.43 6.2 - - 4.1 -Critical Hdwy Stg 1 5.43 - - - - -Critical Hdwy Stg 2 5.43 - - - - -Follow-up Hdwy 3.527 3.3 - - 2.2 -Pot Cap-1 Maneuver 329 564 - - 1052 - Stage 1 598 - - - - - Stage 2 721 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 311 564 - - 1052 -Mov Cap-2 Maneuver 311 - - - - - Stage 1 598 - - - - - Stage 2 682 - - - - -Approach WB NB SBHCM Control Delay, s/v18.23 0 1.5HCM LOS CMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 473 314 -HCM Lane V/C Ratio - - 0.429 0.048 -HCM Control Delay (s/veh) - - 18.2 8.6 0HCM Lane LOS - - C A AHCM 95th %tile Q(veh) - - 2.1 0.1 - HCM 7th TWSC1: S 19th Ave & Blackwood Rd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 0.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 12 0 2 0 2 7 3 218 1 0 320 24Future Vol, veh/h 12 0 2 0 2 7 3 218 1 0 320 24Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - 200 - 0Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82Heavy Vehicles, % 0 0 50 0 0 0 0 1 0 0 0 0Mvmt Flow 15 0 2 0 2 9 4 266 1 0 390 29Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 665 665 390 664 693 266 420 0 0 267 0 0 Stage 1 390 390 - 274 274 - - - - - - - Stage 2 274 274 - 390 420 - - - - - - -Critical Hdwy 7.1 6.5 6.7 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 3.75 3.5 4 3.3 2.2 - - 2.2 - -Pot Cap-1 Maneuver 376 383 565 377 369 777 1150 - - 1308 - - Stage 1 638 611 - 737 687 - - - - - - - Stage 2 736 687 - 638 593 - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 369 382 565 374 368 777 1150 - - 1308 - -Mov Cap-2 Maneuver 369 382 - 374 368 - - - - - - - Stage 1 638 611 - 734 684 - - - - - - - Stage 2 723 684 - 635 593 - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v14.71 10.88 0.11 0HCM LOS B BMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 24 - - 388 623 1308 - -HCM Lane V/C Ratio 0.003 - - 0.044 0.018 - - -HCM Control Delay (s/veh) 8.1 0 - 14.7 10.9 0 - -HCM Lane LOS A A - B B A - -HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - Queues3: S 19th Ave & W Graf St02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 70 58 49 186 8 291 141 452v/c Ratio 0.36 0.18 0.22 0.56 0.01 0.20 0.20 0.23Control Delay (s/veh) 27.0 17.6 23.2 22.4 4.4 11.6 4.8 7.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 27.0 17.6 23.2 22.4 4.4 11.6 4.8 7.1Queue Length 50th (ft) 22 13 15 40 1 31 14 30Queue Length 95th (ft) 56 40 42 96 5 64 38 84Internal Link Dist (ft) 1197 2411 2605 1196Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 826 1267 947 1216 945 2441 955 2432Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.05 0.05 0.15 0.01 0.12 0.15 0.19Intersection Summary HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 64 39 15 45 71 100 7 247 21 130 345 71Future Volume (veh/h) 64 39 15 45 71 100 7 247 21 130 345 71Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750Adj Flow Rate, veh/h 70 42 16 49 77 109 8 268 23 141 375 77Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 0 0 0 0 0 0 1 0 0 0 0Cap, veh/h 247 248 95 370 135 191 558 1362 116 689 1407 286Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.01 0.44 0.440.08 0.51 0.51Sat Flow, veh/h 1198 1207 460 1366 655 928 1667 3077 262 16672752 560Grp Volume(v), veh/h 70 0 58 49 0 186 8 143 148 141 225 227Grp Sat Flow(s),veh/h/ln 1198 0 1667 1366 0 1583 1667 1650 1689 1667 1663 1649Q Serve(g_s), s 3.2 0.0 1.6 1.7 0.0 6.0 0.1 3.0 3.0 2.3 4.3 4.4Cycle Q Clear(g_c), s 9.1 0.0 1.6 3.3 0.0 6.0 0.1 3.0 3.0 2.34.3 4.4Prop In Lane 1.00 0.28 1.00 0.59 1.00 0.16 1.00 0.34Lane Grp Cap(c), veh/h 247 0 343 370 0 326 558 730 748 689 850843V/C Ratio(X) 0.28 0.00 0.17 0.13 0.00 0.57 0.01 0.20 0.20 0.20 0.26 0.27Avail Cap(c_a), veh/h 932 0 1296 1151 0 1231 1337 1276 1307 1354 1286 1276HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.3 0.0 18.5 19.8 0.0 20.2 8.5 9.6 9.6 6.3 7.8 7.8Incr Delay (d2), s/veh 0.6 0.0 0.2 0.2 0.0 1.6 0.0 0.1 0.1 0.1 0.2 0.2Initial 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 0.6 0.5 0.0 2.2 0.0 0.8 0.80.5 1.0 1.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 24.9 0.0 18.7 20.0 0.0 21.8 8.5 9.7 9.7 6.5 8.0 8.0LnGrp LOS C B B C A A A A A AApproach Vol, veh/h 128 235 299 593Approach Delay, s/veh 22.1 21.4 9.7 7.6Approach LOS C C A ATimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.5 31.3 17.7 3.6 35.2 17.7Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 4.3 5.0 11.1 2.1 6.4 8.0Green Ext Time (p_c), s 0.3 1.4 0.5 0.0 2.4 1.3Intersection SummaryHCM 7th Control Delay, s/veh 12.2HCM 7th LOS B HCM 7th AWSC5: Wagonwheel Rd & W Graf St02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 4IntersectionIntersection Delay, s/veh 8.7Intersection LOS AMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 157 27 14 34 65 156Future Vol, veh/h 157 27 14 34 65 156Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 176 30 16 38 73 175Number of Lanes 1 0 0 1 1 1Approach EB NB SBOpposing Approach SB NBOpposing Lanes 0 2 1Conflicting Approach Left SB EBConflicting Lanes Left 2 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay, s/veh9.4 8.2 8.3HCM LOS A A ALane NBLn1EBLn1SBLn1SBLn2Vol Left, % 29% 85% 0% 0%Vol Thru, % 71% 0% 100% 0%Vol Right, % 0% 15% 0% 100%Sign Control Stop Stop Stop StopTraffic Vol by Lane 48 184 65 156LT Vol 14 157 0 0Through Vol 34 0 65 0RT Vol 0 27 0 156Lane Flow Rate 54 207 73 175Geometry Grp 4a 2 5 5Degree of Util (X) 0.072 0.267 0.103 0.212Departure Headway (Hd) 4.834 4.649 5.06 4.356Convergence, Y/N Yes Yes Yes YesCap 741 773 709 826Service Time 2.865 2.674 2.782 2.078HCM Lane V/C Ratio 0.073 0.268 0.103 0.212HCM Control Delay, s/veh 8.2 9.4 8.4 8.3HCM Lane LOS A A A AHCM 95th-tile Q 0.2 1.1 0.3 0.8 Queues6: S 19th Ave & Stucky Rd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 5Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 344 123 9 132 70 415 74 611 353v/c Ratio 0.88 0.21 0.02 0.22 0.30 0.26 0.17 0.74 0.40Control Delay (s/veh) 45.7 8.2 12.8 9.4 15.3 10.4 9.4 20.8 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 45.7 8.2 12.8 9.4 15.3 10.4 9.4 20.8 3.8Queue Length 50th (ft) 111 13 2 18 15 46 18 204 4Queue Length 95th (ft) #236 42 10 48 43 71 22 357 59Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 413 614 421 617 227 1550 419 824 881Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.83 0.20 0.02 0.21 0.31 0.27 0.18 0.74 0.40Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 303 50 58 8 65 51 62 357 8 65 538 311Future Volume (veh/h) 303 50 58 8 65 51 62 357 8 65 538 311Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736Adj Flow Rate, veh/h 344 57 66 9 74 58 70 406 9 74 611 353Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Percent Heavy Veh, % 1 0 0 0 0 0 0 1 0 0 0 1Cap, veh/h 495 261 303 506 321 252 199 1490 33 490 790 665Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.450.30 0.30 0.30Sat Flow, veh/h 1268 740 856 1288 909 713 592 3300 73 987 17501471Grp Volume(v), veh/h 344 0 123 9 0 132 70 203 212 74 611 353Grp Sat Flow(s),veh/h/ln 1268 0 1596 1288 0 1622 592 1650 1723 987 1750 1471Q Serve(g_s), s 15.7 0.0 3.2 0.3 0.0 3.4 7.0 4.6 4.6 3.5 19.1 12.0Cycle Q Clear(g_c), s 19.2 0.0 3.2 3.5 0.0 3.4 26.0 4.6 4.6 8.2 19.1 12.0Prop In Lane 1.00 0.54 1.00 0.44 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 495 0 564 506 0 573 199 745 778 490 790665V/C Ratio(X) 0.69 0.00 0.22 0.02 0.00 0.23 0.35 0.27 0.27 0.15 0.77 0.53Avail Cap(c_a), veh/h 497 0 567 508 0 576 199 745 778 490 790 665HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90Uniform Delay (d), s/veh 20.4 0.0 13.6 14.8 0.0 13.7 25.5 10.3 10.3 16.1 18.1 15.6Incr Delay (d2), s/veh 4.1 0.0 0.2 0.0 0.0 0.2 4.8 0.9 0.9 0.6 6.6 2.7Initial 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 4.5 0.0 1.0 0.1 0.0 1.2 1.1 1.4 1.50.8 8.7 4.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 24.5 0.0 13.8 14.8 0.0 13.9 30.3 11.211.2 16.7 24.7 18.4LnGrp LOS C B B B C B B B C BApproach Vol, veh/h 467 141 485 1038Approach Delay, s/veh 21.7 13.9 13.9 22.0Approach LOS C B B CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.1 26.9 33.1 26.9Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 27.0 21.3 27.0 21.3Max Q Clear Time (g_c+I1), s 28.0 21.2 21.1 5.5Green Ext Time (p_c), s 0.0 0.0 2.7 0.6Intersection SummaryHCM 7th Control Delay, s/veh 19.5HCM 7th LOS B HCM 7th TWSC13: S 19th Ave & Goldenstein Ln02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 7IntersectionInt Delay, s/veh 2.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 24 53 171 26 70 261Future Vol, veh/h 24 53 171 26 70 261Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - 500 680 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 0 0 1 4 0 1Mvmt Flow 30 65 211 32 86 322Major/Minor Minor1 Major1 Major2Conflicting Flow All 706 211 0 0 243 0 Stage 1 211 - - - - - Stage 2 495 - - - - -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 405 834 - - 1335 - Stage 1 829 - - - - - Stage 2 617 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 379 834 - - 1335 -Mov Cap-2 Maneuver 379 - - - - - Stage 1 829 - - - - - Stage 2 577 - - - - -Approach WB NB SBHCM Control Delay, s/v12.03 0 1.67HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 607 1335 -HCM Lane V/C Ratio - - 0.157 0.065 -HCM Control Delay (s/veh) - - 12 7.9 -HCM Lane LOS - - B A -HCM 95th %tile Q(veh) - - 0.6 0.2 - HCM 7th TWSC15: Goldenstein Ln & S 3rd Ave02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 8IntersectionInt Delay, s/veh 4.2Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 51 61 55 17 20 51Future Vol, veh/h 51 61 55 17 20 51Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 76 76 76 76 76 76Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 67 80 72 22 26 67Major/Minor Major1 Major2 Minor2Conflicting Flow All 95 0 - 0 298 84 Stage 1 - - - - 84 - Stage 2 - - - - 214 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1512 - - - 697 981 Stage 1 - - - - 945 - Stage 2 - - - - 826 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1512 - - - 665 981Mov Cap-2 Maneuver - - - - 665 - Stage 1 - - - - 901 - Stage 2 - - - - 826 -Approach EB WB SBHCM Control Delay, s/v 3.41 0 9.66HCM LOS AMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 820 - - - 865HCM Lane V/C Ratio 0.044 - - - 0.108HCM Control Delay (s/veh) 7.5 0 - - 9.7HCM Lane LOS A A - - AHCM 95th %tile Q(veh) 0.1 - - - 0.4 Queues27: S 19th Ave & W Kagy Blvd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 9Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 80 35 26 230 16 547 15 564 189 366 744v/c Ratio 0.27 0.08 0.06 0.80 0.04 0.77 0.03 0.36 0.24 0.57 0.34Control Delay (s/veh) 38.2 33.7 0.2 63.2 32.4 31.7 8.5 20.45.3 11.9 11.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 38.2 33.7 0.2 63.2 32.4 31.7 8.5 20.4 5.3 11.9 11.3Queue Length 50th (ft) 51 22 0 169 10 323 2 147 10 98 108Queue Length 95th (ft) 87 44 0 239 26 322 m8 m224 m22 188 227Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 440 589 560 428 589 874 457 1529 785 757 2168Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.18 0.06 0.05 0.54 0.03 0.63 0.03 0.37 0.24 0.48 0.34Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 74 32 24 212 15 503 14 519 174 337 676 8Future Volume (veh/h) 74 32 24 212 15 503 14 519 174 337 676 8Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1736 1750 1736 1750 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 80 35 26 230 16 547 15 564 189 366 735 9Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 1 0 1 0 1 1 1 1 0Cap, veh/h 339 578 490 488 578 701 386 1355 604 563 1805 22Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.03 0.82 0.820.15 0.54 0.54Sat Flow, veh/h 861 1750 1483 1352 1750 1471 1667 3299 1471 1654 3338 41Grp Volume(v), veh/h 80 35 26 230 16 547 15 564 189 366 363 381Grp Sat Flow(s),veh/h/ln 861 1750 1483 1352 1750 1471 16671650 1471 1654 1650 1729Q Serve(g_s), s 8.3 1.6 1.4 16.8 0.7 37.2 0.6 5.6 3.7 14.5 15.6 15.6Cycle Q Clear(g_c), s 9.1 1.6 1.4 18.5 0.7 37.2 0.6 5.6 3.7 14.5 15.6 15.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02Lane Grp Cap(c), veh/h 339 578 490 488 578 701 386 1355 604 563 892 935V/C Ratio(X) 0.24 0.06 0.05 0.47 0.03 0.78 0.04 0.42 0.31 0.65 0.41 0.41Avail Cap(c_a), veh/h 344 589 499 497 589 711 512 1355 604 845 892 935HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00Uniform Delay (d), s/veh 30.2 27.5 27.4 33.8 27.2 26.2 19.5 6.8 6.6 14.5 16.2 16.2Incr Delay (d2), s/veh 0.4 0.0 0.0 0.7 0.0 5.5 0.0 0.8 1.1 1.3 1.4 1.3Initial 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 0.7 0.5 5.6 0.3 13.5 0.2 1.6 1.2 5.3 5.9 6.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 30.6 27.5 27.4 34.5 27.2 31.6 19.6 7.6 7.7 15.7 17.6 17.5LnGrp LOS C C C C C C B A A B B BApproach Vol, veh/h 141 793 768 1110Approach Delay, s/veh 29.2 32.4 7.9 17.0Approach LOS C C A BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 21.6 54.2 44.2 6.0 69.8 44.2Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4Max Q Clear Time (g_c+I1), s 16.5 7.6 11.1 2.6 17.6 39.2Green Ext Time (p_c), s 1.1 4.1 0.7 0.0 4.8 0.5Intersection SummaryHCM 7th Control Delay, s/veh 19.4HCM 7th LOS B Queues33: S 11th Ave & W Kagy Blvd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 11Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 56 496 81 602 91 241 157 352v/c Ratio 0.21 0.79 0.25 0.90 0.27 0.59 0.41 0.73Control Delay (s/veh) 14.0 36.9 14.2 45.9 16.6 30.6 18.5 35.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.0 36.9 14.2 45.9 16.6 30.6 18.5 35.6Queue Length 50th (ft) 14 233 21 ~309 28 100 50 158Queue Length 95th (ft) 37 #459 50 #600 57 175 91 265Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 305 636 349 665 361 579 383 581Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.18 0.78 0.23 0.91 0.25 0.42 0.41 0.61Intersection 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 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 457 29 79 457 133 89 176 60 154 241 104Future Volume (veh/h) 55 457 29 79 457 133 89 176 60 154 241 104Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 0.94 0.85 0.93 0.86Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1750 1750 1750 1750 1750 1750Adj Flow Rate, veh/h 56 466 30 81 466 136 91 180 61 157 246 106Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0Cap, veh/h 181 599 39 280 488 143 291 321 109 396 333 143Arrive On Green 0.04 0.37 0.37 0.05 0.38 0.38 0.06 0.27 0.270.09 0.30 0.30Sat Flow, veh/h 1667 1613 104 1667 1282 374 1667 1188 403 1667 1100 474Grp Volume(v), veh/h 56 0 496 81 0 602 91 0 241 157 0 352Grp Sat Flow(s),veh/h/ln 1667 0 1717 1667 0 1656 1667 0 15911667 0 1573Q Serve(g_s), s 1.5 0.0 19.0 2.2 0.0 26.3 2.9 0.0 9.7 4.8 0.0 15.0Cycle Q Clear(g_c), s 1.5 0.0 19.0 2.2 0.0 26.3 2.9 0.0 9.7 4.8 0.0 15.0Prop In Lane 1.00 0.06 1.00 0.23 1.00 0.25 1.00 0.30Lane Grp Cap(c), veh/h 181 0 637 280 0 631 291 0 429 396 0 476V/C Ratio(X) 0.31 0.00 0.78 0.29 0.00 0.95 0.31 0.00 0.56 0.40 0.00 0.74Avail Cap(c_a), veh/h 321 0 656 404 0 632 398 0 578 449 0 571HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 18.2 0.0 20.7 15.9 0.0 22.4 19.0 0.0 23.4 16.9 0.0 23.3Incr Delay (d2), s/veh 1.0 0.0 5.8 0.6 0.0 24.9 0.6 0.0 1.2 0.6 0.0 4.1Initial 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 7.9 0.8 0.0 13.5 1.1 0.0 3.7 1.8 0.0 5.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 19.1 0.0 26.5 16.5 0.0 47.2 19.6 0.0 24.5 17.5 0.0 27.5LnGrp LOS B C B D B C B CApproach Vol, veh/h 552 683 332 509Approach Delay, s/veh 25.7 43.6 23.2 24.4Approach LOS C D C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 6.5 33.2 7.2 27.5 5.7 33.9 9.6 25.1Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 4.2 21.0 4.9 17.0 3.5 28.3 6.8 11.7Green Ext Time (p_c), s 0.1 1.8 0.1 1.7 0.0 0.0 0.1 1.3Intersection SummaryHCM 7th Control Delay, s/veh 30.9HCM 7th LOS C Queues36: W Kagy Blvd & S Willson Ave02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 13Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 133 411 68 142 264 141 54 173 91 164 310v/c Ratio 0.24 0.67 0.09 0.34 0.42 0.23 0.15 0.51 0.25 0.35 0.67Control Delay (s/veh) 14.3 35.4 5.6 15.5 28.7 5.8 18.9 40.811.1 21.0 39.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.3 35.4 5.6 15.5 28.7 5.8 18.9 40.8 11.1 21.0 39.2Queue Length 50th (ft) 40 214 2 43 123 0 20 94 4 64 165Queue Length 95th (ft) 86 #412 28 91 234 45 45 172 46 115 277Internal Link Dist (ft) 2702 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160Base Capacity (vph) 775 611 1159 728 615 596 677 605 568 682 584Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.17 0.67 0.06 0.20 0.43 0.24 0.08 0.29 0.16 0.24 0.53Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 128 395 65 136 253 135 52 166 87 157 217 81Future Volume (veh/h) 128 395 65 136 253 135 52 166 87 157 21781Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1736 1750 1750 1723 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 133 411 68 142 264 0 54 173 91 164 226 84Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 1 0 0 1 0 0 2 1 1 1 1 0Cap, veh/h 445 511 517 329 515 284 330 277 413 294 109Arrive On Green 0.09 0.29 0.29 0.09 0.29 0.00 0.06 0.19 0.190.11 0.24 0.24Sat Flow, veh/h 1654 1750 1473 1654 1750 1483 1641 1736 14561654 1204 447Grp Volume(v), veh/h 133 411 68 142 264 0 54 173 91 164 0 310Grp Sat Flow(s),veh/h/ln 1654 1750 1473 1654 1750 1483 1641 1736 1456 1654 0 1651Q Serve(g_s), s 3.4 13.7 2.0 3.7 7.9 0.0 1.6 5.7 3.4 4.6 0.0 11.0Cycle Q Clear(g_c), s 3.4 13.7 2.0 3.7 7.9 0.0 1.6 5.7 3.4 4.6 0.0 11.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27Lane Grp Cap(c), veh/h 445 511 517 329 515 284 330 277 413 0 404V/C Ratio(X) 0.30 0.80 0.13 0.43 0.51 0.19 0.52 0.33 0.40 0.00 0.77Avail Cap(c_a), veh/h 1274 916 857 1154 916 1151 909 762 1197 0 864HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 13.8 20.6 13.9 15.0 18.5 0.0 18.923.0 22.1 16.1 0.0 22.2Incr Delay (d2), s/veh 0.4 3.0 0.1 0.9 0.8 0.0 0.3 1.3 0.7 0.6 0.0 3.1Initial 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 5.4 0.6 1.3 3.0 0.0 0.6 2.3 1.21.7 0.0 4.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 14.2 23.7 14.1 15.9 19.3 0.0 19.2 24.3 22.7 16.7 0.0 25.3LnGrp LOS B C B B B B C C B CApproach Vol, veh/h 612 406 318 474Approach Delay, s/veh 20.5 18.1 23.0 22.3Approach LOS C B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 8.6 25.4 6.7 22.4 8.4 25.6 10.1 19.0Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.037.0 33.0Max Q Clear Time (g_c+I1), s 5.7 15.7 3.6 13.0 5.4 9.9 6.67.7Green Ext Time (p_c), s 0.4 2.5 0.1 1.9 0.4 1.4 0.5 1.3Intersection SummaryHCM 7th Control Delay, s/veh 20.9HCM 7th LOS CNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave02/12/2024PM Peak SRX II 3:13 pm 02/08/2024 Existing Conditions (2024) Synchro 12 ReportPage 15IntersectionInt Delay, s/veh 2.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 20 50 160 31 69 202Future Vol, veh/h 20 50 160 31 69 202Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 22 54 174 34 75 220Major/Minor Minor1 Major1 Major2Conflicting Flow All 560 191 0 0 208 0 Stage 1 191 - - - - - Stage 2 370 - - - - -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 493 856 - - 1375 - Stage 1 846 - - - - - Stage 2 703 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 462 856 - - 1375 -Mov Cap-2 Maneuver 462 - - - - - Stage 1 846 - - - - - Stage 2 660 - - - - -Approach WB NB SBHCM Control Delay, s/v10.88 0 1.98HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 688 458 -HCM Lane V/C Ratio - - 0.111 0.055 -HCM Control Delay (s/veh) - - 10.9 7.8 0HCM Lane LOS - - B A AHCM 95th %tile Q(veh) - - 0.4 0.2 - MOVEMENT SUMMARYSite: 101 [Graf St & S 3rd Ave AM Existing (Site Folder: Existing)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 3rd Ave3L2All MCs2070.82070.80.3546.8LOS A1.948.80.490.300.4930.918 R2All MCs159 7.4 159 7.4 0.354 7.5 LOS A 1.9 48.8 0.49 0.30 0.49 31.1Approach3663.73663.70.3547.1LOS A1.948.80.490.300.4931.0East: Graf St1L2All MCs3003.43003.40.58510.7LOS B4.6117.60.620.370.6429.86 T1All MCs337 1.0 337 1.0 0.585 10.4 LOS B 4.6 117.6 0.62 0.37 0.64 30.4Approach6372.16372.10.58510.5LOS B4.6117.60.620.370.6430.1West: Graf St2T1All MCs2274.52274.50.4058.4LOS A2.256.70.570.380.5732.412 R2All MCs166 0.0 166 0.0 0.405 7.9 LOS A 2.2 56.7 0.57 0.38 0.57 32.2Approach3932.63932.60.4058.2LOS A2.256.70.570.380.5732.3All Vehicles 1397 2.7 1397 2.7 0.585 9.0 LOS A 4.6 117.6 0.570.36 0.58 30.9Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Monday, February 12, 2024 1:06:28 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & S 3rd Ave PM Existing (Site Folder: Existing)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 3rd Ave3L2All MCs1210.01210.00.1474.0LOS A0.717.70.210.080.2132.218 R2All MCs68 0.0 68 0.0 0.147 4.0 LOS A 0.7 17.7 0.21 0.08 0.21 32.5Approach1890.01890.00.1474.0LOS A0.717.70.210.080.2132.3East: Graf St1L2All MCs640.0640.00.1284.0LOS A0.614.80.280.130.2832.86 T1All MCs91 0.0 91 0.0 0.128 4.0 LOS A 0.6 14.8 0.28 0.13 0.28 33.4Approach1560.01560.00.1284.0LOS A0.614.80.280.130.2833.2West: Graf St2T1All MCs710.0710.00.1504.0LOS A0.718.10.200.070.2034.612 R2All MCs122 0.0 122 0.0 0.150 4.0 LOS A 0.7 18.1 0.20 0.07 0.20 34.3Approach1930.01930.00.1504.0LOS A0.718.10.200.070.2034.4All Vehicles 538 0.0 538 0.0 0.150 4.0 LOS A 0.7 18.1 0.22 0.09 0.22 33.3Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Monday, February 12, 2024 1:06:37 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [S 11th Ave & Graf AM Existing (Site Folder: Existing)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs1550.01550.00.3617.8LOS A1.947.00.590.440.5930.98T1All MCs1570.01570.00.3617.8LOS A1.947.00.590.440.5931.518 R2All MCs22 0.0 22 0.0 0.361 7.8 LOS A 1.9 47.0 0.59 0.44 0.59 31.3Approach3330.03330.00.3617.8LOS A1.947.00.590.440.5931.2East: Graf St1L2All MCs130.0130.00.52210.6LOS B4.0102.80.690.600.9130.66T1All MCs2832.92832.90.52211.0LOS B4.0102.80.690.600.9131.216 R2All MCs168 1.0 168 1.0 0.522 10.7 LOS B 4.0 102.8 0.69 0.60 0.91 30.9Approach4652.14652.10.52210.9LOS B4.0102.80.690.600.9131.1North: S 11th Ave7L2All MCs3315.83315.80.1737.8LOS A0.718.50.540.420.5431.84T1All MCs600.0600.00.1735.7LOS A0.718.50.540.420.5432.914 R2All MCs48 0.0 48 0.0 0.173 5.7 LOS A 0.7 18.5 0.54 0.42 0.54 32.6Approach1423.71423.70.1736.1LOS A0.718.50.540.420.5432.5West: Graf St5L2All MCs900.0900.00.3986.6LOS A2.563.50.360.170.3632.02T1All MCs2582.62582.60.3986.8LOS A2.563.50.360.170.3632.612 R2All MCs135 0.0 135 0.0 0.398 6.6 LOS A 2.5 63.5 0.36 0.17 0.36 32.4Approach4831.44831.40.3986.8LOS A2.563.50.360.170.3632.5All Vehicles 1423 1.5 1423 1.5 0.522 8.3 LOS A 4.0 102.8 0.540.40 0.61 31.7Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Monday, February 12, 2024 1:16:39 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [S 11th Ave & Graf PM Existing (Site Folder: Existing)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs290.0290.00.0513.6LOS A0.25.40.330.180.3332.78T1All MCs230.0230.00.0513.6LOS A0.25.40.330.180.3333.418 R2All MCs5 0.0 5 0.0 0.051 3.6 LOS A 0.2 5.4 0.33 0.18 0.33 33.1Approach570.0570.00.0513.6LOS A0.25.40.330.180.3333.0East: Graf St1L2All MCs70.070.00.1293.8LOS A0.615.10.210.080.2133.86T1All MCs1210.01210.00.1293.8LOS A0.615.10.210.080.2134.616 R2All MCs36 0.0 36 0.0 0.129 3.8 LOS A 0.6 15.1 0.21 0.08 0.21 34.3Approach1640.01640.00.1293.8LOS A0.615.10.210.080.2134.5North: S 11th Ave7L2All MCs500.0500.00.1334.2LOS A0.615.30.320.170.3232.94T1All MCs440.0440.00.1334.2LOS A0.615.30.320.170.3233.514 R2All MCs62 0.0 62 0.0 0.133 4.2 LOS A 0.6 15.3 0.32 0.17 0.32 33.3Approach1560.01560.00.1334.2LOS A0.615.30.320.170.3233.2West: Graf St5L2All MCs230.0230.00.1484.1LOS A0.717.70.250.110.2533.52T1All MCs1180.01180.00.1484.1LOS