Loading...
HomeMy WebLinkAbout024 Appendix W - Traffic Impact Study AAKER, PHASE 1 TRAFFIC IMPACT STUDY 22191 Mr. Barry Brown West University, LLC 109 East Oak Street, Suite 2B Bozeman, MT 59715 March 2023 Aaker, Phase 1 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 ................................................................................................................................ 10 TRAFFIC ASSIGNMENT ........................................................................................................................... 11 TRIP DISTRIBUTION ............................................................................................................................... 13 TRAFFIC IMPACTS.................................................................................................................................. 13 Traffic Volumes .................................................................................................................................. 13 Intersection Capacity .......................................................................................................................... 13 Capacity Improvements ....................................................................................................................... 14 Access Spacing ................................................................................................................................... 19 CONCLUSIONS & RECOMMENDATIONS ................................................................................................. 20 Conclusions ...................................................................................................................................... 20 Recommendations .............................................................................................................................. 21 APPENDICES APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) APPENDIX C – CAPACITY CALCULATIONS – PHASE 1 (2026) & FUTURE (2037) APPENDIX D – CAPACITY CALCULATIONS – IMPROVEMENTS APPENDIX E – ACCESS SPACING MEMORANDUM 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 Aaker, Phase 1 TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .............................................................................................................................................................................. 2 FIGURE 2: SITE DETAIL ................................................................................................................................................................................ 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ..................................................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2022) TRAFFIC VOLUMES .................................................................................................. 7 FIGURE 5: PHASE 1 (2026) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ..................................................... 15 FIGURE 6: FUTURE (2037) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ..................................................... 16 FIGURE 7: PHASE 1 (2026) TRAFFIC PROJECTIONS ........................................................................................................................ 17 FIGURE 8: FUTURE (2037) TRAFFIC PROJECTIONS ........................................................................................................................ 18 Aaker, Phase 1 TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed Aaker, Phase 1 development in Bozeman, Gallatin County, Montana on the surrounding transportation system. This report also provides recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on these accepted standards and professional judgement. SITE LOCATION & DESCRIPTION Phase 1 of the Aaker development site is approximately 25 acres and is located northwest of the proposed Kagy Boulevard and South 23rd Avenue intersection. It is bordered by Montana State University Agriculture land to the west, proposed South 23rd Avenue and existing apartments and businesses to the east, Kagy Boulevard to the south, and MSU Agriculture land to the north. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN Phase 1 of the Aaker site plan proposes construction of a 10,000 square-foot community center, 250 mid-rise apartment units, 104 single-family attached housing units, and 136 mid-rise apartment units with 20,000 square-feet of commercial/office uses on the first floor. In total, there are 490 proposed residential units. An 8.84-acre public park is also proposed. The development is anticipated to be completed in phases, with all of Phase 1 constructed by 2026. Access to the site is proposed via four new locations on Kagy Boulevard, which will be extended west through this project and constructed to a three-lane standard with bike lanes in both directions and parking along the south