A0.717.70.250.110.2534.212 R2All MCs43 0.0 43 0.0 0.148 4.1 LOS A 0.7 17.7 0.25 0.11 0.25 33.9Approach1850.01850.00.1484.1LOS A0.717.70.250.110.2534.0All Vehicles 562 0.0 562 0.0 0.148 4.0 LOS A 0.7 17.7 0.27 0.13 0.27 33.8Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Monday, February 12, 2024 1:17:11 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 APPENDIX C CAPACITY CALCULATIONS – PHASE 1 (2026) & FUTURE (2039) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 44.2D5 31.9C5 WB 41.5D8 33.1C 12 NB 8.5A 20 10.3B 11 SB 10.3B 12 19.9B 13 Intersection 17.7B --22.0C -- EB 30.8C 22 37.9D 22 WB 24.3C 17 82.2F 29 NB 22.0C 11 25.4C9 SB 17.2B5 31.9C 16 Intersection 25.2C --48.6D -- EB 21.2C 12 26.8C 23 WB 23.3C 16 20.6C 12 NB 22.9C 14 27.3C 10 SB 19.0B7 27.3C 15 Intersection 22.1C --25.6C -- EB 41.0D 12 38.9D 11 WB 15.5B4 16.2B4 NB 16.6B7 16.8B5 SB 21.4C4 22.3C 22 Intersection 23.7C --24.0C -- EB 25.3C5 24.3C3 WB 22.2C6 23.8C6 NB 19.8B8 13.9B4 SB 12.8B5 8.8A5 Intersection 19.0B --14.8B -- EB 5.7A2 5.1A2 WB 7.4A2 4.8A2 NB 6.0A2 4.2A1 SB 5.0A1 5.2A1 Intersection 6.3A --5.0A -- EB 6.1A2 4.6A2 WB 7.1A3 4.7A1 NB 5.5A2 4.5A1 Intersection 6.4A --4.6A -- EB 13.5B3 11.1B2 NB 9.9A1 8.8A1 SB 9.9A2 9.4A2 Intersection 11.6B --10.1B -- WB 15.1C2 12.9B1 NB 0.0A0 0.0A0 SB 1.3A1 1.7A1 Intersection 3.2A --2.4A -- EB 19.1C1 22.3C1 WB 14.4B1 14.2B1 NB 0.0A0 0.1A0 SB 1.5A1 1.2A1 Intersection 2.2A --2.7A -- WB 13.0B1 12.0B1 NB 0.0A0 0.0A0 SB 2.2A1 1.7A1 Intersection 2.9A --2.4A -- EB 4.4A1 3.2A1 WB 0.0A0 0.0A0 SB 10.8B1 9.6A1 Intersection 4.1A --4.0A -- EB 6.2A3 7.6A3 WB 6.5A3 7.8A3 NB 5.6A1 5.5A1 SB 5.3A1 6.1A2 Intersection 6.1A --7.2A -- EB 0.4A0 0.4A0 WB 0.0A0 0.0A0 SB 14.1B1 12.8B1 Intersection 0.7A --0.5A -- WB 11.9B1 10.3B1 NB 0.0A0 0.0A0 SB 0.0A0 0.0A0 Intersection 0.6A --0.6A -- Graf Street & South 17th Avenue Intersection Control Roundabout South 19th Avenue & Staudaher Street Intersection Control One-Way Stop-Control (SB) Graf Street & South 15th Avenue Intersection Control One-Way Stop-Control (WB) Intersection Control All-Way Stop-Control Wagonwheel Road & Graf Street Intersection Control One-Way Stop-Control (WB) South 3rd Avenue & Graf Street Intersection Control Intersection Control One-Way Stop-Control (SB) Goldenstein Lane & South 3rd Avenue Two-Way Stop-Control (EB/WB) Blackwood Road & South 19th Avenue Intersection Control One-Way Stop-Control (WB) South 19th Avenue & Goldenstein Lane Graf Street & South 3rd Avenue South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & Graf Street Intersection Control Roundabout South 11th Avenue & Graf Street Intersection Control Roundabout Kagy Boulevard & South 11th Avenue Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control Signalized Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized Intersection Approach Phase 1 (2026) AM Peak PM Peak HCM 7th TWSC1: S 19th Ave & Blackwood Rd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2.2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 23 0 7 13 0 50 1 478 13 48 211 15Future Vol, veh/h 23 0 7 13 0 50 1 478 13 48 211 15Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - 200 - 0Veh 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 92Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 2 2 0Mvmt Flow 25 0 8 14 0 54 1 520 14 52 229 16Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 855 870 229 863 879 527 246 0 0 534 0 0 Stage 1 334 334 - 529 529 - - - - - - - Stage 2 522 536 - 334 350 - - - - - - -Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.12 - -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 - - 2.218 - -Pot Cap-1 Maneuver 280 292 815 277 288 555 1332 - - 1034 - - Stage 1 684 647 - 537 531 - - - - - - - Stage 2 542 527 - 684 636 - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 240 277 815 261 274 555 1332 - - 1034 - -Mov Cap-2 Maneuver 240 277 - 261 274 - - - - - - - Stage 1 650 614 - 536 530 - - - - - - - Stage 2 488 526 - 644 604 - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v19.14 14.43 0.02 1.52HCM LOS C BMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 4 - - 287 450 1034 - -HCM Lane V/C Ratio 0.001 - - 0.114 0.152 0.05 - -HCM Control Delay (s/veh) 7.7 0 - 19.1 14.4 8.7 - -HCM Lane LOS A A - C B A - -HCM 95th %tile Q(veh) 0 - - 0.4 0.5 0.2 - - Queues3: S 19th Ave & W Graf St02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 108 88 64 333 14 563 237 229v/c Ratio 0.73 0.20 0.21 0.62 0.02 0.47 0.43 0.13Control Delay (s/veh) 54.6 22.0 22.9 14.1 8.4 20.2 10.0 9.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 54.6 22.0 22.9 14.1 8.4 20.2 10.0 9.6Queue Length 50th (ft) 42 29 21 40 2 87 38 19Queue Length 95th (ft) 110 70 57 128 12 194 109 64Internal Link Dist (ft) 1197 513 2605 785Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 376 1107 779 1035 895 2028 781 2003Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.29 0.08 0.08 0.32 0.02 0.28 0.30 0.11Intersection Summary HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 99 78 3 59 50 257 13 417 101 218 181 29Future Volume (veh/h) 99 78 3 59 50 257 13 417 101 218 181 29Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1723 1750 1736 1723 1723 1723 1614Adj Flow Rate, veh/h 108 85 3 64 54 279 14 453 110 237 197 32Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 2 0 1 2 2 2 10Cap, veh/h 242 551 19 487 81 418 526 900 217 468 1257 201Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.02 0.34 0.340.12 0.44 0.44Sat Flow, veh/h 1031 1680 59 1330 247 1274 1667 2636 635 16412826 452Grp Volume(v), veh/h 108 0 88 64 0 333 14 282 281 237 113 116Grp Sat Flow(s),veh/h/ln 1031 0 1739 1330 0 1521 1667 1650 1622 1641 1637 1641Q Serve(g_s), s 7.4 0.0 2.6 2.6 0.0 13.8 0.4 10.0 10.1 6.3 3.03.1Cycle Q Clear(g_c), s 21.2 0.0 2.6 5.2 0.0 13.8 0.4 10.0 10.1 6.3 3.0 3.1Prop In Lane 1.00 0.03 1.00 0.84 1.00 0.39 1.00 0.28Lane Grp Cap(c), veh/h 242 0 571 487 0 499 526 563 554 468 728730V/C Ratio(X) 0.45 0.00 0.15 0.13 0.00 0.67 0.03 0.50 0.51 0.51 0.15 0.16Avail Cap(c_a), veh/h 522 0 1042 848 0 911 1112 984 968 875 976 979HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 30.3 0.0 17.4 19.3 0.0 21.2 15.2 19.2 19.2 12.6 12.1 12.2Incr Delay (d2), s/veh 1.3 0.0 0.1 0.1 0.0 1.5 0.0 0.7 0.7 0.8 0.1 0.1Initial 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 0.0 1.0 0.8 0.0 4.8 0.1 3.3 3.31.9 0.9 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 31.6 0.0 17.5 19.4 0.0 22.7 15.2 19.919.9 13.4 12.2 12.3LnGrp LOS C B B C B B B B B BApproach Vol, veh/h 196 397 577 466Approach Delay, s/veh 25.3 22.2 19.8 12.8Approach LOS C C B BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 11.8 31.3 30.1 4.2 38.9 30.1Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 8.3 12.1 23.2 2.4 5.1 15.8Green Ext Time (p_c), s 0.6 3.0 0.9 0.0 1.1 2.5Intersection SummaryHCM 7th Control Delay, s/veh 19.0HCM 7th LOS B HCM 7th AWSC5: Wagonwheel Rd & W Graf St02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 4IntersectionIntersection Delay, s/veh11.6Intersection LOS BMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 326 17 36 90 32 209Future Vol, veh/h 326 17 36 90 32 209Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 1 0 0 1 0 3Mvmt Flow 354 18 39 98 35 227Number of Lanes 1 0 0 1 1 1Approach EB NB SBOpposing Approach SB NBOpposing Lanes 0 2 1Conflicting Approach Left SB EBConflicting Lanes Left 2 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay, s/veh13.5 9.9 9.9HCM LOS B A ALane NBLn1EBLn1SBLn1SBLn2Vol Left, % 29% 95% 0% 0%Vol Thru, % 71% 0% 100% 0%Vol Right, % 0% 5% 0% 100%Sign Control Stop Stop Stop StopTraffic Vol by Lane 126 343 32 209LT Vol 36 326 0 0Through Vol 90 0 32 0RT Vol 0 17 0 209Lane Flow Rate 137 373 35 227Geometry Grp 4a 2 5 5Degree of Util (X) 0.204 0.521 0.054 0.315Departure Headway (Hd) 5.371 5.031 5.64 4.984Convergence, Y/N Yes Yes Yes YesCap 660 712 630 713Service Time 3.465 3.105 3.421 2.764HCM Lane V/C Ratio 0.208 0.524 0.056 0.318HCM Control Delay, s/veh 9.9 13.5 8.7 10.1HCM Lane LOS A B A BHCM 95th-tile Q 0.8 3 0.2 1.3 Queues6: S 19th Ave & Stucky Rd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 5Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 377 240 28 240 147 830 65 370 276v/c Ratio 0.92 0.36 0.06 0.35 0.42 0.60 0.32 0.51 0.34Control Delay (s/veh) 52.4 10.6 12.8 9.4 16.6 15.3 13.8 13.5 2.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 52.4 10.6 12.8 9.4 16.6 15.3 13.8 13.5 2.7Queue Length 50th (ft) 125 37 6 32 36 116 21 127 36Queue Length 95th (ft) #290 89 21 81 76 157 23 93 5Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 406 663 406 669 369 1464 213 757 821Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.93 0.36 0.07 0.36 0.40 0.57 0.31 0.49 0.34Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 347 117 104 26 81 140 135 731 32 60 340254Future Volume (veh/h) 347 117 104 26 81 140 135 731 32 60 340 254Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1723 1750 1750 1695 1750Adj Flow Rate, veh/h 377 127 113 28 88 152 147 795 35 65 370 276Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 3 0 0 0 2 2 0 0 4 0Cap, veh/h 396 303 270 401 204 353 316 1437 63 300 763 667Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.450.15 0.15 0.15Sat Flow, veh/h 1158 854 760 1158 576 995 785 3193 141 671 1695 1483Grp Volume(v), veh/h 377 0 240 28 0 240 147 407 423 65 370 276Grp Sat Flow(s),veh/h/ln 1158 0 1613 1158 0 1571 785 1637 1697 671 1695 1483Q Serve(g_s), s 14.3 0.0 6.8 1.1 0.0 7.0 10.4 10.9 10.9 5.5 12.0 10.1Cycle Q Clear(g_c), s 21.3 0.0 6.8 7.9 0.0 7.0 22.4 10.9 10.9 16.4 12.0 10.1Prop In Lane 1.00 0.47 1.00 0.63 1.00 0.08 1.00 1.00Lane Grp Cap(c), veh/h 396 0 573 401 0 558 316 736 764 300 763667V/C Ratio(X) 0.95 0.00 0.42 0.07 0.00 0.43 0.47 0.55 0.55 0.22 0.48 0.41Avail Cap(c_a), veh/h 396 0 573 401 0 558 316 736 764 300 763 667HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94Uniform Delay (d), s/veh 24.7 0.0 14.7 17.7 0.0 14.7 20.8 12.1 12.1 26.2 19.2 18.4Incr Delay (d2), s/veh 32.7 0.0 0.5 0.1 0.0 0.5 4.9 3.0 2.9 1.6 2.1 1.8Initial 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 8.6 0.0 2.2 0.3 0.0 2.3 2.0 3.5 3.61.1 5.1 3.6Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 57.5 0.0 15.2 17.7 0.0 15.3 25.6 15.115.0 27.7 21.2 20.1LnGrp LOS E B B B C B B C C CApproach Vol, veh/h 617 268 977 711Approach Delay, s/veh 41.0 15.5 16.6 21.4Approach LOS D B B CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 27.0 21.3 27.0 21.3Max Q Clear Time (g_c+I1), s 24.4 23.3 18.4 9.9Green Ext Time (p_c), s 1.4 0.0 2.3 1.2Intersection SummaryHCM 7th Control Delay, s/veh 23.7HCM 7th LOS C HCM 7th TWSC13: S 19th Ave & Goldenstein Ln02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 7IntersectionInt Delay, s/veh 2.9Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 25 101 360 37 54 149Future Vol, veh/h 25 101 360 37 54 149Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - 500 680 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 1 1 0 3 2Mvmt Flow 27 110 391 40 59 162Major/Minor Minor1 Major1 Major2Conflicting Flow All 671 391 0 0 432 0 Stage 1 391 - - - - - Stage 2 279 - - - - -Critical Hdwy 6.4 6.21 - - 4.13 -Critical Hdwy Stg 1 5.4 - - - - -Critical Hdwy Stg 2 5.4 - - - - -Follow-up Hdwy 3.5 3.309 - - 2.227 -Pot Cap-1 Maneuver 425 660 - - 1123 - Stage 1 688 - - - - - Stage 2 772 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 403 660 - - 1123 -Mov Cap-2 Maneuver 403 - - - - - Stage 1 688 - - - - - Stage 2 732 - - - - -Approach WB NB SBHCM Control Delay, s/v13.02 0 2.23HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 585 1123 -HCM Lane V/C Ratio - - 0.234 0.052 -HCM Control Delay (s/veh) - - 13 8.4 -HCM Lane LOS - - B A -HCM 95th %tile Q(veh) - - 0.9 0.2 - HCM 7th TWSC15: Goldenstein Ln & S 3rd Ave02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 8IntersectionInt Delay, s/veh 4.1Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 91 71 96 61 38 54Future Vol, veh/h 91 71 96 61 38 54Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 1 0 0 0 0 2Mvmt Flow 99 77 104 66 41 59Major/Minor Major1 Major2 Minor2Conflicting Flow All 171 0 - 0 413 138 Stage 1 - - - - 138 - Stage 2 - - - - 275 -Critical Hdwy 4.11 - - - 6.4 6.22Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.209 - - - 3.5 3.318Pot Cap-1 Maneuver 1413 - - - 600 911 Stage 1 - - - - 894 - Stage 2 - - - - 776 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1413 - - - 556 911Mov Cap-2 Maneuver - - - - 556 - Stage 1 - - - - 829 - Stage 2 - - - - 776 -Approach EB WB SBHCM Control Delay, s/v 4.35 0 10.8HCM LOS BMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 1011 - - - 721HCM Lane V/C Ratio 0.07 - - - 0.139HCM Control Delay (s/veh) 7.7 0 - - 10.8HCM Lane LOS A A - - BHCM 95th %tile Q(veh) 0.2 - - - 0.5 HCM 7th TWSC24: S 19th Ave & Staudaher St02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 9IntersectionInt Delay, s/veh 0.6Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 63 762 4 0 428Future Vol, veh/h 0 63 762 4 0 428Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 2 0 0 2Mvmt Flow 0 68 828 4 0 465Major/Minor Minor1 Major1 Major2Conflicting Flow All - 416 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - 6.9 - - - -Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - 3.3 - - - -Pot Cap-1 Maneuver 0 591 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - 591 - - - -Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach WB NB SBHCM Control Delay, s/v11.89 0 0HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBTCapacity (veh/h) - - 591 -HCM Lane V/C Ratio - - 0.116 -HCM Control Delay (s/veh) - - 11.9 -HCM Lane LOS - - B -HCM 95th %tile Q(veh) - - 0.4 - HCM 7th TWSC26: W Graf St & S 15th Ave02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 10IntersectionInt Delay, s/veh 0.7Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 16 357 351 13 18 12Future Vol, veh/h 16 357 351 13 18 12Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 2 2 0 0 0Mvmt Flow 17 388 382 14 20 13Major/Minor Major1 Major2 Minor2Conflicting Flow All 396 0 - 0 811 389 Stage 1 - - - - 389 - Stage 2 - - - - 423 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1174 - - - 351 664 Stage 1 - - - - 690 - Stage 2 - - - - 665 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1174 - - - 345 664Mov Cap-2 Maneuver - - - - 345 - Stage 1 - - - - 677 - Stage 2 - - - - 665 -Approach EB WB SBHCM Control Delay, s/v 0.35 0 14.13HCM LOS BMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 77 - - - 427HCM Lane V/C Ratio 0.015 - - - 0.076HCM Control Delay (s/veh) 8.1 0 - - 14.1HCM Lane LOS A A - - BHCM 95th %tile Q(veh) 0 - - - 0.2 Queues27: S 19th Ave & W Kagy Blvd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 11Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 103 96 43 159 85 277 50 917 266 428 565v/c Ratio 0.50 0.31 0.12 0.77 0.27 0.40 0.10 0.59 0.32 0.74 0.26Control Delay (s/veh) 51.7 43.8 0.7 71.2 42.9 20.1 9.6 26.45.8 21.6 9.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 51.7 43.8 0.7 71.2 42.9 20.1 9.6 26.4 5.8 21.6 9.2Queue Length 50th (ft) 73 66 0 119 58 132 10 251 21 146 85Queue Length 95th (ft) 121 107 1 183 97 131 m16 m#485 m49 276145Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 314 472 467 313 472 887 518 1541 831 762 2161Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.33 0.20 0.09 0.51 0.18 0.31 0.10 0.60 0.32 0.56 0.26Intersection 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 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 95 88 40 146 78 255 46 844 245 394 469 51Future Volume (veh/h) 95 88 40 146 78 255 46 844 245 394 469 51Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1736 1750 1736 1736 1750 1723 1695Adj Flow Rate, veh/h 103 96 43 159 85 277 50 917 266 428 510 55Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 1 0 1 1 0 2 4Cap, veh/h 256 338 286 253 338 471 604 1871 834 556 1970 212Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.04 0.75 0.750.13 0.66 0.66Sat Flow, veh/h 1292 1750 1483 1320 1750 1471 1667 3299 14711667 2981 320Grp Volume(v), veh/h 103 96 43 159 85 277 50 917 266 428 279 286Grp Sat Flow(s),veh/h/ln 1292 1750 1483 1320 1750 1471 1667 1650 1471 1667 1637 1665Q Serve(g_s), s 8.8 5.6 2.9 14.0 4.9 18.9 1.5 13.0 7.0 12.0 8.4 8.4Cycle Q Clear(g_c), s 13.8 5.6 2.9 19.7 4.9 18.9 1.5 13.0 7.0 12.0 8.4 8.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19Lane Grp Cap(c), veh/h 256 338 286 253 338 471 604 1871 834 556 1081 1100V/C Ratio(X) 0.40 0.28 0.15 0.63 0.25 0.59 0.08 0.49 0.32 0.77 0.26 0.26Avail Cap(c_a), veh/h 356 473 400 355 473 585 700 1871 834 983 1081 1100HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00Uniform Delay (d), s/veh 46.9 41.4 40.3 49.7 41.1 34.1 9.78.0 7.2 9.8 8.3 8.3Incr Delay (d2), s/veh 1.0 0.5 0.2 2.6 0.4 1.2 0.0 0.6 0.6 2.3 0.6 0.6Initial 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 2.5 1.1 4.8 2.2 6.8 0.5 3.6 2.04.0 2.9 2.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 47.9 41.8 40.5 52.3 41.5 35.3 9.8 8.67.9 12.1 8.9 8.9LnGrp LOS D D D D D D A A A B A AApproach Vol, veh/h 242 521 1233 993Approach Delay, s/veh 44.2 41.5 8.5 10.3Approach LOS D D A BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 19.3 73.0 27.7 8.1 84.2 27.7Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4Max Q Clear Time (g_c+I1), s 14.0 15.0 15.8 3.5 10.4 21.7Green Ext Time (p_c), s 1.3 5.7 0.9 0.0 3.5 1.5Intersection SummaryHCM 7th Control Delay, s/veh 17.7HCM 7th LOS B Queues33: S 11th Ave & W Kagy Blvd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 13Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 80 568 34 468 63 349 80 146v/c Ratio 0.22 0.80 0.11 0.73 0.14 0.79 0.26 0.32Control Delay (s/veh) 13.7 35.8 13.0 33.3 14.8 39.9 16.3 24.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 13.7 35.8 13.0 33.3 14.8 39.9 16.3 24.0Queue Length 50th (ft) 21 278 9 213 19 160 24 55Queue Length 95th (ft) 49 #543 26 #420 43 266 52 108Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 390 706 359 659 475 602 332 612Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.21 0.80 0.09 0.71 0.13 0.58 0.24 0.24Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 74 485 38 31 350 81 58 236 85 74 112 22Future Volume (veh/h) 74 485 38 31 350 81 58 236 85 74 112 22Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.92 0.87 0.96 0.90Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1695 1736 1750 1736 1695 1750Adj Flow Rate, veh/h 80 527 41 34 380 88 63 257 92 80 122 24Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 0 1 0 4 1 0 1 4 0Cap, veh/h 278 586 46 202 476 110 452 358 128 299 423 83Arrive On Green 0.05 0.37 0.37 0.03 0.35 0.35 0.04 0.31 0.310.05 0.31 0.31Sat Flow, veh/h 1667 1590 124 1667 1362 316 1615 1170 419 1654 1348 265Grp Volume(v), veh/h 80 0 568 34 0 468 63 0 349 80 0 146Grp Sat Flow(s),veh/h/ln 1667 0 1713 1667 0 1678 1615 0 15891654 0 1613Q Serve(g_s), s 2.0 0.0 20.9 0.9 0.0 16.8 1.8 0.0 13.1 2.2 0.04.6Cycle Q Clear(g_c), s 2.0 0.0 20.9 0.9 0.0 16.8 1.8 0.0 13.12.2 0.0 4.6Prop In Lane 1.00 0.07 1.00 0.19 1.00 0.26 1.00 0.16Lane Grp Cap(c), veh/h 278 0 632 202 0 586 452 0 486 299 0 506V/C Ratio(X) 0.29 0.00 0.90 0.17 0.00 0.80 0.14 0.00 0.72 0.27 0.00 0.29Avail Cap(c_a), veh/h 424 0 728 380 0 713 602 0 642 440 0 652HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 15.0 0.0 19.9 16.2 0.0 19.6 15.0 0.0 20.6 16.0 0.0 17.3Incr Delay (d2), s/veh 0.6 0.0 13.0 0.4 0.0 5.3 0.1 0.0 2.6 0.5 0.0 0.3Initial 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 0.0 9.6 0.3 0.0 6.7 0.6 0.0 4.90.8 0.0 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 15.6 0.0 32.9 16.6 0.0 24.9 15.1 0.0 23.3 16.5 0.0 17.6LnGrp LOS B C B C B C B BApproach Vol, veh/h 648 502 412 226Approach Delay, s/veh 30.8 24.3 22.0 17.2Approach LOS C C C BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 4.9 30.2 5.8 26.0 6.2 29.0 6.3 25.4Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 2.9 22.9 3.8 6.6 4.0 18.8 4.215.1Green Ext Time (p_c), s 0.0 1.7 0.0 0.8 0.1 2.0 0.1 1.8Intersection SummaryHCM 7th Control Delay, s/veh 25.2HCM 7th LOS C Queues36: W Kagy Blvd & S Willson Ave02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 15Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 72 289 30 133 404 41 87 358 229 114 185v/c Ratio 0.21 0.58 0.04 0.32 0.71 0.07 0.16 0.66 0.43 0.28 0.33Control Delay (s/veh) 18.4 38.1 2.6 19.4 40.6 2.8 16.2 39.419.3 17.3 26.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 18.4 38.1 2.6 19.4 40.6 2.8 16.2 39.4 19.3 17.3 26.0Queue Length 50th (ft) 27 165 0 52 244 0 31 209 65 41 83Queue Length 95th (ft) 57 276 10 95 #394 12 63 341 148 78 153Internal Link Dist (ft) 2702 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160Base Capacity (vph) 661 561 1021 662 565 517 740 561 541 676 568Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.11 0.52 0.03 0.20 0.72 0.08 0.12 0.64 0.42 0.17 0.33Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 66 266 28 122 372 38 80 329 211 105 10466Future Volume (veh/h) 66 266 28 122 372 38 80 329 211 105 104 66Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1736 1736 1709 1750 1736 1723 1750 1736 1750Adj Flow Rate, veh/h 72 289 30 133 404 0 87 358 229 114 113 72Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 1 1 3 0 1 2 0 1 0Cap, veh/h 285 461 498 378 491 450 465 389 322 272 173Arrive On Green 0.07 0.27 0.27 0.08 0.28 0.00 0.07 0.27 0.270.08 0.27 0.27Sat Flow, veh/h 1667 1736 1472 1654 1736 1448 1667 1736 14541667 990 631Grp Volume(v), veh/h 72 289 30 133 404 0 87 358 229 114 0 185Grp Sat Flow(s),veh/h/ln 1667 1736 1472 1654 1736 1448 1667 1736 1454 1667 0 1620Q Serve(g_s), s 2.0 9.7 0.9 3.7 14.4 0.0 2.4 12.6 9.0 3.2 0.0 6.2Cycle Q Clear(g_c), s 2.0 9.7 0.9 3.7 14.4 0.0 2.4 12.6 9.0 3.2 0.0 6.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39Lane Grp Cap(c), veh/h 285 461 498 378 491 450 465 389 322 0 445V/C Ratio(X) 0.25 0.63 0.06 0.35 0.82 0.19 0.77 0.59 0.35 0.00 0.42Avail Cap(c_a), veh/h 1109 868 843 1166 868 1264 868 727 1124 0 810HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 16.8 21.4 14.8 15.9 22.1 0.0 15.422.3 21.0 16.4 0.0 19.6Incr Delay (d2), s/veh 0.5 1.4 0.1 0.6 3.5 0.0 0.2 2.7 1.4 0.7 0.0 0.6Initial 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 3.8 0.3 1.3 5.8 0.0 0.9 5.2 3.11.2 0.0 2.3Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 17.3 22.8 14.8 16.5 25.6 0.0 15.6 25.0 22.4 17.1 0.0 20.2LnGrp LOS B C B B C B C C B CApproach Vol, veh/h 391 537 674 299Approach Delay, s/veh 21.2 23.3 22.9 19.0Approach LOS C C C BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 8.6 24.5 7.8 25.1 7.4 25.7 8.3 24.7Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.037.0 33.0Max Q Clear Time (g_c+I1), s 5.7 11.7 4.4 8.2 4.0 16.4 5.214.6Green Ext Time (p_c), s 0.4 1.7 0.2 1.1 0.2 2.2 0.3 3.0Intersection SummaryHCM 7th Control Delay, s/veh 22.1HCM 7th LOS CNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave02/21/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 3.2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 40 111 402 22 36 201Future Vol, veh/h 40 111 402 22 36 201Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 3 0 1 0 0 3Mvmt Flow 43 121 437 24 39 218Major/Minor Minor1 Major1 Major2Conflicting Flow All 746 449 0 0 461 0 Stage 1 449 - - - - - Stage 2 297 - - - - -Critical Hdwy 6.43 6.2 - - 4.1 -Critical Hdwy Stg 1 5.43 - - - - -Critical Hdwy Stg 2 5.43 - - - - -Follow-up Hdwy 3.527 3.3 - - 2.2 -Pot Cap-1 Maneuver 380 614 - - 1111 - Stage 1 641 - - - - - Stage 2 752 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 365 614 - - 1111 -Mov Cap-2 Maneuver 365 - - - - - Stage 1 641 - - - - - Stage 2 722 - - - - -Approach WB NB SBHCM Control Delay, s/v15.09 0 1.27HCM LOS CMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 520 273 -HCM Lane V/C Ratio - - 0.316 0.035 -HCM Control Delay (s/veh) - - 15.1 8.4 0HCM Lane LOS - - C A AHCM 95th %tile Q(veh) - - 1.3 0.1 - HCM 7th TWSC1: S 19th Ave & Blackwood Rd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2.7Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 13 0 2 20 2 85 3 290 20 75 392 25Future Vol, veh/h 13 0 2 20 2 85 3 290 20 75 392 25Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - 200 - 0Veh 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 92Heavy Vehicles, % 0 0 50 0 0 0 0 1 0 0 0 0Mvmt Flow 14 0 2 22 2 92 3 315 22 82 426 27Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 912 933 426 922 949 326 453 0 0 337 0 0 Stage 1 589 589 - 333 333 - - - - - - - Stage 2 323 343 - 589 616 - - - - - - -Critical Hdwy 7.1 6.5 6.7 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 3.75 3.5 4 3.3 2.2 - - 2.2 - -Pot Cap-1 Maneuver 257 268 538 253 263 720 1118 - - 1234 - - Stage 1 498 499 - 685 648 - - - - - - - Stage 2 693 641 - 498 485 - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 207 250 538 234 244 720 1118 - - 1234 - -Mov Cap-2 Maneuver 207 250 - 234 244 - - - - - - - Stage 1 465 466 - 683 645 - - - - - - - Stage 2 600 638 - 463 453 - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v22.25 14.23 0.08 1.24HCM LOS C BMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 17 - - 225 506 1234 - -HCM Lane V/C Ratio 0.003 - - 0.072 0.23 0.066 - -HCM Control Delay (s/veh) 8.2 0 - 22.2 14.2 8.1 - -HCM Lane LOS A A - C B A - -HCM 95th %tile Q(veh) 0 - - 0.2 0.9 0.2 - - Queues3: S 19th Ave & W Graf St02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 74 76 129 235 8 343 305 429v/c Ratio 0.41 0.21 0.51 0.63 0.01 0.27 0.43 0.22Control Delay (s/veh) 30.8 20.8 31.5 25.5 6.2 15.4 7.5 7.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 30.8 20.8 31.5 25.5 6.2 15.4 7.5 7.8Queue Length 50th (ft) 26 21 46 61 1 44 42 33Queue Length 95th (ft) 67 57 102 137 6 96 103 92Internal Link Dist (ft) 1197 531 2605 795Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 594 1143 835 1094 902 2161 898 2176Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.07 0.15 0.21 0.01 0.16 0.34 0.20Intersection Summary HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 68 54 16 119 86 131 7 259 56 281 319 75Future Volume (veh/h) 68 54 16 119 86 131 7 259 56 281 319 75Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750Adj Flow Rate, veh/h 74 59 17 129 93 142 8 282 61 305 347 82Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 0 0 0 0 0 0 1 0 0 0 0Cap, veh/h 229 309 89 380 148 226 503 1042 222 676 1381 322Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.01 0.39 0.390.14 0.52 0.52Sat Flow, veh/h 1145 1306 376 1344 625 954 1667 2706 576 16672676 624Grp Volume(v), veh/h 74 0 76 129 0 235 8 170 173 305 214 215Grp Sat Flow(s),veh/h/ln 1145 0 1682 1344 0 1578 1667 1650 1633 1667 1663 1638Q Serve(g_s), s 4.0 0.0 2.3 5.5 0.0 8.7 0.2 4.6 4.7 6.4 4.6 4.8Cycle Q Clear(g_c), s 12.7 0.0 2.3 7.9 0.0 8.7 0.2 4.6 4.7 6.4 4.6 4.8Prop In Lane 1.00 0.22 1.00 0.60 1.00 0.35 1.00 0.38Lane Grp Cap(c), veh/h 229 0 398 380 0 373 503 635 629 676 858845V/C Ratio(X) 0.32 0.00 0.19 0.34 0.00 0.63 0.02 0.27 0.27 0.45 0.25 0.25Avail Cap(c_a), veh/h 732 0 1137 971 0 1067 1179 1110 1099 1133 1119 1102HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 27.9 0.0 19.8 23.0 0.0 22.2 11.9 13.7 13.7 8.3 8.7 8.8Incr Delay (d2), s/veh 0.8 0.0 0.2 0.5 0.0 1.8 0.0 0.2 0.2 0.5 0.2 0.2Initial 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 0.9 1.7 0.0 3.2 0.1 1.4 1.41.6 1.2 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 28.7 0.0 20.1 23.5 0.0 24.0 11.9 13.914.0 8.8 8.9 8.9LnGrp LOS C C C C B B B A A AApproach Vol, veh/h 150 364 351 734Approach Delay, s/veh 24.3 23.8 13.9 8.8Approach LOS C C B ATimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 12.2 31.3 21.5 3.7 39.8 21.5Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 8.4 6.7 14.7 2.2 6.8 10.7Green Ext Time (p_c), s 0.8 1.7 0.7 0.0 2.2 2.0Intersection SummaryHCM 7th Control Delay, s/veh 14.8HCM 7th LOS B HCM 7th AWSC5: Wagonwheel Rd & W Graf St02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 4IntersectionIntersection Delay, s/veh10.1Intersection LOS BMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 230 35 22 36 69 239Future Vol, veh/h 230 35 22 36 69 239Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 250 38 24 39 75 260Number of Lanes 1 0 0 1 1 1Approach EB NB SBOpposing Approach SB NBOpposing Lanes 0 2 1Conflicting Approach Left SB EBConflicting Lanes Left 2 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay, s/veh11.1 8.8 9.4HCM LOS B A ALane NBLn1EBLn1SBLn1SBLn2Vol Left, % 38% 87% 0% 0%Vol Thru, % 62% 0% 100% 0%Vol Right, % 0% 13% 0% 100%Sign Control Stop Stop Stop StopTraffic Vol by Lane 58 265 69 239LT Vol 22 230 0 0Through Vol 36 0 69 0RT Vol 0 35 0 239Lane Flow Rate 63 288 75 260Geometry Grp 4a 2 5 5Degree of Util (X) 0.091 0.391 0.111 0.332Departure Headway (Hd) 5.194 4.881 5.305 4.599Convergence, Y/N Yes Yes Yes YesCap 686 735 674 779Service Time 3.258 2.93 3.05 2.344HCM Lane V/C Ratio 0.092 0.392 0.111 0.334HCM Control Delay, s/veh 8.8 11.1 8.7 9.6HCM Lane LOS A B A AHCM 95th-tile Q 0.3 1.9 0.4 1.5 Queues6: S 19th Ave & Stucky Rd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 5Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 349 254 66 268 96 514 175 698 359v/c Ratio 0.98 0.40 0.17 0.41 0.72 0.35 0.48 0.90 0.42Control Delay (s/veh) 68.6 13.4 14.9 11.2 49.1 11.3 14.9 33.9 3.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 68.6 13.4 14.9 11.2 49.1 11.3 14.9 33.93.7Queue Length 50th (ft) ~123 51 16 43 26 57 71 341 81Queue Length 95th (ft) #275 104 41 96 #102 88 46 #546 3Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 355 633 370 647 135 1476 363 787 860Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.98 0.40 0.18 0.41 0.71 0.35 0.48 0.89 0.42Intersection 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 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 321 146 87 61 119 128 88 437 36 161 642330Future Volume (veh/h) 321 146 87 61 119 128 88 437 36 161 642 330Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736Adj Flow Rate, veh/h 349 159 95 66 129 139 96 475 39 175 698 359Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 0 0 0 0 1 0 0 0 1Cap, veh/h 372 364 218 391 274 295 166 1389 114 435 788 662Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.450.45 0.45 0.45Sat Flow, veh/h 1120 1026 613 1143 770 830 542 3088 253 901 1750 1471Grp Volume(v), veh/h 349 0 254 66 0 268 96 253 261 175 698 359Grp Sat Flow(s),veh/h/ln 1120 0 1640 1143 0 1601 542 1650 1691 901 1750 1471Q Serve(g_s), s 13.5 0.0 7.1 2.8 0.0 7.8 5.1 6.0 6.0 9.4 21.9 10.6Cycle Q Clear(g_c), s 21.3 0.0 7.1 9.9 0.0 7.8 27.0 6.0 6.0 15.4 21.9 10.6Prop In Lane 1.00 0.37 1.00 0.52 1.00 0.15 1.00 1.00Lane Grp Cap(c), veh/h 372 0 582 391 0 568 166 742 761 435 788662V/C Ratio(X) 0.94 0.00 0.44 0.17 0.00 0.47 0.58 0.34 0.34 0.40 0.89 0.54Avail Cap(c_a), veh/h 372 0 582 391 0 568 166 742 761 435 788 662HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85Uniform Delay (d), s/veh 25.1 0.0 14.8 18.5 0.0 15.0 28.8 10.7 10.7 15.7 15.1 12.0Incr Delay (d2), s/veh 31.0 0.0 0.5 0.2 0.0 0.6 13.8 1.2 1.22.3 12.2 2.7Initial 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 7.9 0.0 2.3 0.7 0.0 2.6 1.9 1.9 1.91.8 8.9 3.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 56.1 0.0 15.3 18.7 0.0 15.6 42.6 12.012.0 18.1 27.3 14.7LnGrp LOS E B B B D B B B C BApproach Vol, veh/h 603 334 610 1232Approach Delay, s/veh 38.9 16.2 16.8 22.3Approach LOS D B B CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 27.0 21.3 27.0 21.3Max Q Clear Time (g_c+I1), s 29.0 23.3 23.9 11.9Green Ext Time (p_c), s 0.0 0.0 1.9 1.3Intersection SummaryHCM 7th Control Delay, s/veh 24.0HCM 7th LOS C HCM 7th TWSC13: S 19th Ave & Goldenstein Ln02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 7IntersectionInt Delay, s/veh 2.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 25 62 206 28 80 295Future Vol, veh/h 25 62 206 28 80 295Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - 500 680 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 1 4 0 1Mvmt Flow 27 67 224 30 87 321Major/Minor Minor1 Major1 Major2Conflicting Flow All 718 224 0 0 254 0 Stage 1 224 - - - - - Stage 2 495 - - - - -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 398 821 - - 1322 - Stage 1 818 - - - - - Stage 2 617 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 372 821 - - 1322 -Mov Cap-2 Maneuver 372 - - - - - Stage 1 818 - - - - - Stage 2 576 - - - - -Approach WB NB SBHCM Control Delay, s/v11.99 0 1.69HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 610 1322 -HCM Lane V/C Ratio - - 0.155 0.066 -HCM Control Delay (s/veh) - - 12 7.9 -HCM Lane LOS - - B A -HCM 95th %tile Q(veh) - - 0.5 0.2 - HCM 7th TWSC15: Goldenstein Ln & S 3rd Ave02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 8IntersectionInt Delay, s/veh 4Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 54 71 64 24 26 54Future Vol, veh/h 54 71 64 24 26 54Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 59 77 70 26 28 59Major/Minor Major1 Major2 Minor2Conflicting Flow All 96 0 - 0 277 83 Stage 1 - - - - 83 - Stage 2 - - - - 195 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1511 - - - 717 983 Stage 1 - - - - 946 - Stage 2 - - - - 843 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1511 - - - 688 983Mov Cap-2 Maneuver - - - - 688 - Stage 1 - - - - 907 - Stage 2 - - - - 843 -Approach EB WB SBHCM Control Delay, s/v 3.23 0 9.64HCM LOS AMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 778 - - - 862HCM Lane V/C Ratio 0.039 - - - 0.101HCM Control Delay (s/veh) 7.5 0 - - 9.6HCM Lane LOS A A - - AHCM 95th %tile Q(veh) 0.1 - - - 0.3 HCM 7th TWSC24: S 19th Ave & Staudaher St02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 9IntersectionInt Delay, s/veh 0.6Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 70 446 8 0 675Future Vol, veh/h 0 70 446 8 0 675Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 2 0 0 2Mvmt Flow 0 76 485 9 0 734Major/Minor Minor1 Major1 Major2Conflicting Flow All - 247 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - 6.9 - - - -Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - 3.3 - - - -Pot Cap-1 Maneuver 0 760 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - 760 - - - -Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach WB NB SBHCM Control Delay, s/v10.27 0 0HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBTCapacity (veh/h) - - 760 -HCM Lane V/C Ratio - - 0.1 -HCM Control Delay (s/veh) - - 10.3 -HCM Lane LOS - - B -HCM 95th %tile Q(veh) - - 0.3 - HCM 7th TWSC26: W Graf St & S 15th Ave02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 10IntersectionInt Delay, s/veh 0.5Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 13 288 329 11 10 7Future Vol, veh/h 13 288 329 11 10 7Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 2 2 0 0 0Mvmt Flow 14 313 358 12 11 8Major/Minor Major1 Major2 Minor2Conflicting Flow All 370 0 - 0 705 364 Stage 1 - - - - 364 - Stage 2 - - - - 341 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1200 - - - 406 686 Stage 1 - - - - 708 - Stage 2 - - - - 724 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1200 - - - 400 686Mov Cap-2 Maneuver - - - - 400 - Stage 1 - - - - 698 - Stage 2 - - - - 724 -Approach EB WB SBHCM Control Delay, s/v 0.35 0 12.75HCM LOS BMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 78 - - - 483HCM Lane V/C Ratio 0.012 - - - 0.038HCM Control Delay (s/veh) 8 0 - - 12.8HCM Lane LOS A A - - BHCM 95th %tile Q(veh) 0 - - - 0.1 Queues27: S 19th Ave & W Kagy Blvd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 11Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 123 103 54 245 113 580 47 655 201 387 876v/c Ratio 0.43 0.23 0.12 0.84 0.25 0.74 0.14 0.48 0.27 0.64 0.44Control Delay (s/veh) 40.6 34.9 2.1 66.1 35.3 26.7 10.0 26.8 6.4 15.4 16.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 40.6 34.9 2.1 66.1 35.3 26.7 10.0 26.8 6.4 15.4 16.1Queue Length 50th (ft) 80 64 0 180 70 331 8 168 9 116 193Queue Length 95th (ft) 125 99 9 253 108 289 m21 m268 m28 227 307Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 384 589 560 391 589 901 387 1339 718 697 1956Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.32 0.17 0.10 0.63 0.19 0.64 0.12 0.49 0.28 0.56 0.45Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 113 95 50 225 104 534 43 603 185 356 780 26Future Volume (veh/h) 113 95 50 225 104 534 43 603 185 356 78026Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1736 1750 1736 1750 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 123 103 54 245 113 580 47 655 201 387 84828Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 1 0 1 0 1 1 1 1 0Cap, veh/h 282 589 499 426 589 728 339 1296 578 531 1688 56Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.07 0.79 0.790.16 0.52 0.52Sat Flow, veh/h 763 1750 1483 1239 1750 1471 1667 3299 1471 1654 3259 108Grp Volume(v), veh/h 123 103 54 245 113 580 47 655 201 387 429447Grp Sat Flow(s),veh/h/ln 763 1750 1483 1239 1750 1471 16671650 1471 1654 1650 1717Q Serve(g_s), s 16.4 5.0 3.0 20.8 5.5 39.4 2.0 8.5 4.8 15.9 20.3 20.4Cycle Q Clear(g_c), s 21.9 5.0 3.0 25.8 5.5 39.4 2.0 8.5 4.815.9 20.3 20.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 282 589 499 426 589 728 339 1296 578 531 854 889V/C Ratio(X) 0.44 0.17 0.11 0.58 0.19 0.80 0.14 0.51 0.35 0.73 0.50 0.50Avail Cap(c_a), veh/h 282 589 499 426 589 728 437 1296 578 793 854 889HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00Uniform Delay (d), s/veh 36.0 28.1 27.4 37.2 28.2 25.3 19.8 8.7 8.3 15.8 18.9 18.9Incr Delay (d2), s/veh 1.1 0.1 0.1 1.9 0.2 6.2 0.1 1.1 1.3 1.9 2.1 2.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.2 2.1 1.1 6.4 2.3 14.4 0.7 2.3 1.5 5.9 7.9 8.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 37.0 28.2 27.5 39.0 28.4 31.5 19.9 9.8 9.6 17.7 21.0 20.9LnGrp LOS D C C D C C B A A B C CApproach Vol, veh/h 280 938 903 1263Approach Delay, s/veh 31.9 33.1 10.3 19.9Approach LOS C C B BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 23.0 52.0 45.0 8.0 67.0 45.0Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4Max Q Clear Time (g_c+I1), s 17.9 10.5 23.9 4.0 22.4 41.4Green Ext Time (p_c), s 1.1 4.6 1.4 0.0 5.8 0.0Intersection SummaryHCM 7th Control Delay, s/veh 22.0HCM 7th LOS C Queues33: S 11th Ave & W Kagy Blvd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 13Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 63 561 91 680 102 297 177 425v/c Ratio 0.26 0.92 0.35 1.11 0.34 0.66 0.49 0.83Control Delay (s/veh) 15.7 52.1 16.9 103.1 17.6 33.1 20.2 42.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 15.7 52.1 16.9 103.1 17.6 33.1 20.2 42.5Queue Length 50th (ft) 19 ~321 27 ~467 32 132 58 210Queue Length 95th (ft) 41 #546 54 #704 63 220 102 #381Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 271 608 283 608 322 557 362 557Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.23 0.92 0.32 1.12 0.32 0.53 0.49 0.76Intersection 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 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 58 485 31 84 485 141 94 209 64 163 281 110Future Volume (veh/h) 58 485 31 84 485 141 94 209 64 163 281 110Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 0.96 0.85 0.95 0.86Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1750 1750 1750 1750 1750 1750Adj Flow Rate, veh/h 63 527 34 91 527 153 102 227 70 177 305 120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0Cap, veh/h 159 580 37 224 479 139 249 334 103 368 350 138Arrive On Green 0.04 0.36 0.36 0.05 0.37 0.37 0.06 0.27 0.270.10 0.31 0.31Sat Flow, veh/h 1667 1613 104 1667 1284 373 1667 1224 378 1667 1137 447Grp Volume(v), veh/h 63 0 561 91 0 680 102 0 297 177 0 425Grp Sat Flow(s),veh/h/ln 1667 0 1717 1667 0 1656 1667 0 16021667 0 1585Q Serve(g_s), s 1.8 0.0 23.7 2.6 0.0 28.4 3.3 0.0 12.6 5.5 0.019.3Cycle Q Clear(g_c), s 1.8 0.0 23.7 2.6 0.0 28.4 3.3 0.0 12.65.5 0.0 19.3Prop In Lane 1.00 0.06 1.00 0.22 1.00 0.24 1.00 0.28Lane Grp Cap(c), veh/h 159 0 617 224 0 618 249 0 437 368 0 488V/C Ratio(X) 0.40 0.00 0.91 0.41 0.00 1.10 0.41 0.00 0.68 0.48 0.00 0.87Avail Cap(c_a), veh/h 292 0 641 334 0 618 342 0 568 404 0 562HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 19.2 0.0 23.2 18.0 0.0 23.9 20.0 0.0 24.7 17.4 0.0 24.9Incr Delay (d2), s/veh 1.6 0.0 16.6 1.2 0.0 66.8 1.1 0.0 2.21.0 0.0 12.7Initial 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 0.0 11.5 1.0 0.0 21.5 1.3 0.0 4.9 2.1 0.0 8.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 20.8 0.0 39.8 19.2 0.0 90.6 21.0 0.0 26.9 18.3 0.0 37.6LnGrp LOS C D B F C C B DApproach Vol, veh/h 624 771 399 602Approach Delay, s/veh 37.9 82.2 25.4 31.9Approach LOS D F C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 7.0 33.0 7.7 28.4 5.9 34.0 10.4 25.8Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 4.6 25.7 5.3 21.3 3.8 30.4 7.5 14.6Green Ext Time (p_c), s 0.1 0.9 0.1 1.4 0.0 0.0 0.1 1.5Intersection SummaryHCM 7th Control Delay, s/veh 48.6HCM 7th LOS D Queues36: W Kagy Blvd & S Willson Ave02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 15Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 148 455 75 198 291 155 60 215 135 182 370v/c Ratio 0.31 0.85 0.11 0.59 0.51 0.27 0.18 0.48 0.29 0.37 0.70Control Delay (s/veh) 17.8 53.6 7.8 23.8 34.6 7.4 20.0 40.513.8 21.7 41.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 17.8 53.6 7.8 23.8 34.6 7.4 20.0 40.5 13.8 21.7 41.3Queue Length 50th (ft) 54 288 6 75 160 6 23 125 18 75 217Queue Length 95th (ft) 104 #574 38 137 284 57 53 235 78 139 368Internal Link Dist (ft) 2702 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160Base Capacity (vph) 692 532 1016 616 569 562 634 526 517 652 526Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.21 0.86 0.07 0.32 0.51 0.28 0.09 0.41 0.26 0.28 0.70Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 136 419 69 182 268 143 55 198 124 167 255 86Future Volume (veh/h) 136 419 69 182 268 143 55 198 124 167 255 86Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1736 1750 1750 1723 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 148 455 75 198 291 0 60 215 135 182 277 93Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 1 0 0 2 1 1 1 1 0Cap, veh/h 449 530 530 328 570 244 364 306 384 331 111Arrive On Green 0.09 0.30 0.30 0.11 0.33 0.00 0.06 0.21 0.210.11 0.27 0.27Sat Flow, veh/h 1654 1750 1473 1654 1750 1483 1641 1736 14571654 1241 417Grp Volume(v), veh/h 148 455 75 198 291 0 60 215 135 182 0 370Grp Sat Flow(s),veh/h/ln 1654 1750 1473 1654 1750 1483 1641 1736 1457 1654 0 1658Q Serve(g_s), s 4.6 18.6 2.6 6.0 10.2 0.0 2.1 8.5 6.1 6.1 0.0 16.0Cycle Q Clear(g_c), s 4.6 18.6 2.6 6.0 10.2 0.0 2.1 8.5 6.1 6.1 0.0 16.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25Lane Grp Cap(c), veh/h 449 530 530 328 570 244 364 306 384 0 442V/C Ratio(X) 0.33 0.86 0.14 0.60 0.51 0.25 0.59 0.44 0.47 0.00 0.84Avail Cap(c_a), veh/h 1109 760 724 951 760 950 754 633 1002 0720HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 16.1 24.9 16.4 17.5 20.7 0.0 22.227.1 26.1 18.9 0.0 26.3Incr Delay (d2), s/veh 0.4 6.9 0.1 1.8 0.7 0.0 0.5 1.5 1.0 0.9 0.0 4.7Initial 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 8.1 0.9 2.2 4.0 0.0 0.8 3.6 2.22.4 0.0 6.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 16.5 31.8 16.5 19.3 21.4 0.0 22.7 28.6 27.1 19.8 0.0 31.0LnGrp LOS B C B B C C C C B CApproach Vol, veh/h 678 489 410 552Approach Delay, s/veh 26.8 20.6 27.3 27.3Approach LOS C C C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 11.4 30.0 7.3 27.3 9.6 31.8 11.6 22.9Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.037.0 33.0Max Q Clear Time (g_c+I1), s 8.0 20.6 4.1 18.0 6.6 12.2 8.1 10.5Green Ext Time (p_c), s 0.6 2.4 0.1 2.1 0.4 1.6 0.5 1.7Intersection SummaryHCM 7th Control Delay, s/veh 25.6HCM 7th LOS CNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave02/21/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 2.