side. Block 3 access is expected to operate as right in/right out. Additionally, the site will be connected to the existing Remington Way via the proposed South 25th Avenue. The park in Block 1 will include trails with multiple connections to the rest of the development and area trail and multi-modal facilities. Figure 2 on page 3 shows the site plan for the development. EXISTING CONDITIONS Streets Figure 3 on page 4 shows the City of Bozeman Transportation Master Plan (TMP) street classifications and speed limits on study area streets. All streets in the study area generally have one travel lane in each direction, except for South 19th Avenue which has two southbound lanes beginning 950 feet south of its intersection with Stucky Road and continuing south until one lane becomes a right-turn only lane at the Blackwood Road intersection. There is a short section with two northbound lanes beginning 500 feet south of Graf Street and ending 1,300 feet north of Graf Street. There are consistently two lanes in each direction beginning 500 feet south of Kagy Boulevard and continuing north. Graf Street has a three-lane section with a center two-way left-turn lane (TWLTL) west of South 19th Avenue. Kagy Boulevard has a center TWLTL between South 7th Avenue and 650 feet west of South 11th Avenue. South 11th Avenue has a center TWLTL between Kagy Boulevard and West Lincoln Street. West of South 19th Avenue, West College Street has raised median separation with left-turn lanes at most intersections. There is curb and gutter along most streets in the study area, with the exceptions of Kagy Boulevard between South 11th Avenue and South 19th Avenue, South 19th Avenue south of Kagy Boulevard, West College Street between Grant Chamberlain Drive and South 11th Avenue, West Lincoln Street, Stucky Road, and Fowler Lane. Aaker, Phase 1 TIS 2 Figure 1: Study Area Aaker, Phase 1 TIS 3 Figure 2: Site Detail Aaker, Phase 1 TIS 4 Figure 3: Street and Intersection Characteristics Aaker, Phase 1 TIS 5 Intersections Figure 3 on the previous page also shows the traffic control utilized at each study area intersection. Additional intersection characteristics including the presence of turn lanes and signal timing plans are described in the following paragraphs. The South 19th Avenue/West College Street intersection has left-turn lanes on all four approaches with eastbound and westbound right-turn lanes. The signal is coordinated and operates with protected/permissive phasing for all left turns with right-turn overlap phasing for eastbound and westbound right turns. The South 19th Avenue/West Garfield Street intersection has left-turn lanes on all four approaches with an eastbound right-turn lane. The signal is coordinated and operates with protected/permissive phasing for northbound and southbound left turns with an eastbound right turn overlap phase. The South 19th Avenue/West Lincoln Street intersection has northbound and southbound left-turn lanes with eastbound and westbound movements channelized and restricted to right-out only. The Kagy Boulevard/South 7th Avenue intersection has eastbound and westbound left-turn lanes and a southbound right-turn lane. The Stucky Road/Fowler Lane intersection has no auxiliary turn lanes. All three intersections are controlled with stop signs. The South 19th Avenue/Kagy Boulevard intersection has left-turn lanes on all four approaches with right-turn lanes on all but the southbound approach. The signal is coordinated and operates with protected/permissive phasing for northbound and southbound left turns with a westbound right-turn overlap phase. The South 19th Avenue/Stucky Road intersection has a northbound left-turn lane, southbound right-turn lane, and separate eastbound left- and right-turn lanes at the time the existing counts were performed. Stucky Road is currently being constructed east of South 19th Avenue to connect at South 14th Avenue. The signal currently operates with a basic two-phase plan and is coordinated. The South 19th Avenue/Graf Street intersection has left-turn lanes on all four approaches. The signal operates with protected/permissive phasing for northbound and southbound left turns. The Kagy Boulevard/South 11th Avenue intersection has left-turn lanes on all four approaches and the signal was recently updated to operate with protected/permissive phasing for all left turns. The Kagy Boulevard/South Willson Avenue intersection has left-turn lanes on all four approaches with a northbound right-turn lane and eastbound and westbound channelized right-turn lanes. The signal operates with protected/permissive phasing for all left turns with an eastbound right-turn overlap phase. Bicycle/Pedestrian Facilities There is generally sidewalk along Graf Street and Kagy Boulevard on sections adjacent to existing developed areas, along the north sides of West Lincoln Street and West Garfield Street, and along South 11th Avenue, South 7th Avenue, and South Willson Avenue. West College Street has sidewalk on the north side and a shared-use path along the south side. There is also sidewalk along the west side of South 19th Avenue from Blackwood Road north to 1,000 feet south of Stucky Road and on both sides beginning 300 feet south of Kagy Boulevard. South 19th Avenue also has multiple unconnected segments with striped bike lanes. Graf Street, West Lincoln Street, South 11th Avenue, and West Garfield Aaker, Phase 1 TIS 6 Street and West College Street west of South 19th Avenue all have bike lanes in both directions. 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, Fowler Lane, Graf Street, West Lincoln Street, West Garfield Street, and West College Street where currently missing. Shared-use paths are also recommended along West Lincoln Street, Kagy Boulevard, Graf Street, South 11th Avenue, and South 7th 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, as well as at the South 19th Avenue/West Garfield Street intersection. The TMP recommended installation of a full traffic signal at the South 19th Avenue/West Lincoln Street intersection to protect bicycle and pedestrian crossings; however, a HAWK signal has since been installed at this location instead. The visionary street network also shows most streets being extended where necessary to form a connected grid layout. The Aaker, Phase 1 site plan proposes internal trail connections to the public park, with sidewalk planned along all internal streets in the development and bike lanes in both directions on Kagy Boulevard. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for study area intersections on several days during the spring and summer of 2022. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday AM and PM peak hour periods were found to occur from 7:45 to 8:45 AM and 5:00 to 6:00 PM. Raw count data was adjusted for seasonal variation using MDT seasonal adjustment factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2022) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Intersection Capacity Intersection capacity calculations for the Existing Conditions (2022) scenario were performed for the study area intersections using Synchro, Version 11, based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed, 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 typically considered a minimum acceptable threshold for operations in Montana-based communities, though exceptions are made in certain cases. The results of the Existing Conditions (2022) intersection capacity calculations showed that the total averaged LOS at all intersections was C or better. However, the eastbound and westbound approaches on West College Street, West Garfield Street, and Kagy Boulevard at their intersections with South 19th Avenue and the northbound approach at the Kagy Boulevard/South 7th Avenue intersection all operate at LOS D during the AM and/or PM peak hours. Projected 95th percentile queuing is low to moderate at all intersections, with longer queues on South 19th Avenue and Kagy Boulevard. Figure 4 on page 7 also shows the Existing Conditions (2022) LOS results at each intersection. A detailed capacity summary table and capacity calculation worksheets for each of the study area intersections can be found in Appendix B. Aaker, Phase 1 TIS 7 Figure 4: Existing Conditions (2022) Traffic Volumes Aaker, Phase 1 TIS 8 Crash History Historical crash data was obtained from MDT for the 5-year period from January 1, 2014 through December 31, 2018, due to the limited availability of City of Bozeman crash data beyond 2018. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Table 1 below illustrates the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2022 peak hour traffic counts and published historical ADT volumes from the MDT website. Crash rates for the study area intersections ranged from 0.08 crashes/MVE to 0.51 crashes/MVE. As a means of evaluating the historical crash frequency rates, Sanderson Stewart calculated expected rates using the predictive crash rate formulas in the American Association of State Highway Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions such as lane configurations and traffic signal phasing. The calculations result in a crashes-per-year prediction. Sanderson Stewart then back-calculated a frequency rate on the basis of MVE 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 was seven and a half times greater than the predicted crash rate at the intersection of Stucky Road/Fowler Lane. The historical crash rate was two times higher than the predicted crash rate for the intersection of South 19th Avenue/West Garfield Street. The historical crash rates were approximately one and a half times the predicted crash rates at the intersections of South 19th Avenue/Stucky Road and South 19th Avenue/West Lincoln Street. The elevated ratio of historical to predicted crash rates at the intersection of Stucky Road/Fowler Lane is due to the frequency of crashes at the intersection (3 crashes during the five-year data analysis period) with very low ADTs on the roadways. The historical crash rates were lower than the predicted crash rates at all other study area intersections. 