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 31 53 224 42 73 277Future Vol, veh/h 31 53 224 42 73 277Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 34 58 243 46 79 301Major/Minor Minor1 Major1 Major2Conflicting Flow All 726 266 0 0 289 0 Stage 1 266 - - - - - Stage 2 460 - - - - -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 394 777 - - 1284 - Stage 1 783 - - - - - Stage 2 640 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 365 777 - - 1284 -Mov Cap-2 Maneuver 365 - - - - - Stage 1 783 - - - - - Stage 2 593 - - - - -Approach WB NB SBHCM Control Delay, s/v12.87 0 1.67HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 549 375 -HCM Lane V/C Ratio - - 0.166 0.062 -HCM Control Delay (s/veh) - - 12.9 8 0HCM Lane LOS - - B A AHCM 95th %tile Q(veh) - - 0.6 0.2 - MOVEMENT SUMMARYSite: 101 [S 11th Ave & Graf AM Phase 1 (Site Folder: Phase 1 (2026))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs1080.01080.00.2396.0LOS A1.128.50.510.360.5131.78T1All MCs1090.01090.00.2396.0LOS A1.128.50.510.360.5132.318 R2All MCs15 0.0 15 0.0 0.239 6.0 LOS A 1.1 28.5 0.51 0.36 0.51 32.1Approach2320.02320.00.2396.0LOS A1.128.50.510.360.5132.0East: Graf St1L2All MCs90.090.00.3657.2LOS A2.049.80.540.360.5432.26T1All MCs2402.02402.00.3657.5LOS A2.049.80.540.360.5432.816 R2All MCs116 1.0 116 1.0 0.365 7.3 LOS A 2.0 49.8 0.54 0.36 0.54 32.5Approach3651.63651.60.3657.4LOS A2.049.80.540.360.5432.7North: S 11th Ave7L2All MCs2215.82215.80.1206.5LOS A0.512.80.470.340.4732.44T1All MCs410.0410.00.1204.7LOS A0.512.80.470.340.4733.514 R2All MCs47 0.0 47 0.0 0.120 4.7 LOS A 0.5 12.8 0.47 0.34 0.47 33.3Approach1103.11103.10.1205.0LOS A0.512.80.470.340.4733.2West: Graf St5L2All MCs790.0790.00.3235.6LOS A1.947.80.270.110.2732.52T1All MCs2362.02362.00.3235.7LOS A1.947.80.270.110.2733.212 R2All MCs93 0.0 93 0.0 0.323 5.6 LOS A 1.9 47.8 0.27 0.11 0.27 32.9Approach4091.24091.20.3235.7LOS A1.947.80.270.110.2733.0All Vehicles 1115 1.3 1115 1.3 0.365 6.3 LOS A 2.0 49.8 0.42 0.26 0.42 32.7Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 3:13:08 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [S 11th Ave & Graf PM Phase 1 (Site Folder: Phase 1 (2026))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs330.0330.00.0654.2LOS A0.36.70.430.290.4332.48T1All MCs260.0260.00.0654.2LOS A0.36.70.430.290.4333.118 R2All MCs5 0.0 5 0.0 0.065 4.2 LOS A 0.3 6.7 0.43 0.29 0.43 32.8Approach640.0640.00.0654.2LOS A0.36.70.430.290.4332.7East: Graf St1L2All MCs80.080.00.2254.8LOS A1.229.10.290.130.2933.46T1All MCs2300.02300.00.2254.8LOS A1.229.10.290.130.2934.116 R2All MCs40 0.0 40 0.0 0.225 4.8 LOS A 1.2 29.1 0.29 0.13 0.29 33.8Approach2780.02780.00.2254.8LOS A1.229.10.290.130.2934.0North: S 11th Ave7L2All MCs550.0550.00.1945.2LOS A0.922.90.440.280.4432.54T1All MCs500.0500.00.1945.2LOS A0.922.90.440.280.4433.214 R2All MCs98 0.0 98 0.0 0.194 5.2 LOS A 0.9 22.9 0.44 0.28 0.44 32.9Approach2030.02030.00.1945.2LOS A0.922.90.440.280.4432.8West: Graf St5L2All MCs500.0500.00.2555.1LOS A1.434.00.300.140.3032.92T1All MCs2140.02140.00.2555.1LOS A1.434.00.300.140.3033.612 R2All MCs49 0.0 49 0.0 0.255 5.1 LOS A 1.4 34.0 0.30 0.14 0.30 33.3Approach3130.03130.00.2555.1LOS A1.434.00.300.140.3033.4All Vehicles 859 0.0 859 0.0 0.255 5.0 LOS A 1.4 34.0 0.34 0.18 0.34 33.4Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 3:13:13 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & S 3rd Ave AM Phase 1 (Site Folder: Phase 1 (2026))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 3rd Ave3L2All MCs1420.81420.80.2345.3LOS A1.128.90.410.240.4131.618 R2All MCs109 5.0 109 5.0 0.234 5.7 LOS A 1.1 28.9 0.41 0.24 0.41 31.9Approach2512.62512.60.2345.5LOS A1.128.90.410.240.4131.7East: Graf St1L2All MCs2043.02043.00.4067.2LOS A2.564.00.410.210.4131.36 T1All MCs271 1.0 271 1.0 0.406 7.0 LOS A 2.5 64.0 0.41 0.21 0.41 32.0Approach4751.94751.90.4067.1LOS A2.564.00.410.210.4131.7West: Graf St2T1All MCs2053.02053.00.2976.2LOS A1.639.40.430.250.4333.412 R2All MCs117 0.0 117 0.0 0.297 6.0 LOS A 1.6 39.4 0.43 0.25 0.43 33.2Approach3231.93231.90.2976.1LOS A1.639.40.430.250.4333.3All Vehicles 1049 2.1 1049 2.1 0.406 6.4 LOS A 2.5 64.0 0.42 0.23 0.42 32.2Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 3:12:55 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & S 3rd Ave PM Phase 1 (Site Folder: Phase 1 (2026))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 3rd Ave3L2All MCs1330.01330.00.1714.5LOS A0.820.60.320.160.3231.918 R2All MCs71 0.0 71 0.0 0.171 4.5 LOS A 0.8 20.6 0.32 0.16 0.32 32.3Approach2030.02030.00.1714.5LOS A0.820.60.320.160.3232.0East: Graf St1L2All MCs670.0670.00.2074.7LOS A1.025.90.310.150.3132.86 T1All MCs182 0.0 182 0.0 0.207 4.7 LOS A 1.0 25.9 0.31 0.15 0.31 33.5Approach2490.02490.00.2074.7LOS A1.025.90.310.150.3133.3West: Graf St2T1All MCs1480.01480.00.2184.6LOS A1.128.40.220.080.2234.312 R2All MCs133 0.0 133 0.0 0.218 4.6 LOS A 1.1 28.4 0.22 0.08 0.22 34.0Approach2800.02800.00.2184.6LOS A1.128.40.220.080.2234.1All Vehicles 733 0.0 733 0.0 0.218 4.6 LOS A 1.1 28.4 0.28 0.13 0.28 33.2Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 3:13:02 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & 17th AM Phase 1 (Site Folder: Phase 1 (2026))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 17th Ave3L2All MCs520.0520.00.1285.6LOS A0.513.40.540.440.5431.78T1All MCs10.010.00.1285.6LOS A0.513.40.540.440.5432.418 R2All MCs52 0.0 52 0.0 0.128 5.6 LOS A 0.5 13.4 0.54 0.44 0.54 32.2Approach1050.01050.00.1285.6LOS A0.513.40.540.440.5432.0East: Graf Street1L2All MCs180.0180.00.3556.3LOS A2.152.30.390.200.3932.36T1All MCs3383.03383.00.3556.5LOS A2.152.30.390.200.3932.916 R2All MCs57 0.0 57 0.0 0.355 6.3 LOS A 2.1 52.3 0.39 0.20 0.39 32.8Approach4132.54132.50.3556.5LOS A2.152.30.390.200.3932.8North: S 17th Ave7L2All MCs620.0620.00.1365.3LOS A0.614.70.510.380.5131.74T1All MCs10.010.00.1365.3LOS A0.614.70.510.380.5132.314 R2All MCs60 0.0 60 0.0 0.136 5.3 LOS A 0.6 14.7 0.51 0.38 0.51 31.9Approach1230.01230.00.1365.3LOS A0.614.70.510.380.5131.8West: Graf Street5L2All MCs890.0890.00.3636.0LOS A2.256.30.290.120.2932.32T1All MCs3433.03433.00.3636.2LOS A2.256.30.290.120.2932.912 R2All MCs18 0.0 18 0.0 0.363 6.0 LOS A 2.2 56.3 0.29 0.12 0.29 32.7Approach4512.34512.30.3636.2LOS A2.256.30.290.120.2932.8All Vehicles 1092 1.9 1092 1.9 0.363 6.1 LOS A 2.2 56.3 0.38 0.21 0.38 32.6Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 3:13:18 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & 17th PM Phase 1 (Site Folder: Phase 1 (2026))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: Canter Avenue3L2All MCs360.0360.00.0915.5LOS A0.49.30.550.450.5531.88T1All MCs10.010.00.0915.5LOS A0.49.30.550.450.5532.518 R2All MCs35 0.0 35 0.0 0.091 5.5 LOS A 0.4 9.3 0.55 0.45 0.55 32.2Approach720.0720.00.0915.5LOS A0.49.30.550.450.5532.0East: Graf Street1L2All MCs600.0600.00.4087.6LOS A2.459.60.530.330.5331.56T1All MCs2453.02453.00.4087.9LOS A2.459.60.530.330.5332.016 R2All MCs121 0.0 121 0.0 0.408 7.6 LOS A 2.4 59.6 0.53 0.33 0.53 31.9Approach4251.74251.70.4087.8LOS A2.459.60.530.330.5331.9North: RoadName7L2All MCs1150.01150.00.2456.1LOS A1.229.40.510.360.5131.44T1All MCs10.010.00.2456.1LOS A1.229.40.510.360.5131.914 R2All MCs121 0.0 121 0.0 0.245 6.1 LOS A 1.2 29.4 0.51 0.36 0.51 31.6Approach2370.02370.00.2456.1LOS A1.229.40.510.360.5131.5West: Graf Street5L2All MCs2180.02180.00.4317.5LOS A2.768.60.470.260.4731.12T1All MCs2123.02123.00.4317.7LOS A2.768.60.470.260.4731.612 R2All MCs60 0.0 60 0.0 0.431 7.5 LOS A 2.7 68.6 0.47 0.26 0.47 31.4Approach4901.34901.30.4317.6LOS A2.768.60.470.260.4731.4All Vehicles 1224 1.1 1224 1.1 0.431 7.2 LOS A 2.7 68.6 0.50 0.32 0.50 31.6Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 3:13:23 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 38.6D5 33.4C5 WB 29.0C 12 35.8D 27 NB 68.7E 24 33.9C 11 SB 33.9C 26 36.4D 26 Intersection 47.3D --35.3D -- EB 154.5F 37 214.9F 36 WB 123.7F 29 317.7F 45 NB 56.3E 21 43.1D 16 SB 22.1C7 121.7F 26 Intersection 106.6F --196.2F -- EB 39.7D 22 122.9F 51 WB 69.1E 31 36.3D 26 NB 44.8D 30 44.6D 19 SB 27.3C 11 78.9E 31 Intersection 47.9D --76.6E -- EB 175.0F 19 199.6F 18 WB 16.2B5 17.9B6 NB 22.6C8 40.4D5 SB 24.2C5 30.0C 21 Intersection 63.2E --71.3E -- EB 36.8D 11 26.1C5 WB 27.2C 16 24.6C 11 NB 39.0D 13 22.7C7 SB 25.0C8 14.8B7 Intersection 31.8C --20.3C -- EB 7.9A4 6.8A3 WB 13.2B6 6.2A2 NB 9.2A3 5.2A1 SB 6.7A1 7.1A2 Intersection 9.8A --6.5A -- EB 9.3A4 5.7A2 WB 11.8B7 6.2A2 NB 7.7A2 5.7A2 Intersection 10.0B --5.9A -- EB 34.5D 10 16.8C5 NB 13.0B2 10.1B1 SB 14.8B4 12.8B4 Intersection 24.0C --14.2B -- WB 32.4D5 19.2C2 NB 0.0A0 0.0A0 SB 1.4A1 1.8A1 Intersection 6.4A --3.2A -- EB 24.5C1 28.4D1 WB 16.6C1 16.3C2 NB 0.0A0 0.1A0 SB 1.4A1 1.1A1 Intersection 2.6A --2.9A -- WB 16.6C2 14.7B2 NB 0.0A0 0.0A0 SB 2.7A1 2.0A1 Intersection 3.9A --3.2A -- EB 4.6A1 3.3A1 WB 0.0A0 0.0A0 SB 13.2B1 10.6B1 Intersection 4.8A --4.3A -- EB 9.2A5 11.1B6 WB 9.3A5 11.8B7 NB 7.8A1 7.4A1 SB 7.6A1 9.5A3 Intersection 8.9A --10.8B -- EB 0.2A0 0.3A0 WB 0.0A0 0.0A0 SB 19.6C1 15.9C1 Intersection 0.9A --0.5A -- WB 12.7B1 10.6B1 NB 0.0A0 0.0A0 SB 0.0A0 0.0A0 Intersection 0.4A --0.4A -- Intersection Control One-Way Stop-Control (WB) South 19th Avenue & Staudaher Street One-Way Stop-Control (WB) South 19th Avenue & Goldenstein Lane Intersection Control One-Way Stop-Control (SB) Goldenstein Lane & South 3rd Avenue Intersection Control Roundabout Graf Street & South 17th Avenue Intersection Control One-Way Stop-Control (SB) Graf Street & South 15th Avenue Blackwood Road & South 19th Avenue Intersection Control 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 Two-Way Stop-Control (EB/WB) South 11th Avenue & Graf Street 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 19th Avenue & Kagy Boulevard Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Signalized Intersection Control Signalized Intersection Approach Future (2039) AM Peak PM Peak HCM 7th TWSC1: S 19th Ave & Blackwood Rd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 34 0 11 14 0 51 2 561 14 49 248 22Future Vol, veh/h 34 0 11 14 0 51 2 561 14 49 248 22Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - 200 - 0Veh 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 92Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 2 2 0Mvmt Flow 37 0 12 15 0 55 2 610 15 53 270 24Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 990 1005 270 998 1022 617 293 0 0 625 0 0 Stage 1 376 376 - 622 622 - - - - - - - Stage 2 614 629 - 376 400 - - - - - - -Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.12 - -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 - - 2.218 - -Pot Cap-1 Maneuver 227 243 774 225 238 493 1280 - - 956 - - Stage 1 649 620 - 478 482 - - - - - - - Stage 2 483 478 - 649 605 - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 190 229 774 208 224 493 1280 - - 956 - -Mov Cap-2 Maneuver 190 229 - 208 224 - - - - - - - Stage 1 613 585 - 477 481 - - - - - - - Stage 2 427 477 - 604 571 - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v24.52 16.59 0.03 1.38HCM LOS C CMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 6 - - 233 381 956 - -HCM Lane V/C Ratio 0.002 - - 0.21 0.185 0.056 - -HCM Control Delay (s/veh) 7.8 0 - 24.5 16.6 9 - -HCM Lane LOS A A - C C A - -HCM 95th %tile Q(veh) 0 - - 0.8 0.7 0.2 - - Queues3: S 19th Ave & W Graf St02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 158 147 84 502 21 688 297 282v/c Ratio 0.81 0.20 0.17 0.68 0.05 0.76 0.77 0.20Control Delay (s/veh) 62.5 22.6 23.4 23.5 14.2 40.4 31.8 18.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 62.5 22.6 23.4 23.5 14.2 40.4 31.8 18.2Queue Length 50th (ft) 90 60 34 176 7 215 119 52Queue Length 95th (ft) #260 131 85 383 19 303 199 93Internal Link Dist (ft) 1197 513 2605 785Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 194 724 482 729 670 1333 502 1396Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.81 0.20 0.17 0.69 0.03 0.52 0.59 0.20Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 145 131 5 77 91 371 19 495 138 273 217 42Future Volume (veh/h) 145 131 5 77 91 371 19 495 138 273 217 42Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1723 1750 1736 1723 1723 1723 1614Adj Flow Rate, veh/h 158 142 5 84 99 403 21 538 150 297 236 46Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 2 0 1 2 2 2 10Cap, veh/h 216 736 26 558 132 537 394 653 181 365 1059 203Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.02 0.26 0.260.15 0.39 0.39Sat Flow, veh/h 882 1680 59 1260 302 1228 1667 2550 708 1641 2740 525Grp Volume(v), veh/h 158 0 147 84 0 502 21 347 341 297 139 143Grp Sat Flow(s),veh/h/ln 882 0 1739 1260 0 1529 1667 1650 1609 1641 1637 1628Q Serve(g_s), s 16.3 0.0 5.2 4.4 0.0 27.6 0.9 19.9 20.1 12.7 5.7 5.9Cycle Q Clear(g_c), s 43.9 0.0 5.2 9.6 0.0 27.6 0.9 19.9 20.1 12.7 5.7 5.9Prop In Lane 1.00 0.03 1.00 0.80 1.00 0.44 1.00 0.32Lane Grp Cap(c), veh/h 216 0 762 558 0 669 394 422 412 365 633629V/C Ratio(X) 0.73 0.00 0.19 0.15 0.00 0.75 0.05 0.82 0.83 0.81 0.22 0.23Avail Cap(c_a), veh/h 216 0 762 558 0 669 806 719 701 556 713 710HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 42.7 0.0 17.3 20.3 0.0 23.6 26.5 35.2 35.2 23.4 20.6 20.7Incr Delay (d2), s/veh 12.1 0.0 0.1 0.1 0.0 4.7 0.1 4.1 4.3 5.5 0.2 0.2Initial 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 4.6 0.0 2.0 1.3 0.0 10.4 0.3 7.8 7.7 4.9 2.0 2.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 54.8 0.0 17.4 20.4 0.0 28.3 26.5 39.239.5 28.9 20.8 20.9LnGrp LOS D B C C C D D C C CApproach Vol, veh/h 305 586 709 579Approach Delay, s/veh 36.8 27.2 39.0 25.0Approach LOS D C D CTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 18.3 32.0 50.0 5.2 45.1 50.0Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 14.7 22.1 45.9 2.9 7.9 29.6Green Ext Time (p_c), s 0.7 3.6 0.0 0.0 1.4 3.3Intersection SummaryHCM 7th Control Delay, s/veh 31.8HCM 7th LOS C HCM 7th AWSC5: Wagonwheel Rd & W Graf St02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 4IntersectionIntersection Delay, s/veh 24Intersection LOS CMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 476 26 52 132 47 304Future Vol, veh/h 476 26 52 132 47 304Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 1 0 0 1 0 3Mvmt Flow 517 28 57 143 51 330Number of Lanes 1 0 0 1 1 1Approach EB NB SBOpposing Approach SB NBOpposing Lanes 0 2 1Conflicting Approach Left SB EBConflicting Lanes Left 2 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay, s/veh34.5 13 14.8HCM LOS D B BLane NBLn1EBLn1SBLn1SBLn2Vol Left, % 28% 95% 0% 0%Vol Thru, % 72% 0% 100% 0%Vol Right, % 0% 5% 0% 100%Sign Control Stop Stop Stop StopTraffic Vol by Lane 184 502 47 304LT Vol 52 476 0 0Through Vol 132 0 47 0RT Vol 0 26 0 304Lane Flow Rate 200 546 51 330Geometry Grp 4a 2 5 5Degree of Util (X) 0.355 0.864 0.093 0.541Departure Headway (Hd) 6.396 5.703 6.553 5.891Convergence, Y/N Yes Yes Yes YesCap 558 633 544 608Service Time 4.481 3.757 4.328 3.666HCM Lane V/C Ratio 0.358 0.863 0.094 0.543HCM Control Delay, s/veh 13 34.5 10 15.5HCM Lane LOS B D A CHCM 95th-tile Q 1.6 9.9 0.3 3.2 Queues6: S 19th Ave & Stucky Rd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 5Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 553 317 29 272 214 954 82 423 404v/c Ratio 1.49 0.48 0.08 0.42 0.68 0.68 0.50 0.58 0.46Control Delay (s/veh) 257.8 12.6 13.6 12.8 27.4 16.5 21.5 14.0 2.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 257.8 12.6 13.6 12.8 27.4 16.5 21.5 14.0 2.5Queue Length 50th (ft) ~282 53 6 49 61 141 21 169 5Queue Length 95th (ft) #461 122 22 109 #153 190 m31 101 15Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 370 658 334 640 328 1464 170 757 891Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.49 0.48 0.09 0.43 0.65 0.65 0.48 0.56 0.45Intersection 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.m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 509 139 153 27 97 154 197 843 35 75 389372Future Volume (veh/h) 509 139 153 27 97 154 197 843 35 75 389 372Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1723 1750 1750 1695 1750Adj Flow Rate, veh/h 553 151 166 29 105 167 214 916 38 82 423 404Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 3 0 0 0 2 2 0 0 4 0Cap, veh/h 368 270 297 331 216 343 265 1441 60 257 763 667Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.450.15 0.15 0.15Sat Flow, veh/h 1125 762 837 1079 608 968 663 3202 133 598 1695 1483Grp Volume(v), veh/h 553 0 317 29 0 272 214 468 486 82 423 404Grp Sat Flow(s),veh/h/ln 1125 0 1599 1079 0 1576 663 1637 1699 598 1695 1483Q Serve(g_s), s 13.2 0.0 9.6 1.3 0.0 8.1 13.1 13.2 13.2 8.0 13.9 15.3Cycle Q Clear(g_c), s 21.3 0.0 9.6 10.9 0.0 8.1 27.0 13.2 13.2 21.2 13.9 15.3Prop In Lane 1.00 0.52 1.00 0.61 1.00 0.08 1.00 1.00Lane Grp Cap(c), veh/h 368 0 568 331 0 559 265 736 764 257 763667V/C Ratio(X) 1.50 0.00 0.56 0.09 0.00 0.49 0.81 0.64 0.64 0.32 0.55 0.61Avail Cap(c_a), veh/h 368 0 568 331 0 559 265 736 764 257 763 667HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89Uniform Delay (d), s/veh 25.5 0.0 15.6 20.0 0.0 15.1 25.6 12.7 12.7 29.5 20.0 20.6Incr Delay (d2), s/veh 240.1 0.0 1.2 0.1 0.0 0.7 22.7 4.2 4.0 2.9 2.6 3.6Initial 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 29.4 0.0 3.1 0.3 0.0 2.7 4.4 4.4 4.5 1.4 6.3 6.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 265.6 0.0 16.8 20.1 0.0 15.7 48.2 16.9 16.7 32.4 22.5 24.2LnGrp LOS F B C B D B B C C CApproach Vol, veh/h 870 301 1168 909Approach Delay, s/veh 175.0 16.2 22.6 24.2Approach LOS F B C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 27.0 21.3 27.0 21.3Max Q Clear Time (g_c+I1), s 29.0 23.3 23.2 12.9Green Ext Time (p_c), s 0.0 0.0 1.7 1.1Intersection SummaryHCM 7th Control Delay, s/veh 63.2HCM 7th LOS E HCM 7th TWSC13: S 19th Ave & Goldenstein Ln02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 7IntersectionInt Delay, s/veh 3.9Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 37 147 426 98 78 178Future Vol, veh/h 37 147 426 98 78 178Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - 500 680 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 1 1 0 3 2Mvmt Flow 40 160 463 107 85 193Major/Minor Minor1 Major1 Major2Conflicting Flow All 826 463 0 0 570 0 Stage 1 463 - - - - - Stage 2 363 - - - - -Critical Hdwy 6.4 6.21 - - 4.13 -Critical Hdwy Stg 1 5.4 - - - - -Critical Hdwy Stg 2 5.4 - - - - -Follow-up Hdwy 3.5 3.309 - - 2.227 -Pot Cap-1 Maneuver 345 601 - - 998 - Stage 1 638 - - - - - Stage 2 708 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 315 601 - - 998 -Mov Cap-2 Maneuver 315 - - - - - Stage 1 638 - - - - - Stage 2 648 - - - - -Approach WB NB SBHCM Control Delay, s/v 16.6 0 2.72HCM LOS CMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 508 998 -HCM Lane V/C Ratio - - 0.393 0.085 -HCM Control Delay (s/veh) - - 16.6 8.9 -HCM Lane LOS - - C A -HCM 95th %tile Q(veh) - - 1.9 0.3 - HCM 7th TWSC15: Goldenstein Ln & S 3rd Ave02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 8IntersectionInt Delay, s/veh 4.8Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 134 103 141 90 56 79Future Vol, veh/h 134 103 141 90 56 79Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 1 0 0 0 0 2Mvmt Flow 146 112 153 98 61 86Major/Minor Major1 Major2 Minor2Conflicting Flow All 251 0 - 0 605 202 Stage 1 - - - - 202 - Stage 2 - - - - 403 -Critical Hdwy 4.11 - - - 6.4 6.22Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.209 - - - 3.5 3.318Pot Cap-1 Maneuver 1320 - - - 464 839 Stage 1 - - - - 837 - Stage 2 - - - - 679 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1320 - - - 409 839Mov Cap-2 Maneuver - - - - 409 - Stage 1 - - - - 738 - Stage 2 - - - - 679 -Approach EB WB SBHCM Control Delay, s/v 4.56 0 13.21HCM LOS BMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 1018 - - - 584HCM Lane V/C Ratio 0.11 - - - 0.251HCM Control Delay (s/veh) 8.1 0 - - 13.2HCM Lane LOS A A - - BHCM 95th %tile Q(veh) 0.4 - - - 1 HCM 7th TWSC24: S 19th Ave & Staudaher St02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 9IntersectionInt Delay, s/veh 0.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 50 890 22 0 476Future Vol, veh/h 0 50 890 22 0 476Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 2 0 0 2Mvmt Flow 0 54 967 24 0 517Major/Minor Minor1 Major1 Major2Conflicting Flow All - 496 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - 6.9 - - - -Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - 3.3 - - - -Pot Cap-1 Maneuver 0 525 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - 525 - - - -Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach WB NB SBHCM Control Delay, s/v12.65 0 0HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBTCapacity (veh/h) - - 525 -HCM Lane V/C Ratio - - 0.104 -HCM Control Delay (s/veh) - - 12.6 -HCM Lane LOS - - B -HCM 95th %tile Q(veh) - - 0.3 - HCM 7th TWSC26: W Graf St & S 15th Ave02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 10IntersectionInt Delay, s/veh 0.9Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 15 518 508 17 24 20Future Vol, veh/h 15 518 508 17 24 20Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 2 2 0 0 0Mvmt Flow 16 563 552 18 26 22Major/Minor Major1 Major2 Minor2Conflicting Flow All 571 0 - 0 1157 561 Stage 1 - - - - 561 - Stage 2 - - - - 596 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1012 - - - 219 531 Stage 1 - - - - 575 - Stage 2 - - - - 554 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1012 - - - 214 531Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 561 - Stage 2 - - - - 554 -Approach EB WB SBHCM Control Delay, s/v 0.24 0 19.64HCM LOS CMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 51 - - - 294HCM Lane V/C Ratio 0.016 - - - 0.163HCM Control Delay (s/veh) 8.6 0 - - 19.6HCM Lane LOS A A - - CHCM 95th %tile Q(veh) 0 - - - 0.6 Queues27: S 19th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 11Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 103 96 45 234 85 407 52 1070 391 628 634v/c Ratio 0.38 0.24 0.11 0.86 0.21 0.43 0.16 1.07 0.56 0.95 0.31Control Delay (s/veh) 42.1 37.8 0.8 73.2 37.2 11.8 13.3 83.5 9.2 56.5 12.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 42.1 37.8 0.8 73.2 37.2 11.8 13.3 83.5 9.2 56.5 12.4Queue Length 50th (ft) 67 60 0 173 53 119 13 ~580 32 393 121Queue Length 95th (ft) 117 104 3 #282 94 171 m17 m#580 m55 #650 176Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 318 472 467 320 472 968 374 991 691 698 1994Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.32 0.20 0.10 0.73 0.18 0.42 0.14 1.08 0.57 0.90 0.32Intersection 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.m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 95 88 41 215 78 374 48 984 360 578 533 51Future Volume (veh/h) 95 88 41 215 78 374 48 984 360 578 533 51Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1736 1750 1736 1736 1750 1723 1695Adj Flow Rate, veh/h 103 96 45 234 85 407 52 1070 391 628 579 55Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 1 0 1 1 0 2 4Cap, veh/h 325 426 361 323 426 882 349 950 424 654 1842 175Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.07 0.58 0.580.36 0.61 0.61Sat Flow, veh/h 1292 1750 1483 1320 1750 1471 1667 3299 14711667 3021 286Grp Volume(v), veh/h 103 96 45 234 85 407 52 1070 391 628 313 321Grp Sat Flow(s),veh/h/ln 1292 1750 1483 1320 1750 1471 1667 1650 1471 1667 1637 1671Q Serve(g_s), s 8.3 5.3 2.8 20.7 4.6 18.4 2.6 34.5 28.9 39.8 11.1 11.1Cycle Q Clear(g_c), s 12.9 5.3 2.8 26.0 4.6 18.4 2.6 34.5 28.9 39.8 11.1 11.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17Lane Grp Cap(c), veh/h 325 426 361 323 426 882 349 950 424 654 998 1019V/C Ratio(X) 0.32 0.23 0.12 0.72 0.20 0.46 0.15 1.13 0.92 0.96 0.31 0.31Avail Cap(c_a), veh/h 359 473 400 358 473 921 445 950 424 699998 1019HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.14 0.14 0.14 1.00 1.00 1.00Uniform Delay (d), s/veh 41.2 36.3 35.4 46.7 36.1 13.3 27.4 25.5 24.3 31.9 11.3 11.3Incr Delay (d2), s/veh 0.6 0.3 0.2 6.3 0.2 0.4 0.0 59.3 6.1 24.0 0.8 0.8Initial 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 2.3 1.0 7.3 2.0 5.8 1.0 16.2 6.9 21.4 4.0 4.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 41.8 36.6 35.6 53.0 36.3 13.7 27.5 84.8 30.3 55.9 12.1 12.1LnGrp LOS D D D D D B C F C E B BApproach Vol, veh/h 244 726 1513 1262Approach Delay, s/veh 38.6 29.0 68.7 33.9Approach LOS D C E CTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 46.7 39.4 33.8 8.1 78.1 33.8Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4Max Q Clear Time (g_c+I1), s 41.8 36.5 14.9 4.6 13.1 28.0Green Ext Time (p_c), s 1.0 0.0 0.9 0.0 4.0 1.3Intersection SummaryHCM 7th Control Delay, s/veh 47.3HCM 7th LOS D Queues33: S 11th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 13Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 118 835 49 687 93 511 118 213v/c Ratio 0.48 1.30 0.22 1.19 0.20 0.96 0.47 0.38Control Delay (s/veh) 20.6 173.9 15.3 131.3 15.5 62.8 21.225.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 20.6 173.9 15.3 131.3 15.5 62.8 21.2 25.4Queue Length 50th (ft) 36 ~654 14 ~498 29 ~306 38 90Queue Length 95th (ft) 69 #904 34 #714 58 #502 71 156Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 257 641 260 577 472 529 258 547Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.46 1.30 0.19 1.19 0.20 0.97 0.46 0.39Intersection 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 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 109 712 56 45 514 118 86 345 125 109 163 33Future Volume (veh/h) 109 712 56 45 514 118 86 345 125 109 16333Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.95 0.88 1.00 0.91Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1709 1736 1750 1736 1709 1750Adj Flow Rate, veh/h 118 774 61 49 559 128 93 375 136 118 177 36Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 0 1 0 3 1 0 1 3 0Cap, veh/h 194 594 47 141 468 107 437 380 138 204 456 93Arrive On Green 0.06 0.37 0.37 0.03 0.34 0.34 0.06 0.33 0.330.07 0.34 0.34Sat Flow, veh/h 1667 1588 125 1667 1366 313 1628 1168 424 1654 1351 275Grp Volume(v), veh/h 118 0 835 49 0 687 93 0 511 118 0 213Grp Sat Flow(s),veh/h/ln 1667 0 1713 1667 0 1678 1628 0 15911654 0 1626Q Serve(g_s), s 3.6 0.0 31.0 1.6 0.0 28.4 3.1 0.0 26.4 3.9 0.08.3Cycle Q Clear(g_c), s 3.6 0.0 31.0 1.6 0.0 28.4 3.1 0.0 26.43.9 0.0 8.3Prop In Lane 1.00 0.07 1.00 0.19 1.00 0.27 1.00 0.17Lane Grp Cap(c), veh/h 194 0 641 141 0 575 437 0 518 204 0 549V/C Ratio(X) 0.61 0.00 1.30 0.35 0.00 1.19 0.21 0.00 0.99 0.58 0.00 0.39Avail Cap(c_a), veh/h 268 0 641 268 0 575 524 0 518 273 0 549HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 20.1 0.0 25.9 21.5 0.0 27.2 17.2 0.0 27.7 20.8 0.0 20.9Incr Delay (d2), s/veh 3.1 0.0 147.2 1.5 0.0 103.7 0.2 0.0 35.7 2.6 0.0 0.4Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 0.0 37.8 0.6 0.0 27.1 1.2 0.0 14.8 1.6 0.0 3.