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 Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Severity Index Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) Stucky Rd/Fowler Ln 3209 3 3 0 0 0.60 0.51 1.00 0.08 0.07 Stucky Rd/S 19th Ave 11504 9 5 4 0 1.80 0.43 1.89 1.18 0.28 Graf St/S 19th Ave 13254 2 1 1 0 0.40 0.08 2.00 1.78 0.37 Kagy Blvd/S 19th Ave 23081 14 10 4 0 2.80 0.33 1.57 2.71 0.32 Kagy Blvd/S 11th Ave 20196 11 9 2 0 2.20 0.30 1.36 2.01 0.27 Kagy Blvd/S 7th Ave 15901 7 7 0 0 1.40 0.24 1.00 1.50 0.26 Kagy Blvd/S Willson Ave 22200 5 2 3 0 1.00 0.12 2.20 2.13 0.26 S 19th Ave/Lincoln St 21573 12 9 3 0 2.40 0.30 1.50 1.95 0.25 S 19th Ave/Garfield St 27101 8 6 2 0 1.14 0.16 0.24 0.58 0.06 S 19th Ave/College St 28172 16 13 3 0 2.29 0.31 0.43 3.15 0.31 1 Daily Entering Volume (DEV) estimated from 2022 peak hour counts and 2016 through 2018 MDT published ADTs 2 Crashes reported from January 1, 2014 to December 31, 2018 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology HSM Predictions⁴ Intersection Crash Data3Crash Type 2014-2018 DEV1 Reported Crashes2 Aaker, Phase 1 TIS 9 Severity index is defined as the weighted average by crash severity, including fatality, injury, and property damage only (PDO) crashes. The highest severity indexes were 2.20 and 2.00 at the intersections of Kagy Boulevard/South Willson Avenue and South 19th Avenue/Graf Street, respectively. These rates are elevated because almost half of the crashes resulted in injuries despite low crash numbers and rates. Severity index calculation results are also shown in Table 1 on the previous page. Sanderson Stewart performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of the types of crashes in the study area. Rear-end collisions were the most common crash type at seven study intersections, with 4 of 9 crashes (44%) being rear-end at the South 19th Avenue/Stucky Road intersection, 1 of 2 crashes (50%) at South 19th Avenue/Graf Street, 8 of 11 (73%) at Kagy Boulevard/South 11th Avenue, 7 of 7 (100%) at Kagy Boulevard/South 7th Avenue, 9 of 12 (75%) at South 19th Avenue/West Lincoln Street, 6 of 8 (75%) at South 19th Avenue/West Garfield Street, and 9 of 16 crashes (56%) at the South 19th Avenue/West College Street intersection. Rear-end collisions commonly occur at signalized intersections because the signalized control is dynamic, and thereby requires drivers to recognize and react to changing conditions in real time. High speeds approaching signalized intersections allow drivers less response time, which creates an opportunity for an increased chance of rear-end collisions. It is possible that the higher speeds on South 19th Avenue are contributing to the high percentage of rear-end collisions along the corridor. Another potential contributing factor for rear-end collisions at a signalized intersection is a yellow change interval that is too short for the prevailing operating speeds in that corridor. Based on the application of yellow change interval formulas from the Institute of Transportation Engineers (ITE) Traffic Engineering Handbook with assumed 40-mph and 50-mph thru-movement operating speeds, it was calculated that the minimum “design” yellow change intervals for the approaches of Stucky Road and South 19th Avenue should be 3.9 and 4.7 seconds, respectively. The yellow clearance on the eastbound approach (Stucky Road) is currently 3.0 seconds; to improve safety the clearance should be increased to 3.9 seconds. If typical operating speeds on South 19th Street approaches are higher than posted, then the 4.7 second yellow clearance may be inadequate. Table 2: Crash History – Collision Type Right Angle Rear End Head On LT, SD LT, OD RT, OD SS, SD SS, OD Bicycle Wild Animal Fixed Object Total Stucky Rd/Fowler Ln 1 2 3 Stucky Rd/S 19th Ave 2 4 2 1 9 Graf St/S 19th Ave 1 1 2 Kagy Blvd/S 19th Ave 5 3 1 1 2 1 1 14 Kagy Blvd/S 11th Ave 8 1 1 1 11 Kagy Blvd/S 7th Ave 7 7 Kagy Blvd/S Willson Ave 1 3 1 5 S 19th Ave/Lincoln St 9 2 1 12 S 19th Ave/Garfield St 6 1 1 8 S 19th Ave/College St 2 9 1 2 1 1 16 Collision Type Aaker, Phase 1 TIS 10 At the intersection of South 19th Avenue/Garfield Street, the “design” yellow change interval for the eastbound approach is 3.6 seconds assuming a 35-mph operating speed. The existing signal timing plan uses a change interval of 3 seconds for eastbound movements. It is recommended that this yellow clearance be increased. The yellow change intervals at the Kagy Boulevard/South 11th Avenue intersection are adequate for the posted speed limits. Four (4) of the 8 rear-end crashes (50%) at this intersection involved westbound thru vehicles with clear weather and roadway conditions during the daylight, with 75% of all rear-end crashes occurring on clear and dry roads. At the intersection of South 19th Avenue/West College Street, the yellow change intervals are also adequate for all approaches of the intersection and 5 of the 9 rear-end collisions (56%) occurred with rainy or snowy weather conditions and wet/icy pavement. More detailed crash data would need to be evaluated to determine the exact cause of crashes. Rear-end collisions at two-way stop-controlled intersections often result from large speed differentials approaching the stop sign. At the intersection of South 19th Avenue/West Lincoln Street, three of the rear-end crashes were caused by westbound vehicles approaching the right turn stop, insinuating speed differentials were contributing factors in the crashes. Four of the rear-end crashes involved southbound stopped vehicles being hit by a following vehicle. This could be due to the lead vehicle stopping for pedestrians and the following vehicles not being aware. A HAWK pedestrian crossing signal was recently installed at this intersection, which may help call attention to the crossing for following vehicles and reduce rear-end collisions. Right-angle collisions were the most common type at the Kagy Boulevard/South 19th Avenue intersection, with 5 of 15 crashes (33%) occurring due to right-angle collisions. Right-angle collisions typically occur at signalized intersections when drivers misjudge the speed or gap of approaching vehicles with permissive left-turns or due to red-light-running. The intersection of Kagy Boulevard/South 19th Avenue has protected/permissive left-turns on the northbound and southbound approaches and permissive only left-turns on the eastbound and westbound approaches. Three (3) of 5 of the right-angle collisions (60%) involved a southbound left-turning vehicle. All three crashes occurred during daylight and two crashes occurred with dry pavement conditions. Protected-only left turn phasing instead of protected/permissive may help prevent right-angle collisions at this intersection. The intersection of Kagy Boulevard/South Willson Avenue had 3 of 5 crashes (60%) occurring due to left-turn, opposite direction (LT, OD) crashes. The three LT, OD crashes at the Kagy Boulevard/South Willson Avenue intersection all involved eastbound and westbound vehicles. Left-turning crashes often occur at signalized intersections without protected left-turn phasing. The signal operates with protected/permissive phasing for left turn movements on all approaches, but it is possible that changing the timing to protected-only left turn movements on the eastbound and westbound approaches could decrease LT, OD crashes. More crash information would need to be provided to determine exact causes and potential safety countermeasures. No other crash trends were noted at the remaining intersections with recorded crashes. It is important to note that all the previous evaluations are speculative, and more detailed information about individual crashes would be needed to determine exact causes for each collision. TRIP GENERATION This study utilized Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source in the United States 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 Aaker, Phase 1 TIS 11 study, Recreational Community Center (Land Use Code 495), Multifamily Housing (Mid-Rise) (Land Use Code 221), Single-Family Attached Housing (Land Use Code 215), General Office Building (Land Use Code 710), and Strip Retail Plaza (Land Use Code 822) were utilized to project trip generation for Phase 1 of Aaker development. Table 3 on the following page illustrates the results of the trip generation calculations for this site. At full buildout of Phase 1, the Aaker development is projected to generate 3,442 gross average weekday trips, with 251 trips (89 entering/162 exiting) generated during the AM peak hour and 315 trips (176 entering/139 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, 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. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange and were therefore calculated for this site. A portion of the external trips generated by Phase 1 of Aaker development could be made by alternate modes (walking, biking, and transit), thereby reducing vehicular trips generated. There are bike lanes, sidewalks, trails, and/or shared-use paths on streets adjacent to and within the site, which are anticipated to be used to complete IC trips. However external 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 Aaker development is projected to generate 3,005 net new external vehicular trips on a typical weekday, with 236 trips (81 entering/155 exiting) during the AM peak hour and 261 trips (148 entering/113 exiting) during the PM peak hour. 