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 23.2 0.0 173.1 23.0 0.0 130.9 17.4 0.0 63.4 23.4 0.0 21.4LnGrp LOS C F C F B E C CApproach Vol, veh/h 953 736 604 331Approach Delay, s/veh 154.5 123.7 56.3 22.1Approach LOS F F E CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.7 36.6 7.6 33.0 8.3 34.0 8.5 32.0Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 3.6 33.0 5.1 10.3 5.6 30.4 5.9 28.4Green Ext Time (p_c), s 0.0 0.0 0.1 1.1 0.1 0.0 0.1 0.0Intersection SummaryHCM 7th Control Delay, s/veh 106.6HCM 7th LOS F Queues36: W Kagy Blvd & S Willson Ave02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 15Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 105 425 45 193 595 61 127 524 335 167 271v/c Ratio 0.49 0.85 0.07 0.58 1.05 0.11 0.27 1.04 0.68 0.60 0.50Control Delay (s/veh) 27.4 56.8 5.6 26.1 92.1 6.6 19.7 94.234.1 30.7 34.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 27.4 56.8 5.6 26.1 92.1 6.6 19.7 94.2 34.1 30.7 34.4Queue Length 50th (ft) 42 292 0 82 ~480 0 51 ~415 152 69 148Queue Length 95th (ft) 86 #548 22 143 #772 28 98 #731 299 145264Internal Link Dist (ft) 2702 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160Base Capacity (vph) 569 500 963 587 563 515 679 500 492 567 533Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.18 0.85 0.05 0.33 1.06 0.12 0.19 1.05 0.68 0.29 0.51Intersection 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 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 97 391 41 178 547 56 117 482 308 154 153 97Future Volume (veh/h) 97 391 41 178 547 56 117 482 308 154 15397Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1736 1736 1709 1750 1736 1723 1750 1736 1750Adj Flow Rate, veh/h 105 425 45 193 595 0 127 524 335 167 166 105Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 1 1 3 0 1 2 0 1 0Cap, veh/h 176 501 531 298 570 422 557 467 244 336 213Arrive On Green 0.06 0.29 0.29 0.10 0.33 0.00 0.07 0.32 0.320.09 0.34 0.34Sat Flow, veh/h 1667 1736 1473 1654 1736 1448 1667 1736 14551667 993 628Grp Volume(v), veh/h 105 425 45 193 595 0 127 524 335 167 0 271Grp Sat Flow(s),veh/h/ln 1667 1736 1473 1654 1736 1448 1667 1736 1455 1667 0 1621Q Serve(g_s), s 4.4 23.2 2.0 7.8 33.0 0.0 5.0 29.5 20.4 6.5 0.0 13.3Cycle Q Clear(g_c), s 4.4 23.2 2.0 7.8 33.0 0.0 5.0 29.5 20.4 6.5 0.0 13.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39Lane Grp Cap(c), veh/h 176 501 531 298 570 422 557 467 244 0 549V/C Ratio(X) 0.60 0.85 0.08 0.65 1.04 0.30 0.94 0.72 0.68 0.00 0.49Avail Cap(c_a), veh/h 686 570 590 737 570 917 570 478 710 0 549HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 26.7 33.7 21.2 23.7 33.7 0.0 20.833.2 30.1 24.2 0.0 26.4Incr Delay (d2), s/veh 3.2 10.4 0.1 2.4 49.4 0.0 0.4 23.6 5.0 3.4 0.0 0.7Initial 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 10.9 0.7 3.1 21.1 0.0 2.0 15.97.7 2.7 0.0 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 29.9 44.1 21.3 26.0 83.1 0.0 21.2 56.7 35.1 27.5 0.0 27.1LnGrp LOS C D C C F C E D C CApproach Vol, veh/h 575 788 986 438Approach Delay, s/veh 39.7 69.1 44.8 27.3Approach LOS D E D CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 13.3 36.0 10.2 41.0 9.3 40.0 11.939.3Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.037.0 33.0Max Q Clear Time (g_c+I1), s 9.8 25.2 7.0 15.3 6.4 35.0 8.5 31.5Green Ext Time (p_c), s 0.5 1.6 0.3 1.6 0.3 0.0 0.5 0.8Intersection SummaryHCM 7th Control Delay, s/veh 47.9HCM 7th LOS DNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave02/22/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 6.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 57 164 587 32 53 293Future Vol, veh/h 57 164 587 32 53 293Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 3 0 1 0 0 3Mvmt Flow 62 178 638 35 58 318Major/Minor Minor1 Major1 Major2Conflicting Flow All 1089 655 0 0 673 0 Stage 1 655 - - - - - Stage 2 434 - - - - -Critical Hdwy 6.43 6.2 - - 4.1 -Critical Hdwy Stg 1 5.43 - - - - -Critical Hdwy Stg 2 5.43 - - - - -Follow-up Hdwy 3.527 3.3 - - 2.2 -Pot Cap-1 Maneuver 237 469 - - 928 - Stage 1 515 - - - - - Stage 2 651 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 219 469 - - 928 -Mov Cap-2 Maneuver 219 - - - - - Stage 1 515 - - - - - Stage 2 602 - - - - -Approach WB NB SBHCM Control Delay, s/v32.37 0 1.4HCM LOS DMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 363 276 -HCM Lane V/C Ratio - - 0.662 0.062 -HCM Control Delay (s/veh) - - 32.4 9.1 0HCM Lane LOS - - D A AHCM 95th %tile Q(veh) - - 4.5 0.2 - HCM 7th TWSC1: S 19th Ave & Blackwood Rd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2.9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 19 0 3 20 3 89 5 343 21 75 462 37Future Vol, veh/h 19 0 3 20 3 89 5 343 21 75 462 37Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - 200 - 0Veh 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 92Heavy Vehicles, % 0 0 33 0 0 0 0 1 0 0 0 0Mvmt Flow 21 0 3 22 3 97 5 373 23 82 502 40Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1051 1072 502 1060 1101 384 542 0 0 396 00 Stage 1 665 665 - 395 395 - - - - - - - Stage 2 385 407 - 665 705 - - - - - - -Critical Hdwy 7.1 6.5 6.53 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 3.597 3.5 4 3.3 2.2 - - 2.2 - -Pot Cap-1 Maneuver 207 222 512 204 214 668 1037 - - 1174 - - Stage 1 452 461 - 634 608 - - - - - - - Stage 2 642 601 - 452 442 - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 161 206 512 187 198 668 1037 - - 1174 - -Mov Cap-2 Maneuver 161 206 - 187 198 - - - - - - - Stage 1 421 429 - 630 604 - - - - - - - Stage 2 542 597 - 418 411 - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v28.41 16.33 0.12 1.08HCM LOS D CMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 24 - - 178 439 1174 - -HCM Lane V/C Ratio 0.005 - - 0.135 0.278 0.069 - -HCM Control Delay (s/veh) 8.5 0 - 28.4 16.3 8.3 - -HCM Lane LOS A A - D C A - -HCM 95th %tile Q(veh) 0 - - 0.5 1.1 0.2 - - Queues3: S 19th Ave & W Graf St02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 109 148 168 370 12 417 333 533v/c Ratio 0.70 0.30 0.51 0.75 0.02 0.39 0.52 0.30Control Delay (s/veh) 52.0 23.1 30.4 33.3 10.6 23.8 12.4 11.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 52.0 23.1 30.4 33.3 10.6 23.8 12.4 11.8Queue Length 50th (ft) 47 52 68 140 2 76 74 62Queue Length 95th (ft) 121 112 144 271 11 165 171 154Internal Link Dist (ft) 1197 531 2605 795Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 309 969 656 930 776 1817 773 1846Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.35 0.15 0.26 0.40 0.02 0.23 0.43 0.29Intersection Summary HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 100 113 23 155 155 186 11 312 72 306 379 111Future Volume (veh/h) 100 113 23 155 155 186 11 312 72 306 379111Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750Adj Flow Rate, veh/h 109 123 25 168 168 202 12 339 78 333 412 121Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 0 0 0 0 0 0 1 0 0 0 0Cap, veh/h 233 482 98 440 247 297 386 822 187 560 1154 336Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.31 0.310.16 0.45 0.45Sat Flow, veh/h 1012 1411 287 1259 723 870 1667 2670 607 16672541 739Grp Volume(v), veh/h 109 0 148 168 0 370 12 208 209 333 268 265Grp Sat Flow(s),veh/h/ln 1012 0 1698 1259 0 1593 1667 1650 1627 1667 1663 1617Q Serve(g_s), s 8.4 0.0 5.1 9.0 0.0 16.2 0.4 8.1 8.3 10.3 8.5 8.7Cycle Q Clear(g_c), s 24.6 0.0 5.1 14.1 0.0 16.2 0.4 8.1 8.310.3 8.5 8.7Prop In Lane 1.00 0.17 1.00 0.55 1.00 0.37 1.00 0.46Lane Grp Cap(c), veh/h 233 0 580 440 0 544 386 508 501 560 755735V/C Ratio(X) 0.47 0.00 0.26 0.38 0.00 0.68 0.03 0.41 0.42 0.60 0.36 0.36Avail Cap(c_a), veh/h 434 0 918 691 0 862 916 888 876 846 895 870HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 33.5 0.0 19.3 24.4 0.0 22.9 18.8 22.2 22.3 14.0 14.4 14.5Incr Delay (d2), s/veh 1.5 0.0 0.2 0.5 0.0 1.5 0.0 0.5 0.6 1.0 0.3 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 0.0 1.9 2.7 0.0 6.0 0.1 2.8 2.93.2 2.7 2.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 34.9 0.0 19.5 24.9 0.0 24.4 18.8 22.822.9 15.0 14.7 14.8LnGrp LOS C B C C B C C B B BApproach Vol, veh/h 257 538 429 866Approach Delay, s/veh 26.1 24.6 22.7 14.8Approach LOS C C C BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 16.1 31.3 33.8 4.2 43.2 33.8Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 12.3 10.3 26.6 2.4 10.7 18.2Green Ext Time (p_c), s 0.8 2.2 1.1 0.0 2.9 3.1Intersection SummaryHCM 7th Control Delay, s/veh 20.3HCM 7th LOS C HCM 7th AWSC5: Wagonwheel Rd & W Graf St02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 4IntersectionIntersection Delay, s/veh14.2Intersection LOS BMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 330 51 32 53 101 343Future Vol, veh/h 330 51 32 53 101 343Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 359 55 35 58 110 373Number of Lanes 1 0 0 1 1 1Approach EB NB SBOpposing Approach SB NBOpposing Lanes 0 2 1Conflicting Approach Left SB EBConflicting Lanes Left 2 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay, s/veh16.8 10.1 12.8HCM LOS C B BLane NBLn1EBLn1SBLn1SBLn2Vol Left, % 38% 87% 0% 0%Vol Thru, % 62% 0% 100% 0%Vol Right, % 0% 13% 0% 100%Sign Control Stop Stop Stop StopTraffic Vol by Lane 85 381 101 343LT Vol 32 330 0 0Through Vol 53 0 101 0RT Vol 0 51 0 343Lane Flow Rate 92 414 110 373Geometry Grp 4a 2 5 5Degree of Util (X) 0.153 0.62 0.178 0.533Departure Headway (Hd) 5.946 5.39 5.852 5.143Convergence, Y/N Yes Yes Yes YesCap 602 671 614 701Service Time 3.986 3.417 3.581 2.872HCM Lane V/C Ratio 0.153 0.617 0.179 0.532HCM Control Delay, s/veh 10.1 16.8 9.9 13.6HCM Lane LOS B C A BHCM 95th-tile Q 0.5 4.3 0.6 3.2 Queues6: S 19th Ave & Stucky Rd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 5Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 513 322 71 330 138 583 210 797 527v/c Ratio 1.72 0.51 0.23 0.51 1.18 0.39 0.63 1.01 0.55Control Delay (s/veh) 362.2 15.3 16.1 14.2 168.9 11.6 18.252.1 3.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 362.2 15.3 16.1 14.2 168.9 11.6 18.2 52.1 3.1Queue Length 50th (ft) ~284 68 18 63 ~62 67 40 ~418 5Queue Length 95th (ft) #446 135 45 130 #119 102 m72 m#523 m1Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 297 626 306 635 116 1476 330 787 952Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.73 0.51 0.23 0.52 1.19 0.39 0.64 1.01 0.55Intersection 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.m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 472 171 125 65 151 153 127 497 40 193 733 485Future Volume (veh/h) 472 171 125 65 151 153 127 497 40 193 733 485Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736Adj Flow Rate, veh/h 513 186 136 71 164 166 138 540 43 210 797527Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 0 0 0 0 1 0 0 0 1Cap, veh/h 319 334 244 330 283 287 120 1393 111 402 788 662Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.450.60 0.60 0.60Sat Flow, veh/h 1058 939 687 1075 797 807 421 3096 246 845 1750 1471Grp Volume(v), veh/h 513 0 322 71 0 330 138 287 296 210 797 527Grp Sat Flow(s),veh/h/ln 1058 0 1626 1075 0 1605 421 1650 1692 845 1750 1471Q Serve(g_s), s 11.3 0.0 9.6 3.4 0.0 10.0 0.0 7.0 7.0 12.4 27.0 16.5Cycle Q Clear(g_c), s 21.3 0.0 9.6 13.0 0.0 10.0 27.0 7.0 7.0 19.4 27.0 16.5Prop In Lane 1.00 0.42 1.00 0.50 1.00 0.15 1.00 1.00Lane Grp Cap(c), veh/h 319 0 577 330 0 570 120 742 761 402 788662V/C Ratio(X) 1.61 0.00 0.56 0.21 0.00 0.58 1.15 0.39 0.39 0.52 1.01 0.80Avail Cap(c_a), veh/h 319 0 577 330 0 570 120 742 761 402 788 662HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71Uniform Delay (d), s/veh 26.5 0.0 15.6 20.8 0.0 15.7 30.0 11.0 11.0 13.4 12.0 9.9Incr Delay (d2), s/veh 287.9 0.0 1.2 0.3 0.0 1.5 128.1 1.5 1.5 3.4 30.0 7.0Initial 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 29.8 0.0 3.2 0.8 0.0 3.5 5.8 2.2 2.2 1.8 11.2 4.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 314.4 0.0 16.8 21.1 0.0 17.2 158.1 12.5 12.5 16.9 42.1 16.9LnGrp LOS F B C B F B B B F BApproach Vol, veh/h 835 401 721 1534Approach Delay, s/veh 199.6 17.9 40.4 30.0Approach LOS F B D CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 27.0 21.3 27.0 21.3Max Q Clear Time (g_c+I1), s 29.0 23.3 29.0 15.0Green Ext Time (p_c), s 0.0 0.0 0.0 1.2Intersection SummaryHCM 7th Control Delay, s/veh 71.3HCM 7th LOS E HCM 7th TWSC13: S 19th Ave & Goldenstein Ln02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 7IntersectionInt Delay, s/veh 3.2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 37 91 248 41 116 352Future Vol, veh/h 37 91 248 41 116 352Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - 500 680 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 1 3 0 1Mvmt Flow 40 99 270 45 126 383Major/Minor Minor1 Major1 Major2Conflicting Flow All 904 270 0 0 314 0 Stage 1 270 - - - - - Stage 2 635 - - - - -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 310 774 - - 1258 - Stage 1 780 - - - - - Stage 2 532 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 279 774 - - 1258 -Mov Cap-2 Maneuver 279 - - - - - Stage 1 780 - - - - - Stage 2 479 - - - - -Approach WB NB SBHCM Control Delay, s/v14.65 0 2.03HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 511 1258 -HCM Lane V/C Ratio - - 0.272 0.1 -HCM Control Delay (s/veh) - - 14.7 8.2 -HCM Lane LOS - - B A -HCM 95th %tile Q(veh) - - 1.1 0.3 - HCM 7th TWSC15: Goldenstein Ln & S 3rd Ave02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 8IntersectionInt Delay, s/veh 4.3Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 79 102 94 35 39 79Future Vol, veh/h 79 102 94 35 39 79Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 86 111 102 38 42 86Major/Minor Major1 Major2 Minor2Conflicting Flow All 140 0 - 0 404 121 Stage 1 - - - - 121 - Stage 2 - - - - 283 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1455 - - - 607 935 Stage 1 - - - - 909 - Stage 2 - - - - 770 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1455 - - - 568 935Mov Cap-2 Maneuver - - - - 568 - Stage 1 - - - - 852 - Stage 2 - - - - 770 -Approach EB WB SBHCM Control Delay, s/v 3.33 0 10.6HCM LOS BMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 786 - - - 771HCM Lane V/C Ratio 0.059 - - - 0.166HCM Control Delay (s/veh) 7.6 0 - - 10.6HCM Lane LOS A A - - BHCM 95th %tile Q(veh) 0.2 - - - 0.6 HCM 7th TWSC24: S 19th Ave & Staudaher St02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 9IntersectionInt Delay, s/veh 0.4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 56 522 24 0 733Future Vol, veh/h 0 56 522 24 0 733Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 2 0 0 2Mvmt Flow 0 61 567 26 0 797Major/Minor Minor1 Major1 Major2Conflicting Flow All - 297 0 0 - - Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - 6.9 - - - -Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - 3.3 - - - -Pot Cap-1 Maneuver 0 706 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - 706 - - - -Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach WB NB SBHCM Control Delay, s/v10.58 0 0HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1 SBTCapacity (veh/h) - - 706 -HCM Lane V/C Ratio - - 0.086 -HCM Control Delay (s/veh) - - 10.6 -HCM Lane LOS - - B -HCM 95th %tile Q(veh) - - 0.3 - HCM 7th TWSC26: W Graf St & S 15th Ave02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 10IntersectionInt Delay, s/veh 0.5Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 13 407 467 15 13 11Future Vol, veh/h 13 407 467 15 13 11Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 2 2 0 0 0Mvmt Flow 14 442 508 16 14 12Major/Minor Major1 Major2 Minor2Conflicting Flow All 524 0 - 0 986 516 Stage 1 - - - - 516 - Stage 2 - - - - 471 -Critical Hdwy 4.1 - - - 6.4 6.2Critical Hdwy Stg 1 - - - - 5.4 -Critical Hdwy Stg 2 - - - - 5.4 -Follow-up Hdwy 2.2 - - - 3.5 3.3Pot Cap-1 Maneuver 1053 - - - 277 563 Stage 1 - - - - 603 - Stage 2 - - - - 633 -Platoon blocked, % - - -Mov Cap-1 Maneuver 1053 - - - 272 563Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 593 - Stage 2 - - - - 633 -Approach EB WB SBHCM Control Delay, s/v 0.26 0 15.89HCM LOS CMinor Lane/Major Mvmt EBL EBT WBT WBRSBLn1Capacity (veh/h) 56 - - - 356HCM Lane V/C Ratio 0.013 - - - 0.073HCM Control Delay (s/veh) 8.5 0 - - 15.9HCM Lane LOS A A - - CHCM 95th %tile Q(veh) 0 - - - 0.2 Queues27: S 19th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 11Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 123 103 57 359 113 852 50 752 295 568 999v/c Ratio 0.32 0.18 0.10 0.94 0.20 0.84 0.22 0.92 0.50 0.97 0.58Control Delay (s/veh) 33.1 29.6 2.2 74.8 29.9 23.9 11.7 45.8 7.2 63.5 22.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 33.1 29.6 2.2 74.8 29.9 23.9 11.7 45.8 7.2 63.5 22.3Queue Length 50th (ft) 70 56 0 263 62 425 14 276 20 387 287Queue Length 95th (ft) 124 99 12 #447 108 665 m20 m258 m23 #628 367Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 394 589 560 398 589 1004 280 816 586 584 1722Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.31 0.17 0.10 0.90 0.19 0.85 0.18 0.92 0.50 0.97 0.58Intersection 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 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 113 95 52 330 104 784 46 692 271 523 893 26Future Volume (veh/h) 113 95 52 330 104 784 46 692 271 523 89326Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1736 1750 1736 1750 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 123 103 57 359 113 852 50 752 295 568 97128Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 1 0 1 0 1 1 1 1 0Cap, veh/h 232 589 499 425 589 956 253 785 350 587 1693 49Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.07 0.48 0.480.31 0.52 0.52Sat Flow, veh/h 591 1750 1483 1236 1750 1471 1667 3299 1471 1654 3274 94Grp Volume(v), veh/h 123 103 57 359 113 852 50 752 295 568 489510Grp Sat Flow(s),veh/h/ln 591 1750 1483 1236 1750 1471 16671650 1471 1654 1650 1719Q Serve(g_s), s 22.3 5.0 3.2 34.6 5.5 40.4 2.7 26.4 21.1 35.424.4 24.4Cycle Q Clear(g_c), s 27.8 5.0 3.2 39.6 5.5 40.4 2.7 26.4 21.1 35.4 24.4 24.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05Lane Grp Cap(c), veh/h 232 589 499 425 589 956 253 785 350 587 853 889V/C Ratio(X) 0.53 0.17 0.11 0.85 0.19 0.89 0.20 0.96 0.84 0.97 0.57 0.57Avail Cap(c_a), veh/h 232 589 499 425 589 956 349 785 350 594853 889HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00Uniform Delay (d), s/veh 38.1 28.1 27.5 42.0 28.2 17.5 31.7 30.9 29.5 31.9 19.9 19.9Incr Delay (d2), s/veh 2.3 0.1 0.1 14.5 0.2 10.5 0.0 3.9 2.428.6 2.8 2.7Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.4 2.1 1.1 12.0 2.3 20.1 1.0 7.9 5.5 20.4 9.5 9.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 40.4 28.2 27.6 56.5 28.4 28.0 31.7 34.8 31.9 60.5 22.7 22.6LnGrp LOS D C C E C C C C C E C CApproach Vol, veh/h 283 1324 1097 1567Approach Delay, s/veh 33.4 35.8 33.9 36.4Approach LOS C D C DTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 41.6 33.4 45.0 8.1 66.9 45.0Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4Max Q Clear Time (g_c+I1), s 37.4 28.4 29.8 4.7 26.4 42.4Green Ext Time (p_c), s 0.2 0.0 1.4 0.0 6.8 0.0Intersection SummaryHCM 7th Control Delay, s/veh 35.3HCM 7th LOS D Queues33: S 11th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 13Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 93 823 134 999 151 431 261 622v/c Ratio 0.40 1.49 0.56 1.70 0.61 0.86 0.90 1.22Control Delay (s/veh) 18.5 259.9 24.0 347.2 26.9 48.2 54.5148.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 18.5 259.9 24.0 347.2 26.9 48.2 54.5 148.2Queue Length 50th (ft) 28 ~665 42 ~869 50 222 93 ~437Queue Length 95th (ft) 55 #892 82 #1118 #92 #392 #219 #646Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 252 550 248 587 252 504 288 507Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.37 1.50 0.54 1.70 0.60 0.86 0.91 1.23Intersection 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 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 86 712 45 123 712 207 139 304 93 240 410 162Future Volume (veh/h) 86 712 45 123 712 207 139 304 93 240 410162Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.86 1.00 0.86Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1750 1750 1750 1750 1750 1750Adj Flow Rate, veh/h 93 774 49 134 774 225 151 330 101 261 446176Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0Cap, veh/h 174 537 34 205 451 131 224 363 111 296 360 142Arrive On Green 0.05 0.33 0.33 0.07 0.35 0.35 0.08 0.29 0.290.11 0.32 0.32Sat Flow, veh/h 1667 1615 102 1667 1283 373 1667 1231 377 1667 1138 449Grp Volume(v), veh/h 93 0 823 134 0 999 151 0 431 261 0 622Grp Sat Flow(s),veh/h/ln 1667 0 1717 1667 0 1656 1667 0 16081667 0 1586Q Serve(g_s), s 3.1 0.0 28.4 4.4 0.0 30.0 5.3 0.0 22.0 9.0 0.027.0Cycle Q Clear(g_c), s 3.1 0.0 28.4 4.4 0.0 30.0 5.3 0.0 22.09.0 0.0 27.0Prop In Lane 1.00 0.06 1.00 0.23 1.00 0.23 1.00 0.28Lane Grp Cap(c), veh/h 174 0 571 205 0 582 224 0 474 296 0 502V/C Ratio(X) 0.53 0.00 1.44 0.65 0.00 1.72 0.67 0.00 0.91 0.88 0.00 1.24Avail Cap(c_a), veh/h 260 0 571 260 0 582 260 0 509 296 0 502HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 21.7 0.0 28.5 20.9 0.0 27.7 21.8 0.0 29.0 21.9 0.0 29.2Incr Delay (d2), s/veh 2.5 0.0 208.0 3.9 0.0 329.4 5.5 0.0 19.6 25.3 0.0 123.8Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.2 0.0 43.9 1.8 0.0 64.3 2.3 0.0 10.9 5.6 0.0 27.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 24.3 0.0 236.4 24.8 0.0 357.0 27.3 0.0 48.6 47.3 0.0 152.9LnGrp LOS C F C F C D D FApproach Vol, veh/h 916 1133 582 883Approach Delay, s/veh 214.9 317.7 43.1 121.7Approach LOS F F D FTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 9.2 34.0 10.1 32.0 7.6 35.6 12.0 30.1Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 6.4 30.4 7.3 29.0 5.1 32.0 11.0 24.0Green Ext Time (p_c), s 0.1 0.0 0.1 0.0 0.1 0.0 0.0 0.8Intersection SummaryHCM 7th Control Delay, s/veh 196.2HCM 7th LOS F Queues36: W Kagy Blvd & S Willson Ave02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 15Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 216 668 110 287 428 228 88 313 196 266 542v/c Ratio 0.59 1.44 0.19 0.83 0.82 0.43 0.42 0.76 0.46 0.63 0.98Control Delay (s/veh) 28.1 248.2 15.9 54.1 58.5 18.7 28.6 61.0 26.4 29.9 76.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 28.1 248.2 15.9 54.1 58.5 18.7 28.6 61.0 26.4 29.9 76.7Queue Length 50th (ft) 103 ~754 26 176 330 53 40 239 65 136 428Queue Length 95th (ft) 187 #1253 83 321 #647 158 84 #466 170237 #768Internal Link Dist (ft) 2702 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160Base Capacity (vph) 574 461 890 524 518 525 535 457 461 569 551Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.38 1.45 0.12 0.55 0.83 0.43 0.16 0.68 0.43 0.47 0.98Intersection 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 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 199 615 101 264 394 210 81 288 180 245373 126Future Volume (veh/h) 199 615 101 264 394 210 81 288 180 245 373 126Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1736 1750 1750 1723 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 216 668 110 287 428 0 88 313 196 266 405 137Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 1 0 0 2 1 1 1 1 0Cap, veh/h 380 529 530 322 605 160 373 313 343 374 127Arrive On Green 0.11 0.30 0.30 0.15 0.35 0.00 0.06 0.21 0.210.14 0.30 0.30Sat Flow, veh/h 1654 1750 1473 1654 1750 1483 1641 1736 14581654 1239 419Grp Volume(v), veh/h 216 668 110 287 428 0 88 313 196 266 0 542Grp Sat Flow(s),veh/h/ln 1654 1750 1473 1654 1750 1483 1641 1736 1458 1654 0 1658Q Serve(g_s), s 9.6 33.0 5.6 14.1 23.1 0.0 4.5 18.8 13.3 13.00.0 33.0Cycle Q Clear(g_c), s 9.6 33.0 5.6 14.1 23.1 0.0 4.5 18.8 13.3 13.0 0.0 33.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25Lane Grp Cap(c), veh/h 380 529 530 322 605 160 373 313 343 0 501V/C Ratio(X) 0.57 1.26 0.21 0.89 0.71 0.55 0.84 0.63 0.78 0.00 1.08Avail Cap(c_a), veh/h 756 529 530 626 605 622 525 441 664 0 501HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 23.6 38.1 24.2 30.2 31.0 0.0 33.141.0 38.9 27.8 0.0 38.1Incr Delay (d2), s/veh 1.3 132.8 0.2 8.4 3.8 0.0 2.9 8.2 2.03.8 0.0 64.0Initial 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 3.8 33.2 0.0 5.2 10.1 0.0 1.9 8.9 5.0 5.5 0.0 22.