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 that site. Pass-by trips are primarily attracted by commercial type land uses such as drive-through restaurants, convenience markets, and gas stations, and for this development were calculated for the strip retail land use. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, the primary site-generated trips for Phase 1 of Aaker development were assigned to the study area roadway network. The results of the traffic assignment exercises for the Phase 1 (2026) and Future (2037) scenarios are illustrated in Figures 5 and 6 on page 15 and 16, respectively. Aaker, Phase 1 TIS 12 Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Recreational Community Center1 10 1000 SF GFA 288 144 144 19 13 6 25 12 13 17 5 12 0 0 0 3 1 2 250 Dwelling Units 1135 568 567 93 21 72 98 60 38 52 28 24 2 1 1 7 5 2 104 Dwelling Units 749 375 374 50 16 34 59 34 25 34 18 16 0 0 0 4 3 1 136 Dwelling Units 617 309 308 50 12 38 53 32 21 28 15 13 0 0 0 3 2 1 10 1000 SF GFA 108 54 54 15 13 2 14 2 12 40 26 14 2 1 1 4 2 2 10 1000 SF GFA 545 273 272 24 14 10 66 33 33 123 55 68 4 2 2 17 6 11 143 74 69 7 4 3 16 9 7 3442 1723 1719 251 89 162 315 173 142 294 147 147 8 4 4 38 19 19 143 74 69 7 4 3 16 9 7 3005 1502 1503 236 81 155 261 145 116 (1) Recreational Community Center - Land Use 495* Units = 1000 Sq. Ft. GFA Average Weekday:Average Rate = 28.82 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 1.91 (66% entering/34% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 2.50 (47% entering/53% exiting) (2) Multifamily Housing (Mid-Rise) - Land Use 221* Units = Dwelling Units Average Weekday:Average Rate = 4.54 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.37 (23% entering/77% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.39 (61% entering/39% exiting) (3) Single-Family Attached Housing - Land Use 215* Units = Dwelling Units Average Weekday:Average Rate = 7.20 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.48 (31% entering/69% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.57 (57% entering/43% exiting) (4) General Office Building - Land Use 710* Units = 1000 Sq. Ft. GFA Average Weekday:Average Rate = 10.84 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 1.52 (88% entering/12% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 1.44 (17% entering/83% exiting) (5) Strip Retail Plaza (<40k) - Land Use 822* Units = 1000 Sq. Ft. GFA Average Weekday:Average Rate = 54.45 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 2.36 (60% entering/40% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 6.59 (50% entering/50% exiting) *Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 Independent Variable AM Peak Hour Phase 1 Buildout New External Trips Phase 1 Buildout Internal Capture Trips Phase 1 Buildout Pass-By Trips PM Peak Hour Internal Capture Trips** Internal Capture Trips** Strip Retail Plaza (<40k)5 Internal Capture Trips** Internal Capture Trips** Pass-By Trips** (Avg. Rate = 34%) Phase 1 Buildout Gross Trips Land Use Average Weekday Multifamily Housing (Mid-Rise)2 Single-Family Attached Housing3 General Office Building4 Internal Capture Trips** Block 1 Block 2 Block 3 Multifamily Housing (Mid-Rise)2 Internal Capture Trips** Aaker, Phase 1 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 the trip distribution scheme was calculated using patterns collected from the Existing Conditions (2022) traffic volumes and the assumption that Fowler Lane would connect to the existing segment to the south and Kagy Boulevard would extend west to connect to Fowler Lane. Figures 5 and 6 on page 15 and 16, respectively, represents the calculated trip distribution scheme for the Aaker Development. TRAFFIC IMPACTS Traffic Volumes Based on information from the Client, a completion year of 2026 was utilized for the purposes of calculating future traffic projections for Phase 1 of Aaker development, additionally a 15-year (2037) horizon was also evaluated. In addition to 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 3.0% 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 Annex of Bozeman and University Crossing developments that are expected to be completed prior to construction of Phase 1 of Aaker development. Fowler Lane is anticipated to be connected between West Garfield Street and Stucky Road in the Future (2037) scenario. To account for this new connection, 20% of thru traffic on South 19th Avenue was shifted to Fowler Lane based on estimations of future roadway capacity and utilization on the new segment of Fowler Lane. A new Fowler Lane connection would also likely impact turning volumes to and from South 19th Avenue depending on which streets are extended to the west to intersect with Fowler Lane; however, turning movements were not adjusted for the purposes of this analysis. Additionally, it is anticipated the Kagy Boulevard to be connected west to Fowler Lane in the Future (2037) scenario. To account for this new connection, a portion of the site trips were shifted to access the Aaker Development via Fowler Lane to Kagy