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 24.9 170.9 24.4 38.6 34.8 0.0 36.0 49.3 40.9 31.6 0.0 102.1LnGrp LOS C F C D C D D D C FApproach Vol, veh/h 994 715 597 808Approach Delay, s/veh 122.9 36.3 44.6 78.9Approach LOS F D D ETimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 19.9 40.0 9.3 40.0 15.2 44.7 18.830.5Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.037.0 33.0Max Q Clear Time (g_c+I1), s 16.1 35.0 6.5 35.0 11.6 25.115.0 20.8Green Ext Time (p_c), s 0.8 0.0 0.2 0.0 0.6 1.5 0.8 2.1Intersection SummaryHCM 7th Control Delay, s/veh 76.6HCM 7th LOS ENotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave02/22/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 3.2Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 44 78 322 60 107 402Future Vol, veh/h 44 78 322 60 107 402Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 48 85 350 65 116 437Major/Minor Minor1 Major1 Major2Conflicting Flow All 1052 383 0 0 415 0 Stage 1 383 - - - - - Stage 2 670 - - - - -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 253 669 - - 1155 - Stage 1 694 - - - - - Stage 2 513 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 219 669 - - 1155 -Mov Cap-2 Maneuver 219 - - - - - Stage 1 694 - - - - - Stage 2 444 - - - - -Approach WB NB SBHCM Control Delay, s/v 19.2 0 1.78HCM LOS CMinor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h) - - 385 378 -HCM Lane V/C Ratio - - 0.345 0.101 -HCM Control Delay (s/veh) - - 19.2 8.5 0HCM Lane LOS - - C A AHCM 95th %tile Q(veh) - - 1.5 0.3 - MOVEMENT SUMMARYSite: 101 [Graf St & S 3rd Ave AM 2039 (Site Folder: Future (2039))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 3rd Ave3L2All MCs2100.82100.80.3767.6LOS A2.051.20.550.370.5530.718 R2All MCs159 3.0 159 3.0 0.376 7.8 LOS A 2.0 51.2 0.55 0.37 0.55 31.0Approach3681.73681.70.3767.7LOS A2.051.20.550.370.5530.8East: Graf St1L2All MCs3003.03003.00.63711.9LOS B7.0176.80.680.470.8129.46 T1All MCs393 1.0 393 1.0 0.637 11.7 LOS B 7.0 176.8 0.68 0.47 0.81 30.0Approach6931.96931.90.63711.8LOS B7.0176.80.680.470.8129.7West: Graf St2T1All MCs3003.03003.00.4829.5LOS A3.178.80.620.430.6531.912 R2All MCs173 0.0 173 0.0 0.482 9.1 LOS A 3.1 78.8 0.62 0.43 0.65 31.7Approach4731.94731.90.4829.3LOS A3.178.80.620.430.6531.8All Vehicles 1535 1.8 1535 1.8 0.637 10.0 LOS B 7.0 176.8 0.63 0.43 0.70 30.6Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 5:03:23 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & S 3rd Ave PM 2039 (Site Folder: Future (2039))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 3rd Ave3L2All MCs1950.01950.00.2675.7LOS A1.434.60.420.240.4231.418 R2All MCs103 0.0 103 0.0 0.267 5.7 LOS A 1.4 34.6 0.42 0.24 0.42 31.7Approach2980.02980.00.2675.7LOS A1.434.60.420.240.4231.5East: Graf St1L2All MCs980.0980.00.3156.2LOS A1.743.30.430.240.4332.16 T1All MCs259 0.0 259 0.0 0.315 6.2 LOS A 1.7 43.3 0.43 0.24 0.43 32.8Approach3570.03570.00.3156.2LOS A1.743.30.430.240.4332.6West: Graf St2T1All MCs2090.02090.00.3235.7LOS A1.947.20.310.130.3133.612 R2All MCs195 0.0 195 0.0 0.323 5.7 LOS A 1.9 47.2 0.31 0.13 0.31 33.4Approach4030.04030.00.3235.7LOS A1.947.20.310.130.3133.5All Vehicles 1058 0.0 1058 0.0 0.323 5.9 LOS A 1.9 47.2 0.38 0.20 0.38 32.6Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 5:03:29 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [S 11th Ave & Graf AM 2039 (Site Folder: Future (2039))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs1580.01580.00.4079.2LOS A2.357.00.660.550.7330.48T1All MCs1590.01590.00.4079.2LOS A2.357.00.660.550.7330.918 R2All MCs22 0.0 22 0.0 0.407 9.2 LOS A 2.3 57.0 0.66 0.55 0.73 30.7Approach3380.03380.00.4079.2LOS A2.357.00.660.550.7330.7East: Graf St1L2All MCs130.0130.00.61012.9LOS B6.0151.20.770.741.1729.76T1All MCs3492.03492.00.61013.2LOS B6.0151.20.770.741.1730.216 R2All MCs171 1.0 171 1.0 0.610 13.1 LOS B 6.0 151.2 0.77 0.74 1.17 30.0Approach5331.65331.60.61013.2LOS B6.0151.20.770.741.1730.1North: S 11th Ave7L2All MCs3310.03310.00.2008.0LOS A0.921.60.580.470.5831.74T1All MCs610.0610.00.2006.4LOS A0.921.60.580.470.5832.714 R2All MCs63 0.0 63 0.0 0.200 6.4 LOS A 0.9 21.6 0.58 0.47 0.58 32.4Approach1572.11572.10.2006.7LOS A0.921.60.580.470.5832.4West: Graf St5L2All MCs1100.01100.00.4857.8LOS A3.588.20.410.190.4131.52T1All MCs3452.03452.00.4858.0LOS A3.588.20.410.190.4132.112 R2All MCs137 0.0 137 0.0 0.485 7.8 LOS A 3.5 88.2 0.41 0.19 0.41 31.9Approach5911.25911.20.4857.9LOS A3.588.20.410.190.4132.0All Vehicles 1618 1.2 1618 1.2 0.610 9.8 LOS A 6.0 151.2 0.600.47 0.74 31.1Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 5:03:34 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [S 11th Ave & Graf PM 2039 (Site Folder: Future (2039))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs480.0480.00.1105.2LOS A0.511.60.510.400.5132.08T1All MCs390.0390.00.1105.2LOS A0.511.60.510.400.5132.618 R2All MCs9 0.0 9 0.0 0.110 5.2 LOS A 0.5 11.6 0.51 0.40 0.51 32.4Approach960.0960.00.1105.2LOS A0.511.60.510.400.5132.3East: Graf St1L2All MCs120.0120.00.3406.2LOS A2.049.20.390.200.3932.76T1All MCs3300.03300.00.3406.2LOS A2.049.20.390.200.3933.416 R2All MCs60 0.0 60 0.0 0.340 6.2 LOS A 2.0 49.2 0.39 0.20 0.39 33.1Approach4020.04020.00.3406.2LOS A2.049.20.390.200.3933.3North: S 11th Ave7L2All MCs820.0820.00.3087.1LOS A1.538.40.560.410.5631.64T1All MCs730.0730.00.3087.1LOS A1.538.40.560.410.5632.214 R2All MCs132 0.0 132 0.0 0.308 7.1 LOS A 1.5 38.4 0.56 0.41 0.56 32.0Approach2860.02860.00.3087.1LOS A1.538.40.560.410.5631.9West: Graf St5L2All MCs630.0630.00.3796.8LOS A2.357.00.430.230.4332.22T1All MCs3080.03080.00.3796.8LOS A2.357.00.430.230.4332.812 R2All MCs71 0.0 71 0.0 0.379 6.8 LOS A 2.3 57.0 0.43 0.23 0.43 32.6Approach4410.04410.00.3796.8LOS A2.357.00.430.230.4332.7All Vehicles 1225 0.0 1225 0.0 0.379 6.5 LOS A 2.3 57.0 0.45 0.28 0.45 32.7Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 5:03:39 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & 17th AM 2039 (Site Folder: Future (2039))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 17th Ave3L2All MCs600.0600.00.2197.8LOS A0.923.10.640.560.6431.08T1All MCs10.010.00.2197.8LOS A0.923.10.640.560.6431.718 R2All MCs89 0.0 89 0.0 0.219 7.8 LOS A 0.9 23.1 0.64 0.56 0.64 31.4Approach1500.01500.00.2197.8LOS A0.923.10.640.560.6431.3East: Graf Street1L2All MCs650.0650.00.5449.1LOS A4.1103.70.520.270.5231.06T1All MCs4863.04863.00.5449.3LOS A4.1103.70.520.270.5231.416 R2All MCs75 0.0 75 0.0 0.544 9.1 LOS A 4.1 103.7 0.52 0.27 0.52 31.3Approach6262.36262.30.5449.3LOS A4.1103.70.520.270.5231.4North: S 17th Ave7L2All MCs840.0840.00.2367.6LOS A1.025.60.630.540.6330.84T1All MCs10.010.00.2367.6LOS A1.025.60.630.540.6331.314 R2All MCs87 0.0 87 0.0 0.236 7.6 LOS A 1.0 25.6 0.63 0.54 0.63 31.0Approach1720.01720.00.2367.6LOS A1.025.60.630.540.6330.9West: Graf Street5L2All MCs930.0930.00.5429.0LOS A4.1103.30.510.270.5131.12T1All MCs4933.04933.00.5429.3LOS A4.1103.30.510.270.5131.712 R2All MCs39 0.0 39 0.0 0.542 9.0 LOS A 4.1 103.3 0.51 0.27 0.51 31.5Approach6262.46262.40.5429.2LOS A4.1103.30.510.270.5131.6All Vehicles 1574 1.9 1574 1.9 0.544 8.9 LOS A 4.1 103.7 0.540.33 0.54 31.4Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 5:03:44 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [Graf St & 17th PM 2039 (Site Folder: Future (2039))]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 17th Ave3L2All MCs520.0520.00.1907.4LOS A0.819.90.620.550.6231.28T1All MCs10.010.00.1907.4LOS A0.819.90.620.550.6231.918 R2All MCs78 0.0 78 0.0 0.190 7.4 LOS A 0.8 19.9 0.62 0.55 0.62 31.6Approach1320.01320.00.1907.4LOS A0.819.90.620.550.6231.5East: Graf Street1L2All MCs1030.01030.00.61111.6LOS B6.6166.10.710.570.9529.86T1All MCs3583.03583.00.61112.0LOS B6.6166.10.710.570.9530.216 R2All MCs158 0.0 158 0.0 0.611 11.6 LOS B 6.6 166.1 0.71 0.57 0.95 30.2Approach6181.76181.70.61111.8LOS B6.6166.10.710.570.9530.1North: S 17th Ave7L2All MCs1540.01540.00.4119.5LOS A2.358.10.670.580.7730.04T1All MCs10.010.00.4119.5LOS A2.358.10.670.580.7730.514 R2All MCs177 0.0 177 0.0 0.411 9.5 LOS A 2.3 58.1 0.67 0.58 0.77 30.2Approach3330.03330.00.4119.5LOS A2.358.10.670.580.7730.1West: Graf Street5L2All MCs2300.02300.00.59210.9LOS B5.8145.90.670.500.8329.82T1All MCs2853.02853.00.59211.3LOS B5.8145.90.670.500.8330.312 R2All MCs102 0.0 102 0.0 0.592 10.9 LOS B 5.8 145.9 0.67 0.50 0.83 30.1Approach6171.46171.40.59211.1LOS B5.8145.90.670.500.8330.1All Vehicles 1700 1.1 1700 1.1 0.611 10.8 LOS B 6.6 166.1 0.68 0.55 0.84 30.2Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Wednesday, February 21, 2024 5:05:48 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 APPENDIX D AUXILIARY TURN LANE WARRANT WORKSHEETS 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 NB Left-Turn Lane SB Right-Turn Lane SB Left-Turn Lane NO 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 NO NO NB Left-Turn Lane SB Right-Turn Lane SB Left-Turn Lane YES YES EB Right-Turn Lane EB Left-Turn Lane YES NO WB Right-Turn Lane NO NO WB Left-Turn Lane 2039 South 3rd Avenue & Graf Street 2026 2024 TURN LANE WARRANTS Goldenstein Lane & South 3rd Avenue Existing Traffic Volumes (2024) - 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) AM weekday 143 55 121 N PM weekday 72 17 110 N AM weekday 357 15 72 N PM weekday 191 31 95 N Future Traffic Volumes (2026) - 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) AM weekday 157 61 119 N PM weekday 88 24 108 N AM weekday 424 22 63 N PM weekday 266 42 105 N Future Traffic Volumes (2039) - 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) AM weekday 231 90 109 N PM weekday 129 35 103 N AM weekday 619 32 37 N PM weekday 382 60 69 N Goldenstein & 3rd WB Graf & 3rd NB Graf & 3rd NB Goldenstein & 3rd WB Graf & 3rd NB Goldenstein & 3rd WB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2024) Phase 1 (2026) Future (2039) Existing Traffic Volumes (2024) - 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) AM weekday 149 86 57.7%143 N PM weekday 112 51 45.5%72 N AM weekday 195 34 17.4%357 N PM weekday 271 69 25.5%191 N Future Traffic Volumes (2026) - 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) AM weekday 162 91 56.2%157 N PM weekday 125 54 43.2%88 N AM weekday 237 36 15.2%424 N PM weekday 350 73 20.9%266 Y Future Traffic Volumes (2039) - 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) AM weekday 237 134 56.5%231 Y PM weekday 181 79 43.6%129 N AM weekday 346 53 15.3%619 Y PM weekday 509 107 21.0%382 Y Graf & 3rd SB Goldenstein & 3rd EB Graf & 3rd SB Goldenstein & 3rd EB Graf & 3rd SB Goldenstein & 3rd EB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2024) Phase 1 (2026) Future (2039) APPENDIX E CAPACITY CALCULATIONS – IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 43.4D5 31.4C5 WB 41.3D8 33.1C 12 NB 1.0A 18 10.3B 11 SB 8.7A 12 19.9B 13 Intersection 14.0B --22.0C -- EB 30.8C 22 24.0C 19 WB 24.3C 17 33.1C 28 NB 22.0C 11 34.1C 12 SB 17.2B5 38.5D 18 Intersection 25.2C --32.2C -- EB 28.3C 12 31.9C 11 WB 13.9B4 15.4B4 NB 19.1B7 18.3B5 SB 23.1C4 25.5C 17 Intersection 21.9C --24.1C -- Intersection Control Signalized South 19th Avenue & Stucky Road South 19th Avenue & Kagy Boulevard Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Approach Phase 1 (2026) - Improved AM Peak PM Peak Intersection Control Signalized Queues6: S 19th Ave & Stucky Rd02/22/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 3Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 377 240 28 240 147 830 65 370 276v/c Ratio 0.94 0.36 0.06 0.36 0.41 0.59 0.31 0.51 0.34Control Delay (s/veh) 54.1 10.0 12.2 10.1 16.9 15.4 14.6 13.6 2.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 54.1 10.0 12.2 10.1 16.9 15.4 14.6 13.62.6Queue Length 50th (ft) 125 36 6 36 36 116 12 150 8Queue Length 95th (ft) #277 82 20 82 81 168 24 96 21Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 413 675 413 667 352 1393 204 720 795Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.91 0.36 0.07 0.36 0.42 0.60 0.32 0.51 0.35Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/22/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 347 117 104 26 81 140 135 731 32 60 340254Future Volume (veh/h) 347 117 104 26 81 140 135 731 32 60 340 254Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1723 1750 1750 1695 1750Adj Flow Rate, veh/h 377 127 113 28 88 152 147 795 35 65 370 276Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 3 0 0 0 2 2 0 0 4 0Cap, veh/h 442 332 295 446 224 386 288 1331 59 270 706 618Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.42 0.42 0.420.14 0.14 0.14Sat Flow, veh/h 1158 854 760 1158 576 995 785 3193 141 671 1695 1483Grp Volume(v), veh/h 377 0 240 28 0 240 147 407 423 65 370 276Grp Sat Flow(s),veh/h/ln 1158 0 1613 1158 0 1571 785 1637 1697 671 1695 1483Q Serve(g_s), s 16.7 0.0 6.4 1.1 0.0 6.6 10.9 11.6 11.6 5.6 12.2 10.3Cycle Q Clear(g_c), s 23.3 0.0 6.4 7.5 0.0 6.6 23.0 11.6 11.6 17.2 12.2 10.3Prop In Lane 1.00 0.47 1.00 0.63 1.00 0.08 1.00 1.00Lane Grp Cap(c), veh/h 442 0 626 446 0 610 288 682 707 270 706618V/C Ratio(X) 0.85 0.00 0.38 0.06 0.00 0.39 0.51 0.60 0.60 0.24 0.52 0.45Avail Cap(c_a), veh/h 442 0 626 446 0 610 288 682 707 270 706 618HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94Uniform Delay (d), s/veh 22.9 0.0 13.2 15.9 0.0 13.2 22.8 13.6 13.6 28.0 20.3 19.5Incr Delay (d2), s/veh 14.8 0.0 0.4 0.1 0.0 0.4 6.3 3.8 3.7 2.0 2.6 2.2Initial 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 6.7 0.0 2.0 0.3 0.0 2.1 2.2 3.9 4.11.1 5.3 3.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 37.7 0.0 13.6 15.9 0.0 13.7 29.2 17.417.3 30.0 22.9 21.7LnGrp LOS D B B B C B B C C CApproach Vol, veh/h 617 268 977 711Approach Delay, s/veh 28.3 13.9 19.1 23.1Approach LOS C B B CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 31.0 29.0 31.0 29.0Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 25.0 23.3 25.0 23.3Max Q Clear Time (g_c+I1), s 25.0 25.3 19.2 9.5Green Ext Time (p_c), s 0.0 0.0 1.8 1.3Intersection SummaryHCM 7th Control Delay, s/veh 21.9HCM 7th LOS C Queues27: S 19th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 5Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 103 96 43 159 85 277 50 917 266 428 565v/c Ratio 0.50 0.31 0.09 0.77 0.27 0.39 0.11 0.61 0.32 0.72 0.26Control Delay (s/veh) 51.7 43.8 5.6 71.2 42.9 18.6 8.6 29.05.8 21.7 9.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 51.7 43.8 5.6 71.2 42.9 18.6 8.6 29.0 5.8 21.7 9.2Queue Length 50th (ft) 73 66 0 119 58 123 6 261 20 151 85Queue Length 95th (ft) 121 107 19 183 97 141 m20 m432 m45 289144Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 353 530 440 351 530 736 447 1493 813 617 2161Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.29 0.18 0.10 0.45 0.16 0.38 0.11 0.61 0.33 0.69 0.26Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 95 88 40 146 78 255 46 844 245 394 469 51Future Volume (veh/h) 95 88 40 146 78 255 46 844 245 394 469 51Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1736 1750 1736 1736 1750 1723 1695Adj Flow Rate, veh/h 103 96 43 159 85 277 50 917 266 428 510 55Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 1 0 1 1 0 2 4Cap, veh/h 258 340 338 255 340 473 603 1868 833 622 1966 211Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.07 1.00 1.000.13 0.66 0.66Sat Flow, veh/h 1292 1750 1483 1320 1750 1471 1667 3299 14711667 2981 320Grp Volume(v), veh/h 103 96 43 159 85 277 50 917 266 428 279 286Grp Sat Flow(s),veh/h/ln 1292 1750 1483 1320 1750 1471 1667 1650 1471 1667 1637 1665Q Serve(g_s), s 8.8 5.6 2.8 14.0 4.9 18.9 1.5 0.0 0.0 12.0 8.48.5Cycle Q Clear(g_c), s 13.7 5.6 2.8 19.6 4.9 18.9 1.5 0.0 0.012.0 8.4 8.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19Lane Grp Cap(c), veh/h 258 340 338 255 340 473 603 1868 833 622 1079 1098V/C Ratio(X) 0.40 0.28 0.13 0.62 0.25 0.59 0.08 0.49 0.32 0.69 0.26 0.26Avail Cap(c_a), veh/h 399 531 500 399 531 633 630 1868 833 841 1079 1098HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00Uniform Delay (d), s/veh 46.8 41.2 36.8 49.6 40.9 34.1 9.50.0 0.0 6.9 8.4 8.4Incr Delay (d2), s/veh 1.0 0.4 0.2 2.5 0.4 1.2 0.0 0.6 0.7 1.5 0.6 0.6Initial 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 2.5 1.0 4.7 2.2 6.8 0.5 0.2 0.23.9 2.9 2.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 47.8 41.7 37.0 52.1 41.3 35.2 9.6 0.60.7 8.3 9.0 9.0LnGrp LOS D D D D D D A A A A A AApproach Vol, veh/h 242 521 1233 993Approach Delay, s/veh 43.4 41.3 1.0 8.7Approach LOS D D A ATimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 19.2 72.8 27.9 8.1 84.0 27.9Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 31.0 39.1 36.4 6.0 64.1 36.4Max Q Clear Time (g_c+I1), s 14.0 2.0 15.7 3.5 10.5 21.6Green Ext Time (p_c), s 1.2 8.5 1.0 0.0 3.5 1.7Intersection SummaryHCM 7th Control Delay, s/veh 14.0HCM 7th LOS B Queues33: S 11th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 7Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 80 568 34 468 63 349 80 146v/c Ratio 0.22 0.80 0.11 0.73 0.14 0.79 0.26 0.32Control Delay (s/veh) 13.7 35.8 13.0 33.3 14.8 39.9 16.3 24.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 13.7 35.8 13.0 33.3 14.8 39.9 16.3 24.0Queue Length 50th (ft) 21 278 9 213 19 160 24 55Queue Length 95th (ft) 49 #543 26 #420 43 266 52 108Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 390 706 359 659 475 602 332 612Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.21 0.80 0.09 0.71 0.13 0.58 0.24 0.24Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/22/2024AM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 74 485 38 31 350 81 58 236 85 74 112 22Future Volume (veh/h) 74 485 38 31 350 81 58 236 85 74 112 22Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.92 0.87 0.96 0.90Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1695 1736 1750 1736 1695 1750Adj Flow Rate, veh/h 80 527 41 34 380 88 63 257 92 80 122 24Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 0 1 0 4 1 0 1 4 0Cap, veh/h 278 586 46 202 476 110 452 358 128 299 423 83Arrive On Green 0.05 0.37 0.37 0.03 0.35 0.35 0.04 0.31 0.310.05 0.31 0.31Sat Flow, veh/h 1667 1590 124 1667 1362 316 1615 1170 419 1654 1348 265Grp Volume(v), veh/h 80 0 568 34 0 468 63 0 349 80 0 146Grp Sat Flow(s),veh/h/ln 1667 0 1713 1667 0 1678 1615 0 15891654 0 1613Q Serve(g_s), s 2.0 0.0 20.9 0.9 0.0 16.8 1.8 0.0 13.1 2.2 0.04.6Cycle Q Clear(g_c), s 2.0 0.0 20.9 0.9 0.0 16.8 1.8 0.0 13.12.2 0.0 4.6Prop In Lane 1.00 0.07 1.00 0.19 1.00 0.26 1.00 0.16Lane Grp Cap(c), veh/h 278 0 632 202 0 586 452 0 486 299 0 506V/C Ratio(X) 0.29 0.00 0.90 0.17 0.00 0.80 0.14 0.00 0.72 0.27 0.00 0.29Avail Cap(c_a), veh/h 424 0 728 380 0 713 602 0 642 440 0 652HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 15.0 0.0 19.9 16.2 0.0 19.6 15.0 0.0 20.6 16.0 0.0 17.3Incr Delay (d2), s/veh 0.6 0.0 13.0 0.4 0.0 5.3 0.1 0.0 2.6 0.5 0.0 0.3Initial 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 0.0 9.6 0.3 0.0 6.7 0.6 0.0 4.90.8 0.0 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 15.6 0.0 32.9 16.6 0.0 24.9 15.1 0.0 23.3 16.5 0.0 17.6LnGrp LOS B C B C B C B BApproach Vol, veh/h 648 502 412 226Approach Delay, s/veh 30.8 24.3 22.0 17.2Approach LOS C C C BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 4.9 30.2 5.8 26.0 6.2 29.0 6.3 25.4Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.027.0Max Q Clear Time (g_c+I1), s 2.9 22.9 3.8 6.6 4.0 18.8 4.215.1Green Ext Time (p_c), s 0.0 1.7 0.0 0.8 0.1 2.0 0.1 1.8Intersection SummaryHCM 7th Control Delay, s/veh 25.2HCM 7th LOS C Queues6: S 19th Ave & Stucky Rd02/22/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 3Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 349 254 66 268 96 514 175 698 359v/c Ratio 0.95 0.39 0.17 0.40 0.78 0.36 0.49 0.91 0.42Control Delay (s/veh) 60.3 12.7 14.2 10.5 60.5 11.8 15.4 37.0 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 60.3 12.7 14.2 10.5 60.5 11.8 15.4 37.03.8Queue Length 50th (ft) 119 49 16 41 28 60 71 342 81Queue Length 95th (ft) #268 101 40 92 #107 92 49 #411 2Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320Base Capacity (vph) 367 649 382 664 123 1427 351 761 843Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.95 0.39 0.17 0.40 0.78 0.36 0.50 0.92 0.43Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd02/22/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 321 146 87 61 119 128 88 437 36 161 642330Future Volume (veh/h) 321 146 87 61 119 128 88 437 36 161 642 330Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736Adj Flow Rate, veh/h 349 159 95 66 129 139 96 475 39 175 698 359Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 0 0 0 0 1 0 0 0 1Cap, veh/h 395 381 228 413 286 309 151 1338 110 417 758 638Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.43 0.43 0.430.43 0.43 0.43Sat Flow, veh/h 1120 1026 613 1143 770 830 542 3088 253 901 1750 1471Grp Volume(v), veh/h 349 0 254 66 0 268 96 253 261 175 698 359Grp Sat Flow(s),veh/h/ln 1120 0 1640 1143 0 1601 542 1650 1691 901 1750 1471Q Serve(g_s), s 14.7 0.0 6.9 2.7 0.0 7.6 3.4 6.2 6.2 9.7 22.6 11.0Cycle Q Clear(g_c), s 22.3 0.0 6.9 9.6 0.0 7.6 26.0 6.2 6.2 15.9 22.6 11.0Prop In Lane 1.00 0.37 1.00 0.52 1.00 0.15 1.00 1.00Lane Grp Cap(c), veh/h 395 0 609 413 0 595 151 715 733 417 758638V/C Ratio(X) 0.88 0.00 0.42 0.16 0.00 0.45 0.64 0.35 0.36 0.42 0.92 0.56Avail Cap(c_a), veh/h 395 0 609 413 0 595 151 715 733 417 758 638HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85Uniform Delay (d), s/veh 24.2 0.0 14.0 17.6 0.0 14.2 29.4 11.4 11.4 16.7 16.0 12.7Incr Delay (d2), s/veh 20.4 0.0 0.5 0.2 0.0 0.5 18.6 1.4 1.42.6 16.1 3.0Initial 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 6.9 0.0 2.2 0.7 0.0 2.5 2.0 2.0 2.01.9 10.0 3.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 44.6 0.0 14.5 17.8 0.0 14.8 48.1 12.812.7 19.3 32.1 15.8LnGrp LOS D B B B D B B B C BApproach Vol, veh/h 603 334 610 1232Approach Delay, s/veh 31.9 15.4 18.3 25.5Approach LOS C B B CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 32.0 28.0 32.0 28.0Change Period (Y+Rc), s 6.0 5.7 6.0 5.7Max Green Setting (Gmax), s 26.0 22.3 26.0 22.3Max Q Clear Time (g_c+I1), s 28.0 24.3 24.6 11.6Green Ext Time (p_c), s 0.0 0.0 0.9 1.4Intersection SummaryHCM 7th Control Delay, s/veh 24.1HCM 7th LOS C Queues27: S 19th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 5Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 123 103 54 245 113 580 47 655 201 387 876v/c Ratio 0.43 0.23 0.09 0.84 0.25 0.74 0.14 0.48 0.27 0.64 0.44Control Delay (s/veh) 40.6 34.9 5.8 66.1 35.3 26.7 10.2 26.8 6.3 15.4 16.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 40.6 34.9 5.8 66.1 35.3 26.7 10.2 26.8 6.3 15.4 16.1Queue Length 50th (ft) 80 64 0 180 70 331 8 167 9 116 193Queue Length 95th (ft) 125 99 24 253 108 289 m21 m270 m34 227307Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 384 589 599 391 589 901 387 1339 718 697 1956Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.32 0.17 0.09 0.63 0.19 0.64 0.12 0.49 0.28 0.56 0.45Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 113 95 50 225 104 534 43 603 185 356 780 26Future Volume (veh/h) 113 95 50 225 104 534 43 603 185 356 78026Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1736 1750 1736 1750 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 123 103 54 245 113 580 47 655 201 387 84828Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 1 0 1 0 1 1 1 1 0Cap, veh/h 282 589 548 426 589 728 339 1296 578 531 1688 56Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.07 0.79 0.790.16 0.52 0.52Sat Flow, veh/h 763 1750 1483 1239 1750 1471 1667 3299 1471 1654 3259 108Grp Volume(v), veh/h 123 103 54 245 113 580 47 655 201 387 429447Grp Sat Flow(s),veh/h/ln 763 1750 1483 1239 1750 1471 16671650 1471 1654 1650 1717Q Serve(g_s), s 16.4 5.0 2.9 20.8 5.5 39.4 2.0 8.5 4.8 15.9 20.3 20.4Cycle Q Clear(g_c), s 21.9 5.0 2.9 25.8 5.5 39.4 2.0 8.5 4.815.9 20.3 20.