Boulevard. Extending Kagy Boulevard to the west would also likely have an impact on all study area intersection, however, turning movements were not adjusted for the purposed of this analysis. Phase 1 (2026) and Future (2037) traffic projections for of the Aaker development were then calculated by combining existing traffic volumes with anticipated background growth, other area development trips, and site-generated traffic assignments. Figures 7 and 8 on page 17 and 18, respectively, illustrates the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Phase 1 (2026) and Future (2037) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 7 and 8 on pages 17 and 18, respectively. Peak hour factors (PHFs) for the design year were conservatively assumed to be 0.92 for all intersections, per common industry practice for future scenarios and HCM guidelines. The assumed values were utilized so as not to overestimate future Aaker, Phase 1 TIS 14 congestion in the study area. Figures 7 and 8 also show the Phase 1 (2026) and Future (2037) LOS results at each intersection. Phase 1 (2026) capacity results with the existing street network show similar results at all intersections compared to Existing Conditions (2022), except for the Kagy Boulevard/South 11th Avenue intersection. That intersection is projected to operate at LOS D on average during both peak hours with LOS D or worse on the Kagy Boulevard approaches. The northbound approach at the Kagy Boulevard/South 7th Avenue intersection is projected to worsen to LOS E during both the AM and PM peak hours. The proposed new site access intersections on Kagy Boulevard will be stop-controlled and are all projected to operate at LOS A during both peak hours. The results of the Future (2037) intersection capacity calculations show that delay and 95th percentile queuing is projected to become extreme at the Kagy Boulevard/South 11th Avenue intersection, particularly on the east and west approaches. The Kagy Boulevard/South Willson Avenue intersection is projected to worsen to LOS D and E on multiple approaches with extremely lengthy queues on most approaches during both peak hours. The South 19th Avenue/Kagy Boulevard is anticipated to improve from LOS D to LOS C on the westbound approach in the AM and worsen to LOS D on the southbound approach in the PM. The South 19th Avenue/West College Street and South 19th Avenue/West Garfield Street intersections are projected to continue to operate at a failing LOS on both the eastbound and westbound approaches. At the stop-controlled intersection of Kagy Boulevard/South 7th Avenue, the northbound and southbound approaches are projected to operate at a failing LOS. 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 (2037) traffic scenarios are included in Appendix C. Capacity Improvements South 19th Avenue/West College Avenue: West College Street and Kagy Boulevard intersections showed little improvement, with both projected scenarios to remain at LOS D on the east and west legs. It is recommended, due to existing and projected future capacity conditions, that the timing and coordination plan for the entire corridor be reevaluated by MDT/the City of Bozeman to maximize capacity and ensure efficient and safe operations. South 19th Avenue/West Garfield Street: Without impacting the coordination plan along South 19th Avenue, some minor signal timing changes were evaluated in the corridor. The South 19th Avenue/West Garfield Street intersection can be improved to operate at LOS C or better on all approaches through minor timing changes for the 2026 scenario and remains LOS D in the AM for the Future (2037) scenario. 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. In the Future (2037) scenario, dual southbound left-turn, and dual westbound right-turn lanes will likely become necessary due to extremely large volumes projected to perform those movements. Other associated changes would include two receiving lanes on the east leg and retiming the signal to provide a protected-only phase for southbound left turns. It was also found that removing the pedestrian phases crossing South 19th Avenue resulted in improved delay metrics. Aaker, Phase 1 TIS 15 Figure 5: Phase 1 (2026) Trip Distribution & Traffic Assignment Summary Aaker, Phase 1 TIS 16 Figure 6: Future (2037) Trip Distribution & Traffic Assignment Summary Aaker, Phase 1 TIS 17 Figure 7: Phase 1 (2026) Traffic Projections Aaker, Phase 1 TIS 18 Figure 8: Future (2037) Traffic Projections Aaker, Phase 1 TIS 19 Moving the pedestrian crossings underground would provide a safety benefit and allow the signal to operate without associated pedestrian delay and minimum crossing times, especially as residential developments continue to be built to the west. Updating the coordination offset was also shown to improve delay along South 19th Avenue. With the above improvements implemented, the intersection is projected to operate at