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 282 589 548 426 589 728 339 1296 578 531 854 889V/C Ratio(X) 0.44 0.17 0.10 0.58 0.19 0.80 0.14 0.51 0.35 0.73 0.50 0.50Avail Cap(c_a), veh/h 282 589 548 426 589 728 437 1296 578 793 854 889HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.77 0.77 1.00 1.00 1.00Uniform Delay (d), s/veh 36.0 28.1 24.7 37.2 28.2 25.3 19.8 8.7 8.3 15.8 18.9 18.9Incr Delay (d2), s/veh 1.1 0.1 0.1 1.9 0.2 6.2 0.1 1.1 1.3 1.9 2.1 2.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.2 2.1 1.0 6.4 2.3 14.4 0.7 2.3 1.5 5.9 7.9 8.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 37.0 28.2 24.8 39.0 28.4 31.5 19.9 9.8 9.6 17.7 21.0 20.9LnGrp LOS D C C D C C B A A B C CApproach Vol, veh/h 280 938 903 1263Approach Delay, s/veh 31.4 33.1 10.3 19.9Approach LOS C C B BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 23.0 52.0 45.0 8.0 67.0 45.0Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4Max Q Clear Time (g_c+I1), s 17.9 10.5 23.9 4.0 22.4 41.4Green Ext Time (p_c), s 1.1 4.6 1.4 0.0 5.8 0.0Intersection SummaryHCM 7th Control Delay, s/veh 22.0HCM 7th LOS C Queues33: S 11th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 7Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 63 561 91 680 102 297 177 425v/c Ratio 0.31 0.71 0.32 0.89 0.45 0.68 0.56 0.78Control Delay (s/veh) 16.5 29.2 15.9 41.1 32.0 42.4 31.2 44.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 16.5 29.2 15.9 41.1 32.0 42.4 31.2 44.2Queue Length 50th (ft) 20 304 29 413 46 177 83 267Queue Length 95th (ft) 44 467 59 #685 89 289 146 #449Internal Link Dist (ft) 602 2702 2482 533Turn Bay Length (ft) 115 150 220 200Base Capacity (vph) 198 1040 283 1013 223 610 314 679Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.32 0.54 0.32 0.67 0.46 0.49 0.56 0.63Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd02/22/2024PM Peak SRX II 3:13 pm 02/21/2024 Phase 1 (2026) Synchro 12 ReportPage 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 58 485 31 84 485 141 94 209 64 163 281 110Future Volume (veh/h) 58 485 31 84 485 141 94 209 64 163 281 110Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 0.99 0.84 0.97 0.86Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1750 1736 1750 1750 1750 1750 1750 1750 1750Adj Flow Rate, veh/h 63 527 34 91 527 153 102 227 70 177 305 120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 0 1 0 0 0 0 0 0 0Cap, veh/h 183 713 46 292 578 168 188 318 98 311 343 135Arrive On Green 0.03 0.44 0.44 0.04 0.45 0.45 0.04 0.26 0.260.08 0.30 0.30Sat Flow, veh/h 1667 1613 104 1667 1284 373 1667 1222 377 1667 1136 447Grp Volume(v), veh/h 63 0 561 91 0 680 102 0 297 177 0 425Grp Sat Flow(s),veh/h/ln 1667 0 1717 1667 0 1657 1667 0 15981667 0 1583Q Serve(g_s), s 2.0 0.0 26.0 2.9 0.0 36.8 4.0 0.0 16.2 7.3 0.024.6Cycle Q Clear(g_c), s 2.0 0.0 26.0 2.9 0.0 36.8 4.0 0.0 16.27.3 0.0 24.6Prop In Lane 1.00 0.06 1.00 0.22 1.00 0.24 1.00 0.28Lane Grp Cap(c), veh/h 183 0 759 292 0 746 188 0 416 311 0 477V/C Ratio(X) 0.34 0.00 0.74 0.31 0.00 0.91 0.54 0.00 0.71 0.57 0.00 0.89Avail Cap(c_a), veh/h 196 0 1008 292 0 973 188 0 582 311 0 643HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 21.1 0.0 22.2 17.5 0.0 24.6 28.8 0.0 32.3 23.8 0.0 32.0Incr Delay (d2), s/veh 1.1 0.0 2.0 0.6 0.0 10.4 3.2 0.0 2.5 2.4 0.0 11.6Initial 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 10.2 1.1 0.0 15.5 1.9 0.0 6.5 3.0 0.0 10.8Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 22.2 0.0 24.2 18.1 0.0 35.1 32.0 0.0 34.8 26.2 0.0 43.6LnGrp LOS C C B D C C C DApproach Vol, veh/h 624 771 399 602Approach Delay, s/veh 24.0 33.1 34.1 38.5Approach LOS C C C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 7.0 48.1 7.0 34.0 6.3 48.8 11.0 30.0Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0Max Green Setting (Gmax), s 4.0 56.4 4.0 39.0 4.0 56.4 8.035.0Max Q Clear Time (g_c+I1), s 4.9 28.0 6.0 26.6 4.0 38.8 9.3 18.2Green Ext Time (p_c), s 0.0 3.9 0.0 2.4 0.0 4.5 0.0 1.7Intersection SummaryHCM 7th Control Delay, s/veh 32.2HCM 7th LOS C Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 38.7D5 35.3D6 WB 32.0C 13 45.1D 29 NB 30.7C 23 31.7C 17 SB 46.8D 29 33.0C 25 Intersection 36.9D --36.6D -- EB 49.6D5 33.6C6 WB 40.7D 10 31.1C 22 NB 6.8A 24 20.4C 14 SB 34.0C 12 36.4D 13 Intersection 25.3C --30.5C -- EB 9.4A4 16.1C5 WB 10.2B3 16.0C7 NB 101.9F 32 107.7F 32 SB 9.7A2 153.9F 65 Intersection 30.9D --65.9F -- EB 9.6A4 25.9D7 WB 11.2B3 19.3C8 NB 18.4C5 19.9C4 SB 7.4A1 28.7D8 Intersection 11.8B --23.5C -- EB 30.0C9 28.6C 13 WB 28.6C 12 25.2C9 NB 21.0C 19 30.1C 14 SB 17.1B5 26.5C 16 Intersection 24.4C --27.5C -- EB 37.3D 18 45.4D 17 WB 51.3D7 48.5D 12 NB 36.4D 18 34.0C 11 SB 23.3C9 32.6C 14 Intersection 34.4C --37.8D -- EB 33.0C9 26.1C5 WB 25.2C 12 24.6C 11 NB 36.9D 11 22.7C7 SB 32.7C 10 14.8B7 Intersection 32.1C --20.3C -- EB 30.8D9 15.8C4 NB 2.3A1 3.2A1 SB 0.0A0 0.0A0 Intersection 15.3C --6.9A -- EB 6.7A3 6.2A2 NB 7.6A2 4.9A1 SB 5.4A2 5.9A3 Intersection 6.4A --5.9A -- WB 20.0C2 16.5C1 NB 0.0A0 0.0A0 SB 1.4A1 1.8A1 Intersection 4.1A --2.9A -- South 3rd Avenue & Graf Street Intersection Control Roundabout Wagonwheel Road & Graf Street Intersection Control One-Way Stop-Control (WB), WB LT/RT lanes Intersection Control One-Way Stop-Control (EB) Wagonwheel Road & Graf Street South 19th Avenue & Graf Street Kagy Boulevard & South Willson Avenue Intersection Control Signalized, addl, SB thru lane South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized, addl. E/W lanes, SB RT lane Intersection Control Multi-Lane Roundabout, NB/SB LT/RT lanes Kagy Boulevard & South 11th Avenue Intersection Control Multi-Lane Roundabout Kagy Boulevard & South 11th Avenue Intersection Control Signalized, dual SB LT/WB RT lanes Intersection Approach Future (2039) - Improved AM Peak PM Peak Intersection Control Signalized South 19th Avenue & Kagy Boulevard Queues27: S 19th Ave & W Kagy Blvd03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 103 96 45 234 85 407 52 1070 391 628 634v/c Ratio 0.39 0.24 0.09 0.90 0.22 0.45 0.16 0.98 0.54 1.01 0.30Control Delay (s/veh) 44.0 39.3 6.3 80.2 38.8 14.8 10.5 51.2 4.6 72.2 10.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 44.0 39.3 6.3 80.2 38.8 14.8 10.5 51.2 4.6 72.2 10.7Queue Length 50th (ft) 67 60 0 172 53 158 9 332 12 ~492 116Queue Length 95th (ft) 121 108 22 #309 98 235 m14 #573 m28 #723 151Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 285 422 488 286 422 885 315 1083 724 621 2057Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.36 0.23 0.09 0.82 0.20 0.46 0.17 0.99 0.54 1.01 0.31Intersection 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.m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 95 88 41 215 78 374 48 984 360 578 533 51Future Volume (veh/h) 95 88 41 215 78 374 48 984 360 578 533 51Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1736 1750 1736 1736 1750 1723 1695Adj Flow Rate, veh/h 103 96 45 234 85 407 52 1070 391 628 579 55Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 1 0 1 1 0 2 4Cap, veh/h 316 415 403 315 415 815 386 1101 491 602 1861 176Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.07 0.67 0.670.32 0.62 0.62Sat Flow, veh/h 1292 1750 1483 1320 1750 1471 1667 3299 14711667 3021 286Grp Volume(v), veh/h 103 96 45 234 85 407 52 1070 391 628 313 321Grp Sat Flow(s),veh/h/ln 1292 1750 1483 1320 1750 1471 1667 1650 1471 1667 1637 1671Q Serve(g_s), s 8.3 5.3 2.7 20.9 4.7 20.5 2.4 36.9 22.6 38.0 10.9 11.0Cycle Q Clear(g_c), s 13.0 5.3 2.7 26.2 4.7 20.5 2.4 36.9 22.6 38.0 10.9 11.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17Lane Grp Cap(c), veh/h 316 415 403 315 415 815 386 1101 491 602 1008 1029V/C Ratio(X) 0.33 0.23 0.11 0.74 0.20 0.50 0.13 0.97 0.80 1.04 0.31 0.31Avail Cap(c_a), veh/h 322 423 409 321 423 822 398 1101 491 602 1008 1029HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.52 0.52 0.52 1.00 1.00 1.00Uniform Delay (d), s/veh 41.9 36.9 32.8 47.5 36.7 16.5 23.9 19.4 17.1 33.7 10.9 11.0Incr Delay (d2), s/veh 0.6 0.3 0.1 8.9 0.2 0.5 0.1 14.0 6.9 48.5 0.8 0.8Initial 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 2.3 1.0 7.5 2.0 6.7 0.9 8.9 5.225.0 3.9 4.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 42.5 37.2 33.0 56.4 36.9 17.0 23.9 33.5 24.0 82.2 11.7 11.7LnGrp LOS D D C E D B C C C F B BApproach Vol, veh/h 244 726 1513 1262Approach Delay, s/veh 38.7 32.0 30.7 46.8Approach LOS D C C DTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 42.0 44.9 33.1 8.1 78.8 33.1Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 38.0 39.5 29.0 5.0 72.5 29.0Max Q Clear Time (g_c+I1), s 40.0 38.9 15.0 4.4 13.0 28.2Green Ext Time (p_c), s 0.0 0.5 0.8 0.0 4.0 0.3Intersection SummaryHCM 7th Control Delay, s/veh 36.9HCM 7th LOS D Queues3: S 19th Ave & W Graf St03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 158 147 84 502 21 688 297 282v/c Ratio 0.72 0.19 0.16 0.65 0.05 0.75 0.88 0.21Control Delay (s/veh) 46.0 18.6 19.2 18.5 14.4 36.5 45.9 18.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 46.0 18.6 19.2 18.5 14.4 36.5 45.9 18.2Queue Length 50th (ft) 77 53 30 144 7 197 116 50Queue Length 95th (ft) #210 107 70 298 20 262 #246 88Internal Link Dist (ft) 1197 513 2605 785Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 218 757 503 765 401 1584 340 1814Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.72 0.19 0.17 0.66 0.05 0.43 0.87 0.16Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 145 131 5 77 91 371 19 495 138 273 217 42Future Volume (veh/h) 145 131 5 77 91 371 19 495 138 273 217 42Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1723 1750 1736 1723 1723 1723 1614Adj Flow Rate, veh/h 158 142 5 84 99 403 21 538 150 297 236 46Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 2 0 1 2 2 2 10Cap, veh/h 229 748 26 572 134 547 401 662 184 342 1020 196Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.02 0.26 0.260.13 0.37 0.37Sat Flow, veh/h 882 1680 59 1260 302 1228 1667 2550 708 1641 2740 525Grp Volume(v), veh/h 158 0 147 84 0 502 21 347 341 297 139 143Grp Sat Flow(s),veh/h/ln 882 0 1739 1260 0 1529 1667 1650 1609 1641 1637 1628Q Serve(g_s), s 16.8 0.0 4.9 4.2 0.0 26.1 0.9 19.0 19.2 12.4 5.6 5.8Cycle Q Clear(g_c), s 42.9 0.0 4.9 9.1 0.0 26.1 0.9 19.0 19.2 12.4 5.6 5.8Prop In Lane 1.00 0.03 1.00 0.80 1.00 0.44 1.00 0.32Lane Grp Cap(c), veh/h 229 0 775 572 0 681 401 428 418 342 609606V/C Ratio(X) 0.69 0.00 0.19 0.15 0.00 0.74 0.05 0.81 0.82 0.87 0.23 0.24Avail Cap(c_a), veh/h 229 0 775 572 0 681 451 834 814 342 964 959HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 40.0 0.0 16.2 18.9 0.0 22.0 25.1 33.4 33.5 23.4 20.7 20.8Incr Delay (d2), s/veh 8.5 0.0 0.1 0.1 0.0 4.2 0.1 3.7 3.9 20.5 0.2 0.2Initial 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 4.2 0.0 1.9 1.2 0.0 9.7 0.3 7.4 7.36.2 2.0 2.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 48.5 0.0 16.3 19.0 0.0 26.2 25.2 37.237.4 43.9 20.9 21.0LnGrp LOS D B B C C D D D C CApproach Vol, veh/h 305 586 709 579Approach Delay, s/veh 33.0 25.2 36.9 32.7Approach LOS C C D CTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 16.0 31.3 49.0 5.1 42.2 49.0Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 13.0 48.7 42.9 5.0 56.7 42.9Max Q Clear Time (g_c+I1), s 14.4 21.2 44.9 2.9 7.8 28.1Green Ext Time (p_c), s 0.0 3.8 0.0 0.0 1.4 3.4Intersection SummaryHCM 7th Control Delay, s/veh 32.1HCM 7th LOS C HCM 7th TWSC5: Wagonwheel Rd & W Graf St03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 4IntersectionInt Delay, s/veh 15.3Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 476 26 52 132 47 304Future Vol, veh/h 476 26 52 132 47 304Conflicting Peds, #/hr 0 1 1 0 0 1Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - 120Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 1 0 0 1 0 3Mvmt Flow 517 28 57 143 51 330Major/Minor Minor2 Major1 Major2Conflicting Flow All 309 53 383 0 - 0 Stage 1 52 - - - - - Stage 2 257 - - - - -Critical Hdwy 6.41 6.2 4.1 - - -Critical Hdwy Stg 1 5.41 - - - - -Critical Hdwy Stg 2 5.41 - - - - -Follow-up Hdwy 3.509 3.3 2.2 - - -Pot Cap-1 Maneuver 686 1020 1187 - - - Stage 1 973 - - - - - Stage 2 789 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 649 1018 1186 - - -Mov Cap-2 Maneuver 649 - - - - - Stage 1 922 - - - - - Stage 2 788 - - - - -Approach EB NB SBHCM Control Delay, s/v30.83 2.31 0HCM LOS DMinor Lane/Major Mvmt NBL NBTEBLn1 SBT SBRCapacity (veh/h) 509 - 661 - -HCM Lane V/C Ratio 0.048 - 0.825 - -HCM Control Delay (s/veh) 8.2 0 30.8 - -HCM Lane LOS A A D - -HCM 95th %tile Q(veh) 0.1 - 8.8 - - Queues6: S 19th Ave & Stucky Rd03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 5Lane Group EBL EBT WBT WBR NBL NBT SBL SBT SBRLane Group Flow (vph) 553 317 134 167 214 954 82 423 404v/c Ratio 0.82 0.40 0.70 0.39 0.52 0.83 0.46 0.45 0.36Control Delay (s/veh) 34.3 17.4 69.9 17.5 26.3 44.2 30.3 34.6 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 34.3 17.4 69.9 17.5 26.3 44.2 30.3 34.63.8Queue Length 50th (ft) 319 124 100 37 100 358 29 155 80Queue Length 95th (ft) #435 186 165 100 166 448 m47 m204 m140Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320 300Base Capacity (vph) 673 820 237 424 417 1158 176 940 1122Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.82 0.39 0.57 0.39 0.51 0.82 0.47 0.45 0.36Intersection 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 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 509 139 153 27 97 154 197 843 35 75 389372Future Volume (veh/h) 509 139 153 27 97 154 197 843 35 75 389 372Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1723 1750 1750 1695 1750Adj Flow Rate, veh/h 553 151 166 29 105 167 214 916 38 82 423 404Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 3 0 0 0 2 2 0 0 4 0Cap, veh/h 611 342 376 66 173 250 375 1238 51 214 1055 927Arrive On Green 0.30 0.45 0.45 0.13 0.13 0.13 0.10 0.39 0.390.04 0.33 0.33Sat Flow, veh/h 1667 762 837 237 1366 1483 1641 3202 133 16673221 1483Grp Volume(v), veh/h 553 0 317 134 0 167 214 468 486 82 423 404Grp Sat Flow(s),veh/h/ln 1667 0 1599 1603 0 1483 1641 1637 1699 1667 1611 1483Q Serve(g_s), s 33.3 0.0 16.3 4.9 0.0 12.7 10.0 29.5 29.5 3.912.2 16.9Cycle Q Clear(g_c), s 33.3 0.0 16.3 9.3 0.0 12.7 10.0 29.5 29.5 3.9 12.2 16.9Prop In Lane 1.00 0.52 0.22 1.00 1.00 0.08 1.00 1.00Lane Grp Cap(c), veh/h 611 0 718 240 0 250 375 633 657 214 1055 927V/C Ratio(X) 0.90 0.00 0.44 0.56 0.00 0.67 0.57 0.74 0.74 0.38 0.40 0.44Avail Cap(c_a), veh/h 629 0 790 292 0 300 401 633 657 214 1055927HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89Uniform Delay (d), s/veh 29.0 0.0 22.7 49.7 0.0 46.8 22.5 31.6 31.6 27.5 31.2 11.6Incr Delay (d2), s/veh 16.4 0.0 0.4 2.0 0.0 4.3 1.7 7.6 7.3 1.0 1.0 1.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 15.4 0.0 6.0 4.0 0.0 5.0 3.8 12.3 12.7 1.5 4.7 5.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 45.4 0.0 23.1 51.7 0.0 51.0 24.2 39.239.0 28.5 32.3 12.9LnGrp LOS D C D D C D D C C BApproach Vol, veh/h 870 301 1168 909Approach Delay, s/veh 37.3 51.3 36.4 23.3Approach LOS D D D CTimer - Assigned Phs 1 2 4 5 6 7 8Phs Duration (G+Y+Rc), s 8.0 52.4 59.6 15.1 45.3 38.7 20.9Change Period (Y+Rc), s 3.0 6.0 5.7 3.0 6.0 3.0 5.7Max Green Setting (Gmax), s 5.0 41.0 59.3 14.0 32.0 37.0 19.3Max Q Clear Time (g_c+I1), s 5.9 31.5 18.3 12.0 18.9 35.314.7Green Ext Time (p_c), s 0.0 3.7 2.0 0.1 3.3 0.4 0.6Intersection SummaryHCM 7th Control Delay, s/veh 34.4HCM 7th LOS C Queues27: S 19th Ave & W Kagy Blvd03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 11Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 103 96 45 234 85 407 52 1070 391 628 634v/c Ratio 0.43 0.55 0.11 0.85 0.35 0.35 0.13 0.79 0.39 0.79 0.32Control Delay (s/veh) 44.9 62.8 0.6 69.9 49.0 11.5 12.3 35.4 1.7 50.0 12.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 44.9 62.8 0.6 69.9 49.0 11.5 12.3 35.4 1.7 50.0 12.4Queue Length 50th (ft) 65 72 0 162 60 56 12 304 8 235 118Queue Length 95th (ft) 110 124 0 #243 105 78 m20 #594 m9 281 177Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 235 443 389 273 530 1217 392 1348 979 8681978Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.44 0.22 0.12 0.86 0.16 0.33 0.13 0.79 0.40 0.72 0.32Intersection 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 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 95 88 41 215 78 374 48 984 360 578 533 51Future Volume (veh/h) 95 88 41 215 78 374 48 984 360 578 533 51Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1736 1750 1736 1736 1750 1723 1695Adj Flow Rate, veh/h 103 96 45 234 85 407 52 1070 391 628 579 55Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 0 0 1 0 1 1 0 2 4Cap, veh/h 272 178 201 292 265 954 468 1438 789 701 1868 177Arrive On Green 0.05 0.10 0.10 0.10 0.15 0.15 0.07 0.87 0.870.22 0.62 0.62Sat Flow, veh/h 1615 1750 1483 1667 1750 2590 1667 3299 14713233 3021 286Grp Volume(v), veh/h 103 96 45 234 85 407 52 1070 391 628 313 321Grp Sat Flow(s),veh/h/ln 1615 1750 1483 1667 1750 1295 1667 1650 1471 1617 1637 1671Q Serve(g_s), s 6.0 6.3 3.2 12.0 5.2 14.1 2.0 14.2 7.2 22.7 10.8 10.9Cycle Q Clear(g_c), s 6.0 6.3 3.2 12.0 5.2 14.1 2.0 14.2 7.222.7 10.8 10.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17Lane Grp Cap(c), veh/h 272 178 201 292 265 954 468 1438 789 701 1012 1033V/C Ratio(X) 0.38 0.54 0.22 0.80 0.32 0.43 0.11 0.74 0.50 0.90 0.31 0.31Avail Cap(c_a), veh/h 272 443 427 292 531 1347 481 1438 789 835 1012 1033HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.52 0.52 0.52 1.00 1.00 1.00Uniform Delay (d), s/veh 46.2 51.2 46.2 44.8 45.4 28.4 16.8 5.3 3.3 45.7 10.8 10.8Incr Delay (d2), s/veh 0.9 2.5 0.6 14.7 0.7 0.3 0.1 1.9 1.2 11.0 0.8 0.8Initial 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 2.9 1.2 2.6 2.3 4.4 0.7 2.4 1.49.9 3.9 4.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 47.0 53.8 46.8 59.5 46.1 28.7 16.8 7.1 4.5 56.6 11.6 11.6LnGrp LOS D D D E D C B A A E B BApproach Vol, veh/h 244 726 1513 1262Approach Delay, s/veh 49.6 40.7 6.8 34.0Approach LOS D D A CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 30.0 57.2 16.0 16.8 8.1 79.1 10.022.8Change Period (Y+Rc), s 4.0 4.9 4.0 4.6 4.0 4.9 4.0 4.6Max Green Setting (Gmax), s 31.0 29.1 12.0 30.4 5.0 55.1 6.0 36.4Max Q Clear Time (g_c+I1), s 24.7 16.2 14.0 8.3 4.0 12.9 8.0 16.1Green Ext Time (p_c), s 1.4 6.9 0.0 0.6 0.0 4.0 0.0 2.0Intersection SummaryHCM 7th Control Delay, s/veh 25.3HCM 7th LOS C Queues36: W Kagy Blvd & S Willson Ave03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 15Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 105 425 45 193 595 61 127 524 335 167 166 105v/c Ratio 0.38 0.68 0.08 0.52 0.72 0.13 0.22 0.83 0.37 0.50 0.24 0.13Control Delay (s/veh) 26.8 44.5 0.3 27.2 40.0 0.6 13.4 41.68.0 17.7 20.5 2.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 26.8 44.5 0.3 27.2 40.0 0.6 13.4 41.6 8.0 17.7 20.5 2.7Queue Length 50th (ft) 41 130 0 80 177 0 37 290 60 50 66 0Queue Length 95th (ft) 92 217 0 161 279 0 77 471 127 98 124 24Internal Link Dist (ft) 420 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160 100Base Capacity (vph) 275 847 514 414 1165 587 565 929 934 336 1003 803Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.38 0.50 0.09 0.47 0.51 0.10 0.22 0.56 0.36 0.50 0.17 0.13Intersection Summary HCM 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 97 391 41 178 547 56 117 482 308 154 153 97Future Volume (veh/h) 97 391 41 178 547 56 117 482 308 154 15397Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1736 1750 1736 1736 1709 1750 1736 1723 1750 1736 1750Adj Flow Rate, veh/h 105 425 45 193 595 0 127 524 335 167 166 105Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 1 0 1 1 3 0 1 2 0 1 0Cap, veh/h 260 631 383 347 786 592 631 698 309 658 661Arrive On Green 0.07 0.19 0.19 0.11 0.24 0.00 0.07 0.36 0.360.09 0.38 0.38Sat Flow, veh/h 1667 3299 1468 1654 3299 1448 1667 1736 14581667 1736 1479Grp Volume(v), veh/h 105 425 45 193 595 0 127 524 335 167 166 105Grp Sat Flow(s),veh/h/ln 1667 1650 1468 1654 1650 1448 1667 1736 1458 1667 1736 1479Q Serve(g_s), s 4.1 9.8 1.9 7.2 13.7 0.0 3.8 22.4 12.7 5.0 5.43.4Cycle Q Clear(g_c), s 4.1 9.8 1.9 7.2 13.7 0.0 3.8 22.4 12.75.0 5.4 3.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 260 631 383 347 786 592 631 698 309 658 661V/C Ratio(X) 0.40 0.67 0.12 0.56 0.76 0.21 0.83 0.48 0.54 0.25 0.16Avail Cap(c_a), veh/h 290 971 535 482 1335 599 1065 1062 3721150 1080HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.6 30.6 23.0 21.7 28.9 0.0 14.323.6 14.4 17.5 17.4 13.4Incr Delay (d2), s/veh 1.0 1.3 0.1 1.4 1.5 0.0 0.2 2.9 0.5 1.5 0.2 0.1Initial 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 3.8 0.7 2.8 5.3 0.0 1.4 9.3 4.11.9 2.1 1.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 25.6 31.9 23.1 23.1 30.4 0.0 14.5 26.5 14.9 19.0 17.6 13.5LnGrp LOS C C C C C B C B B B BApproach Vol, veh/h 575 788 986 438Approach Delay, s/veh 30.0 28.6 21.0 17.1Approach LOS C C C BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 12.4 22.6 8.7 37.9 8.5 26.4 9.9 36.6Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 16.0 24.0 6.0 54.0 7.0 33.0 10.0 50.0Max Q Clear Time (g_c+I1), s 9.2 11.8 5.8 7.4 6.1 15.7 7.024.4Green Ext Time (p_c), s 0.3 2.2 0.0 1.4 0.0 3.6 0.1 5.2Intersection SummaryHCM 7th Control Delay, s/veh 24.4HCM 7th LOS CNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave03/01/2024AM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 4.1Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 57 164 587 32 53 293Future Vol, veh/h 57 164 587 32 53 293Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 50 - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 3 0 1 0 0 3Mvmt Flow 62 178 638 35 58 318Major/Minor Minor1 Major1 Major2Conflicting Flow All 1089 655 0 0 673 0 Stage 1 655 - - - - - Stage 2 434 - - - - -Critical Hdwy 6.43 6.2 - - 4.1 -Critical Hdwy Stg 1 5.43 - - - - -Critical Hdwy Stg 2 5.43 - - - - -Follow-up Hdwy 3.527 3.3 - - 2.2 -Pot Cap-1 Maneuver 237 469 - - 928 - Stage 1 515 - - - - - Stage 2 651 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 219 469 - - 928 -Mov Cap-2 Maneuver 219 - - - - - Stage 1 515 - - - - - Stage 2 602 - - - - -Approach WB NB SBHCM Control Delay, s/v19.99 0 1.4HCM LOS CMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - 219 469 276 -HCM Lane V/C Ratio - - 0.282 0.38 0.062 -HCM Control Delay (s/veh) - - 27.7 17.3 9.1 0HCM Lane LOS - - D C A AHCM 95th %tile Q(veh) - - 1.1 1.8 0.2 - Queues27: S 19th Ave & W Kagy Blvd03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 123 103 57 359 113 852 50 752 295 568 999v/c Ratio 0.33 0.18 0.10 0.97 0.20 0.85 0.24 0.89 0.49 0.97 0.55Control Delay (s/veh) 34.4 30.8 2.3 80.9 31.1 25.6 15.9 49.8 7.6 63.8 19.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 34.4 30.8 2.3 80.9 31.1 25.6 15.9 49.8 7.6 63.8 19.7Queue Length 50th (ft) 72 57 0 271 63 452 14 207 21 384 266Queue Length 95th (ft) 128 102 12 #464 111 #718 m23 #401 m44#625 331Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 373 560 537 378 560 993 202 840 595 583 1797Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.33 0.18 0.11 0.95 0.20 0.86 0.25 0.90 0.50 0.97 0.56Intersection 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 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 113 95 52 330 104 784 46 692 271 523 893 26Future Volume (veh/h) 113 95 52 330 104 784 46 692 271 523 89326Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1736 1750 1736 1750 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 123 103 57 359 113 852 50 752 295 568 97128Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 1 0 1 0 1 1 1 1 0Cap, veh/h 222 560 475 403 560 905 272 899 401 592 1748 50Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.07 0.54 0.540.30 0.53 0.53Sat Flow, veh/h 591 1750 1483 1236 1750 1471 1667 3299 1471 1654 3274 94Grp Volume(v), veh/h 123 103 57 359 113 852 50 752 295 568 489510Grp Sat Flow(s),veh/h/ln 591 1750 1483 1236 1750 1471 16671650 1471 1654 1650 1719Q Serve(g_s), s 22.9 5.1 3.3 33.3 5.6 38.4 2.6 22.9 18.3 32.723.6 23.6Cycle Q Clear(g_c), s 28.5 5.1 3.3 38.4 5.6 38.4 2.6 22.9 18.3 32.7 23.6 23.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05Lane Grp Cap(c), veh/h 222 560 475 403 560 905 272 899 401 592 880 918V/C Ratio(X) 0.56 0.18 0.12 0.89 0.20 0.94 0.18 0.84 0.74 0.96 0.56 0.56Avail Cap(c_a), veh/h 222 560 475 403 560 905 285 899 401 628880 918HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 1.00 1.00 1.00Uniform Delay (d), s/veh 40.0 29.5 28.9 44.1 29.7 21.1 28.7 25.1 24.0 28.8 18.5 18.5Incr Delay (d2), s/veh 3.0 0.2 0.1 21.1 0.2 17.4 0.2 6.6 8.225.4 2.5 2.4Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.5 2.2 1.2 13.0 2.4 24.1 1.0 6.7 5.3 19.8 9.1 9.5Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 43.1 29.6 29.0 65.2 29.8 38.6 29.0 31.7 32.2 54.2 21.1 21.0LnGrp LOS D C C E C D C C C D C CApproach Vol, veh/h 283 1324 1097 1567Approach Delay, s/veh 35.3 45.1 31.7 33.0Approach LOS D D C CTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 39.4 37.6 43.0 8.1 68.9 43.0Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6Max Green Setting (Gmax), s 38.0 30.1 38.4 5.0 63.1 38.4Max Q Clear Time (g_c+I1), s 34.7 24.9 30.5 4.6 25.6 40.4Green Ext Time (p_c), s 0.7 2.6 1.1 0.0 7.1 0.0Intersection SummaryHCM 7th Control Delay, s/veh 36.6HCM 7th LOS DNotesUser approved pedestrian interval to be less than phase max green. Queues3: S 19th Ave & W Graf St03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 2Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 109 148 168 370 12 417 333 533v/c Ratio 0.70 0.30 0.51 0.75 0.02 0.39 0.52 0.30Control Delay (s/veh) 52.0 23.1 30.4 33.3 10.6 23.8 12.4 11.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 52.0 23.1 30.4 33.3 10.6 23.8 12.4 11.8Queue Length 50th (ft) 47 52 68 140 2 76 74 62Queue Length 95th (ft) 121 112 144 271 11 165 171 154Internal Link Dist (ft) 1197 531 2605 795Turn Bay Length (ft) 175 200 400 625Base Capacity (vph) 309 969 656 930 776 1817 773 1846Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.35 0.15 0.26 0.40 0.02 0.23 0.43 0.29Intersection Summary HCM 7th Signalized Intersection Summary 3: S 19th Ave & W Graf St03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 100 113 23 155 155 186 11 312 72 306 379 111Future Volume (veh/h) 100 113 23 155 155 186 11 312 72 306 379111Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750Adj Flow Rate, veh/h 109 123 25 168 168 202 12 339 78 333 412 121Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 0 0 0 0 0 0 1 0 0 0 0Cap, veh/h 233 482 98 440 247 297 386 822 187 560 1154 336Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.31 0.310.16 0.45 0.45Sat Flow, veh/h 1012 1411 287 1259 723 870 1667 2670 607 16672541 739Grp Volume(v), veh/h 109 0 148 168 0 370 12 208 209 333 268 265Grp Sat Flow(s),veh/h/ln 1012 0 1698 1259 0 1593 1667 1650 1627 1667 1663 1617Q Serve(g_s), s 8.4 0.0 5.1 9.0 0.0 16.2 0.4 8.1 8.3 10.3 8.5 8.7Cycle Q Clear(g_c), s 24.6 0.0 5.1 14.1 0.0 16.2 0.4 8.1 8.310.3 8.5 8.7Prop In Lane 1.00 0.17 1.00 0.55 1.00 0.37 1.00 0.46Lane Grp Cap(c), veh/h 233 0 580 440 0 544 386 508 501 560 755735V/C Ratio(X) 0.47 0.00 0.26 0.38 0.00 0.68 0.03 0.41 0.42 0.60 0.36 0.36Avail Cap(c_a), veh/h 434 0 918 691 0 862 916 888 876 846 895 870HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 33.5 0.0 19.3 24.4 0.0 22.9 18.8 22.2 22.3 14.0 14.4 14.5Incr Delay (d2), s/veh 1.5 0.0 0.2 0.5 0.0 1.5 0.0 0.5 0.6 1.0 0.3 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 0.0 1.9 2.7 0.0 6.0 0.1 2.8 2.93.2 2.7 2.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 34.9 0.0 19.5 24.9 0.0 24.4 18.8 22.822.9 15.0 14.7 14.8LnGrp LOS C B C C B C C B B BApproach Vol, veh/h 257 538 429 866Approach Delay, s/veh 26.1 24.6 22.7 14.8Approach LOS C C C BTimer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 16.1 31.3 33.8 4.2 43.2 33.8Change Period (Y+Rc), s 3.0 6.3 6.1 3.0 6.3 6.1Max Green Setting (Gmax), s 27.0 43.7 43.9 27.0 43.7 43.9Max Q Clear Time (g_c+I1), s 12.3 10.3 26.6 2.4 10.7 18.2Green Ext Time (p_c), s 0.8 2.2 1.1 0.0 2.9 3.1Intersection SummaryHCM 7th Control Delay, s/veh 20.3HCM 7th LOS C HCM 7th TWSC5: Wagonwheel Rd & W Graf St03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 4IntersectionInt Delay, s/veh 6.9Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 330 51 32 53 101 343Future Vol, veh/h 330 51 32 53 101 343Conflicting Peds, #/hr 0 1 5 0 0 5Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - - - - 120Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 359 55 35 58 110 373Major/Minor Minor2 Major1 Major2Conflicting Flow All 242 116 488 0 - 0 Stage 1 115 - - - - - Stage 2 127 - - - - -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 751 942 1086 - - - Stage 1 915 - - - - - Stage 2 904 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 719 937 1081 - - -Mov Cap-2 Maneuver 719 - - - - - Stage 1 880 - - - - - Stage 2 899 - - - - -Approach EB NB SBHCM Control Delay, s/v 15.8 3.18 0HCM LOS CMinor Lane/Major Mvmt NBL NBTEBLn1 SBT SBRCapacity (veh/h) 678 - 742 - -HCM Lane V/C Ratio 0.032 - 0.558 - -HCM Control Delay (s/veh) 8.4 0 15.8 - -HCM Lane LOS A A C - -HCM 95th %tile Q(veh) 0.1 - 3.5 - - Queues6: S 19th Ave & Stucky Rd03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 5Lane Group EBL EBT WBT WBR NBL NBT SBL SBT SBRLane Group Flow (vph) 513 322 235 166 138 583 210 797 527v/c Ratio 0.83 0.37 0.85 0.28 0.66 0.61 0.72 0.81 0.49Control Delay (s/veh) 32.1 16.1 72.3 8.7 42.3 40.1 38.3 43.6 6.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 32.1 16.1 72.3 8.7 42.3 40.1 38.3 43.6 6.1Queue Length 50th (ft) 261 124 174 17 67 202 116 316 126Queue Length 95th (ft) #404 184 #282 67 #131 264 m#147 m344m164Internal Link Dist (ft) 2543 448 1259 1271Turn Bay Length (ft) 160 200 400 320 300Base Capacity (vph) 617 889 322 579 206 981 289 1011 1074Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.83 0.36 0.73 0.29 0.67 0.59 0.73 0.79 0.49Intersection 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 7th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 472 171 125 65 151 153 127 497 40 193 733 485Future Volume (veh/h) 472 171 125 65 151 153 127 497 40 193 733 485Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736Adj Flow Rate, veh/h 513 186 136 71 164 166 138 540 43 210 797527Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 0 0 0 0 1 0 0 0 1Cap, veh/h 530 442 324 111 197 352 212 1078 86 335 1158 905Arrive On Green 0.27 0.47 0.47 0.18 0.18 0.18 0.06 0.35 0.350.04 0.23 0.23Sat Flow, veh/h 1654 939 687 399 1100 1483 1667 3096 246 16673325 1471Grp Volume(v), veh/h 513 0 322 235 0 166 138 287 296 210 797 527Grp Sat Flow(s),veh/h/ln 1654 0 1626 1499 0 1483 1667 1650 1692 1667 1663 1471Q Serve(g_s), s 30.2 0.0 15.7 16.0 0.0 11.5 6.4 16.5 16.6 7.026.3 25.6Cycle Q Clear(g_c), s 30.2 0.0 15.7 18.2 0.0 11.5 6.4 16.5 16.6 7.0 26.3 25.6Prop In Lane 1.00 0.42 0.30 1.00 1.00 0.15 1.00 1.00Lane Grp Cap(c), veh/h 530 0 766 308 0 352 212 574 589 335 1158 905V/C Ratio(X) 0.97 0.00 0.42 0.76 0.00 0.47 0.65 0.50 0.50 0.63 0.69 0.58Avail Cap(c_a), veh/h 530 0 858 391 0 436 212 574 589 335 1158905HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.62 0.62 0.62Uniform Delay (d), s/veh 29.5 0.0 20.9 47.7 0.0 39.3 27.3 30.9 30.9 30.6 40.1 16.3Incr Delay (d2), s/veh 31.0 0.0 0.4 6.6 0.0 1.0 6.9 3.1 3.0 2.3 2.1 1.7Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 15.9 0.0 5.8 7.4 0.0 4.3 2.8 6.7 6.9 2.2 11.3 9.6Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 60.5 0.0 21.3 54.4 0.0 40.2 34.3 34.033.9 32.9 42.2 18.0LnGrp LOS E C D D C C C C D BApproach Vol, veh/h 835 401 721 1534Approach Delay, s/veh 45.4 48.5 34.0 32.6Approach LOS D D C CTimer - Assigned Phs 1 2 4 5 6 7 8Phs Duration (G+Y+Rc), s 10.0 47.8 62.2 10.0 47.8 35.0 27.2Change Period (Y+Rc), s 3.0 6.0 5.7 3.0 6.0 3.0 5.7Max Green Setting (Gmax), s 7.0 35.0 63.3 7.0 35.0 32.0 28.3Max Q Clear Time (g_c+I1), s 9.0 18.6 17.7 8.4 28.3 32.2 20.2Green Ext Time (p_c), s 0.0 2.8 2.1 0.0 3.7 0.0 1.3Intersection SummaryHCM 7th Control Delay, s/veh 37.8HCM 7th LOS D Queues27: S 19th Ave & W Kagy Blvd03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 11Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 123 103 57 359 113 852 50 752 295 568 999v/c Ratio 0.58 0.56 0.15 1.46 0.47 0.70 0.16 0.53 0.31 0.73 0.48Control Delay (s/veh) 51.9 62.8 3.3 263.7 53.6 23.5 15.4 36.5 3.5 47.1 13.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 51.9 62.8 3.3 263.7 53.6 23.5 15.4 36.53.5 47.1 13.9Queue Length 50th (ft) 80 77 0 ~381 82 233 13 252 21 210 211Queue Length 95th (ft) 130 131 14 #546 136 253 m23 344 m34 250 304Internal Link Dist (ft) 379 1964 1271 596Turn Bay Length (ft) 140 140 125 130 350 300 350Base Capacity (vph) 212 501 365 245 560 1298 308 1394 940 8982060Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.58 0.21 0.16 1.47 0.20 0.66 0.16 0.54 0.31 0.63 0.48Intersection 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.m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 113 95 52 330 104 784 46 692 271 523 893 26Future Volume (veh/h) 113 95 52 330 104 784 46 692 271 523 89326Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1736 1750 1736 1750 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 123 103 57 359 113 852 50 752 295 568 97128Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 1 0 1 0 1 1 1 1 0Cap, veh/h 284 445 427 455 503 1267 268 1039 586 647 1580 46Arrive On Green 0.05 0.25 0.25 0.08 0.29 0.29 0.07 0.63 0.630.20 0.48 0.48Sat Flow, veh/h 1667 1750 1483 1654 1750 2590 1667 3299 14713208 3274 94Grp Volume(v), veh/h 123 103 57 359 113 852 50 752 295 568 489510Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1654 1750 1295 1667 1650 1471 1604 1650 1719Q Serve(g_s), s 6.0 5.6 3.4 10.0 5.9 30.0 2.4 18.6 13.1 20.6 26.2 26.2Cycle Q Clear(g_c), s 6.0 5.6 3.4 10.0 5.9 30.0 2.4 18.6 13.1 20.6 26.2 26.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05Lane Grp Cap(c), veh/h 284 445 427 455 503 1267 268 1039 586647 796 830V/C Ratio(X) 0.43 0.23 0.13 0.79 0.22 0.67 0.19 0.72 0.50 0.88 0.61 0.61Avail Cap(c_a), veh/h 284 502 475 455 560 1351 281 1039 586 882 796 830HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 1.00 1.00 1.00Uniform Delay (d), s/veh 31.6 35.4 31.6 36.9 32.5 23.3 25.5 18.7 13.9 46.5 22.8 22.8Incr Delay (d2), s/veh 1.0 0.3 0.1 9.1 0.2 1.2 0.2 3.1 2.2 7.7 3.5 3.4Initial 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 2.5 1.2 6.5 2.5 9.0 0.9 5.0 3.48.7 10.4 10.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 32.6 35.7 31.8 46.0 32.8 24.5 25.7 21.8 16.0 54.2 26.4 26.2LnGrp LOS C D C D C C C C B D C CApproach Vol, veh/h 283 1324 1097 1567Approach Delay, s/veh 33.6 31.1 20.4 36.4Approach LOS C C C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 28.2 42.7 14.0 35.1 8.1 62.8 10.039.1Change Period (Y+Rc), s 4.0 4.9 4.0 4.6 4.0 4.9 4.0 4.6Max Green Setting (Gmax), s 33.0 25.1 10.0 34.4 5.0 53.1 6.0 38.4Max Q Clear Time (g_c+I1), s 22.6 20.6 12.0 7.6 4.4 28.2 8.0 32.0Green Ext Time (p_c), s 1.6 2.3 0.0 0.7 0.0 6.5 0.0 2.5Intersection SummaryHCM 7th Control Delay, s/veh 30.5HCM 7th LOS CNotesUser approved pedestrian interval to be less than phase max green. Queues36: W Kagy Blvd & S Willson Ave03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 15Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 216 668 110 287 428 228 88 313 196 266 405 137v/c Ratio 0.47 0.78 0.18 0.75 0.43 0.38 0.29 0.79 0.26 0.66 0.74 0.18Control Delay (s/veh) 20.3 43.1 4.6 31.2 30.3 5.7 22.4 53.79.9 29.1 41.5 6.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 20.3 43.1 4.6 31.2 30.3 5.7 22.4 53.7 9.9 29.1 41.5 6.1Queue Length 50th (ft) 82 218 0 115 121 0 33 197 37 113 235 13Queue Length 95th (ft) 142 317 33 207 176 54 73 329 88 204 38949Internal Link Dist (ft) 451 652 509 408Turn Bay Length (ft) 170 190 320 210 350 115 160 100Base Capacity (vph) 479 1131 598 453 1406 740 297 536 808 420714 767Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.45 0.59 0.18 0.63 0.30 0.31 0.30 0.58 0.24 0.63 0.57 0.18Intersection Summary HCM 7th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 199 615 101 264 394 210 81 288 180 245373 126Future Volume (veh/h) 199 615 101 264 394 210 81 288 180 245 373 126Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1736 1750 1750 1736 1750 1750 1723 1736 1736 1736 1736 1750Adj Flow Rate, veh/h 216 668 110 287 428 0 88 313 196 266 405 137Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 0 0 1 0 0 2 1 1 1 1 0Cap, veh/h 454 856 462 379 960 259 384 544 364 536 631Arrive On Green 0.12 0.26 0.26 0.15 0.29 0.00 0.06 0.22 0.220.14 0.31 0.31Sat Flow, veh/h 1654 3325 1472 1654 3325 1483 1641 1736 14641654 1736 1477Grp Volume(v), veh/h 216 668 110 287 428 0 88 313 196 266 405 137Grp Sat Flow(s),veh/h/ln 1654 1663 1472 1654 1663 1483 1641 1736 1464 1654 1736 1477Q Serve(g_s), s 8.2 16.3 4.9 10.5 9.2 0.0 3.6 15.0 8.5 10.3 18.4 5.1Cycle Q Clear(g_c), s 8.2 16.3 4.9 10.5 9.2 0.0 3.6 15.0 8.510.3 18.4 5.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 454 856 462 379 960 259 384 544 364 536 631V/C Ratio(X) 0.48 0.78 0.24 0.76 0.45 0.34 0.81 0.36 0.73 0.76 0.22Avail Cap(c_a), veh/h 505 1254 638 528 1557 279 595 721 429 793 850HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 20.0 30.2 22.3 20.2 25.4 0.0 24.932.4 20.0 21.8 27.3 15.9Incr Delay (d2), s/veh 0.8 2.0 0.3 4.1 0.3 0.0 0.8 5.0 0.4 5.2 2.4 0.2Initial 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 3.1 6.5 1.7 4.2 3.5 0.0 1.4 6.7 2.94.4 7.8 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 20.7 32.2 22.5 24.3 25.7 0.0 25.6 37.4 20.4 27.0 29.7 16.0LnGrp LOS C C C C C C D C C C BApproach Vol, veh/h 994 715 597 808Approach Delay, s/veh 28.6 25.2 30.1 26.5Approach LOS C C C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 16.1 29.5 7.9 34.0 13.3 32.3 15.626.4Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0Max Green Setting (Gmax), s 21.0 33.0 6.0 40.0 13.0 41.0 16.0 30.0Max Q Clear Time (g_c+I1), s 12.5 18.3 5.6 20.4 10.2 11.212.3 17.0Green Ext Time (p_c), s 0.5 4.2 0.0 3.0 0.2 2.9 0.3 2.2Intersection SummaryHCM 7th Control Delay, s/veh 27.5HCM 7th LOS CNotesUnsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC42: W Graf St & S 3rd Ave03/01/2024PM Peak SRX II 5:00 pm 02/21/2024 Future (2039) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 2.9Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 44 78 322 60 107 402Future Vol, veh/h 44 78 322 60 107 402Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 50 - - - -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0Mvmt Flow 48 85 350 65 116 437Major/Minor Minor1 Major1 Major2Conflicting Flow All 1052 383 0 0 415 0 Stage 1 383 - - - - - Stage 2 670 - - - - -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 253 669 - - 1155 - Stage 1 694 - - - - - Stage 2 513 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 219 669 - - 1155 -Mov Cap-2 Maneuver 219 - - - - - Stage 1 694 - - - - - Stage 2 444 - - - - -Approach WB NB SBHCM Control Delay, s/v16.48 0 1.78HCM LOS CMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - 219 669 378 -HCM Lane V/C Ratio - - 0.218 0.127 0.101 -HCM Control Delay (s/veh) - - 25.9 11.2 8.5 0HCM Lane LOS - - D B A AHCM 95th %tile Q(veh) - - 0.8 0.4 0.3 - MOVEMENT SUMMARYSite: 101 [11th & Kagy AM 2039 MDT config (Site Folder: Improvements - 2039)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs933.0933.01.124101.9LOS F31.7811.31.002.706.7413.78T1All MCs3753.03753.01.124101.9LOS F31.7811.31.002.706.7413.818 R2All MCs136 3.0 136 3.0 1.124 101.9 LOS F 31.7 811.3 1.00 2.70 6.74 13.8Approach6043.06043.01.124101.9LOS F31.7811.31.002.706.7413.8East: Kagy Blvd1L2All MCs493.0493.00.45110.2LOS B2.666.00.660.610.8430.66T1All MCs5593.05593.00.45110.2LOS B2.666.00.660.610.8431.316 R2All MCs128 3.0 128 3.0 0.451 10.2 LOS B 2.6 66.0 0.66 0.61 0.84 31.2Approach7363.07363.00.45110.2LOS B2.666.00.660.610.8431.2North: S 11th Ave7L2All MCs1183.01183.00.40610.3LOS B1.949.60.660.640.8330.04T1All MCs1773.01773.00.40610.3LOS B1.949.60.660.640.8330.614 R2All MCs36 3.0 36 3.0 0.047 5.2 LOS A 0.2 4.0 0.51 0.44 0.51 33.6Approach3323.03323.00.4069.7LOS A1.949.60.640.620.8030.7West: Kagy Blvd5L2All MCs1183.01183.00.4849.4LOS A3.179.50.600.470.7030.72T1All MCs7743.07743.00.4849.4LOS A3.179.50.600.470.7031.612 R2All MCs61 3.0 61 3.0 0.484 9.4 LOS A 3.1 79.5 0.60 0.47 0.70 31.6Approach9533.09533.00.4849.4LOS A3.179.50.600.470.7031.5All Vehicles 2625 3.0 2625 3.0 1.124 30.9 LOS D 31.7 811.3 0.72 1.04 2.14 24.2Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 1, 2024 12:07:39 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [11th & Kagy PM 2039 MDT config (Site Folder: Improvements - 2039)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs1513.01513.01.136107.7LOS F31.5807.51.002.726.9213.28T1All MCs3303.03303.01.136107.7LOS F31.5807.51.002.726.9213.318 R2All MCs101 3.0 101 3.0 1.136 107.7 LOS F 31.5 807.5 1.00 2.72 6.92 13.3Approach5833.05833.01.136107.7LOS F31.5807.51.002.726.9213.3East: Kagy Blvd1L2All MCs1343.01343.00.67716.0LOS C6.8174.20.820.881.4028.26T1All MCs7743.07743.00.67716.0LOS C6.8174.20.820.881.4028.916 R2All MCs225 3.0 225 3.0 0.677 16.0 LOS C 6.8 174.2 0.82 0.88 1.40 28.8Approach11333.011333.00.67716.0LOS C6.8174.20.820.881.4028.8North: S 11th Ave7L2All MCs2613.02613.01.349189.8LOS F64.41647.51.004.1111.639.04T1All MCs4463.04463.01.349189.8LOS F64.41647.51.004.1111.639.114 R2All MCs176 3.0 176 3.0 0.296 10.0 LOS B 1.1 27.9 0.65 0.65 0.71 31.3Approach8833.08833.01.349153.9LOS F64.41647.50.933.429.4510.5West: Kagy Blvd5L2All MCs933.0933.00.63316.1LOS C4.8123.70.800.871.3028.22T1All MCs7743.07743.00.63316.1LOS C4.8123.70.800.871.3028.912 R2All MCs49 3.0 49 3.0 0.633 16.1 LOS C 4.8 123.7 0.80 0.87 1.30 28.9Approach9163.09163.00.63316.1LOS C4.8123.70.800.871.3028.8All Vehicles 3514 3.0 3514 3.0 1.349 65.9 LOS F 64.4 1647.5 0.87 1.82 4.31 17.6Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Friday, March 1, 2024 12:07:45 PMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [11th & Kagy AM 2039 2-lane (Site Folder: Improvements - 2039)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs933.0933.00.19410.2LOS B0.616.50.670.670.6728.98T1All MCs3753.03753.00.69723.9LOS C4.5114.30.831.041.5526.518 R2All MCs136 3.0 136 3.0 0.226 8.8 LOS A 0.8 19.7 0.63 0.60 0.63 31.7Approach6043.06043.00.69718.4LOS C4.5114.30.760.881.2127.9East: Kagy Blvd1L2All MCs493.0493.00.47811.6LOS B2.871.50.690.680.9430.16T1All MCs5593.05593.00.47811.3LOS B2.871.50.680.670.9330.916 R2All MCs128 3.0 128 3.0 0.478 10.8 LOS B 2.8 71.3 0.67 0.65 0.92 30.9Approach7363.07363.00.47811.2LOS B2.871.50.680.660.9330.8North: S 11th Ave7L2All MCs1183.01183.00.1807.6LOS A0.616.50.590.540.5929.94T1All MCs1773.01773.00.2467.8LOS A0.923.00.590.530.5932.614 R2All MCs36 3.0 36 3.0 0.048 5.2 LOS A 0.2 4.0 0.51 0.44 0.51 33.4Approach3323.03323.00.2467.4LOS A0.923.00.580.520.5831.6West: Kagy Blvd5L2All MCs1183.01183.00.4919.8LOS A3.282.30.600.480.7330.52T1All MCs7743.07743.00.4919.6LOS A3.282.30.590.470.7131.512 R2All MCs61 3.0 61 3.0 0.491 9.3 LOS A 3.1 80.0 0.58 0.46 0.69 31.6Approach9533.09533.00.4919.6LOS A3.282.30.590.470.7131.4All Vehicles 2625 3.0 2625 3.0 0.697 11.8 LOS B 4.5 114.3 0.65 0.63 0.87 30.4Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, February 27, 2024 10:59:58 AMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [11th & Kagy PM 2039 2-lane (Site Folder: Improvements - 2039)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: S 11th Ave3L2All MCs1513.01513.00.35314.6LOS B1.333.70.750.800.9227.48T1All MCs3303.03303.00.68725.5LOS D3.998.80.841.031.4926.018 R2All MCs101 3.0 101 3.0 0.192 9.4 LOS A 0.6 15.9 0.65 0.65 0.65 31.4Approach5833.05833.00.68719.9LOS C3.998.80.780.901.2027.2East: Kagy Blvd1L2All MCs1343.01343.00.72819.9LOS C7.6193.50.851.001.6326.96T1All MCs7743.07743.00.72819.3LOS C7.8198.60.850.991.6227.716 R2All MCs225 3.0 225 3.0 0.728 18.7 LOS C 7.8 198.6 0.84 0.98 1.61 27.9Approach11333.011333.00.72819.3LOS C7.8198.60.850.991.6227.7North: S 11th Ave7L2All MCs2613.02613.00.56920.3LOS C2.871.30.800.921.2325.74T1All MCs4463.04463.00.86740.9LOS E7.8199.40.921.332.3222.114 R2All MCs176 3.0 176 3.0 0.302 10.3 LOS B 1.1 28.5 0.66 0.66 0.73 31.0Approach8833.08833.00.86728.7LOS D7.8199.40.831.081.6824.5West: Kagy Blvd5L2All MCs933.0933.00.76126.9LOS D6.2159.60.871.111.7624.92T1All MCs7743.07743.00.76125.8LOS D6.4164.30.871.101.7625.812 R2All MCs49 3.0 49 3.0 0.761 24.9 LOS C 6.4 164.3 0.87 1.10 1.76 26.0Approach9163.09163.00.76125.9LOS D6.4164.30.871.111.7625.7All Vehicles 3514 3.0 3514 3.0 0.867 23.5 LOS C 7.8 199.4 0.84 1.03 1.60 26.2Site 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 © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, February 27, 2024 10:58:02 AMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [3rd & Wagonwheel AM 2039 (Site Folder: Improvements - 2039)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: Wagonwheel Rd3L2All MCs573.0573.00.2617.6LOS A1.129.10.610.490.6131.08 T1All MCs143 3.0 143 3.0 0.261 7.6 LOS A 1.1 29.1 0.61 0.49 0.61 31.6Approach2003.02003.00.2617.6LOS A1.129.10.610.490.6131.4North: S 3rd Ave4T1All MCs513.0513.00.3025.4LOS A1.743.70.220.080.2233.214 R2All MCs330 3.0 330 3.0 0.302 5.4 LOS A 1.7 43.7 0.22 0.08 0.22 33.0Approach3823.03823.00.3025.4LOS A1.743.70.220.080.2233.0West: Graf St5L2All MCs5173.05173.00.4296.7LOS A2.975.00.260.090.2630.212 R2All MCs28 3.0 28 3.0 0.429 6.7 LOS A 2.9 75.0 0.26 0.09 0.26 30.5Approach5463.05463.00.4296.7LOS A2.975.00.260.090.2630.2All Vehicles 1127 3.0 1127 3.0 0.429 6.4 LOS A 2.9 75.0 0.31 0.16 0.31 31.3Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, February 27, 2024 11:05:12 AMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9 MOVEMENT SUMMARYSite: 101 [3rd & Wagonwheel PM 2039 (Site Folder: Improvements - 2039)]Output produced by SIDRA INTERSECTION Version: 9.1.6.228New SiteSite Category: (None)RoundaboutVehicle Movement PerformanceDemand FlowsArrival Flows95% Back Of QueueMovIDTurn MovClassDeg.SatnAver.DelayLevel ofServiceProp.QueEff.Stop RateAver.No. ofCyclesAver.Speed[ Total HV ] [ Total HV ] [ Veh. Dist ]veh/h % veh/h %v/csecveh ft mphSouth: Wagonwheel Rd3L2All MCs353.0353.00.1014.9LOS A0.410.60.470.340.4732.18 T1All MCs58 3.0 58 3.0 0.101 4.9 LOS A 0.4 10.6 0.47 0.34 0.47 32.6Approach923.0923.00.1014.9LOS A0.410.60.470.340.4732.4North: S 3rd Ave4T1All MCs1103.01103.00.3735.9LOS A2.460.60.190.060.1933.014 R2All MCs373 3.0 373 3.0 0.373 5.9 LOS A 2.4 60.6 0.19 0.06 0.19 32.8Approach4833.04833.00.3735.9LOS A2.460.60.190.060.1932.8West: Graf St5L2All MCs3593.03593.00.3476.2LOS A2.051.50.340.160.3430.512 R2All MCs55 3.0 55 3.0 0.347 6.2 LOS A 2.0 51.5 0.34 0.16 0.34 30.8Approach4143.04143.00.3476.2LOS A2.051.50.340.160.3430.6All Vehicles 989 3.0 989 3.0 0.373 5.9 LOS A 2.4 60.6 0.28 0.12 0.28 31.8Site 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 © 2000-2024 Akcelik and Associates Pty Ltd| sidrasolutions.comOrganisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Tuesday, February 27, 2024 11:05:18 AMProject: P:\22318_South_40_TIS_Bozeman\TRAFFIC\SRX II 2024 TIS\Capacity Calcs\SRX II roundabouts.sip9