LOS D on the eastbound approach during both peak hours in the Future (2037) scenario, with delay values close to the LOS C cutoff value. Kagy Boulevard/South 11th Avenue: Projected Phase 1 (2026) capacity and queuing can be improved to LOS C or better on all approaches in the AM and LOS D on the westbound and southbound approaches, with delay values close to the LOS C cutoff value, through minor signal timing adjustments. In the Future (2037) scenario it was found that an additional thru lane on Kagy Boulevard in both directions would be necessary to improve operations to LOS C or better, although projected queuing is still quite high with this configuration. Alternately, a multi-lane roundabout was found to provide lower delay values and shorter queues. In order to operate at LOS C or better, the roundabout would require two lanes in each direction on Kagy Boulevard, as well as separate northbound and southbound left-turn lanes and a northbound right-turn slip lane. Kagy Boulevard/South 7th Avenue: Projected Phase 1 (2026) and Future (2037) capacity can be improved to LOS C or better on all approaches by signalizing this intersection with a standard two-phase signal or with the installation of a single lane roundabout, with 95% queues being similar for either option. Kagy Boulevard/South Willson Avenue: This intersection is not projected to experience capacity deficiencies until the Future (2037) scenario. It was found that adding a northbound right-turn overlap phase, a dedicated southbound right-turn lane with overlap phasing, and minor timing changes would improve operations to LOS D, albeit with very long 95th percentile queues on most approaches during both peak hours. The ongoing MDT “Kagy Boulevard – South 19th to Willson” project has proposed reconstruction of Kagy Boulevard to a four-lane standard with multi-lane roundabouts installed at its intersections with South 11th Avenue, South 7th Avenue, and South Willson Avenue. However, the project is still in the design stage and the proposed street sections may change. The results of the improved capacity calculations for the Phase 1 (2026) Future (2037) scenarios are shown in detailed capacity summary tables which can be found in Appendix D, along with the calculation worksheets. Access Spacing Four total partial-movement accesses are proposed to Phase 1 of the Aaker site on Kagy Boulevard. The eastmost access, South 23rd Avenue, is approximately 75 feet west of the closest existing access. The second site access is approximately 300 feet west of South 23rd Avenue. The third site access, South 25th Avenue, is approximately 360 feet west of the second access and approximately 400 east of the fourth, westmost, access. The Bozeman City Uniform Development Code (UDC) (Section 38.400.090) provides guidance for minimum access spacing distances. Based on City of Bozeman spacing requirements for partial movement accesses, the Block 3 Access (intersection #12) and the opposing intersection on the south side of Kagy Boulevard are not spaced adequately. An access deviation is therefore requested per the UDC, Section 38.400.090.H and summarized in a memorandum in Appendix E. Aaker, Phase 1 TIS 20 CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that Phase 1 of Aaker development will generate a substantial volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 3,005 net new external vehicle trips could be generated daily. The development plan proposes construction of multiple buildings to include 490 residential dwelling units, a 10,000 square-foot community center, 10,000 square feet of office space, and 10,000 square feet of retail space. Buildout and occupancy of the site is projected for completion by approximately 2026. The Existing Conditions (2022) capacity analysis showed that the average LOS at all intersections is C or better. However, three signalized intersections along South 19th Avenue operate at LOS D on the east and west legs and the northbound approach at the Kagy Boulevard/South 7th Avenue intersection operates at LOS D during the AM peak hour. Projected 95th percentile queues are lengthy along South 19th Avenue and Kagy Boulevard at the signalized intersections. Crash data was evaluated at the study area intersections and there was a trend of rear-end collisions at several of the project intersections. The Phase 1 (2026) capacity analysis showed similar results to Existing Conditions (2022), with all intersections operating at an average of LOS C or better except for the Kagy Boulevard/South 11th Avenue intersection, which is projected to operate at LOS D on average and LOS D or worse on the Kagy Boulevard approaches. Individual approaches at multiple other intersections are projected to continue operating at LOS D or worse. The proposed new site access intersections are projected to operate at LOS A or better. Projected capacity results in the Future (2037) scenario show similar delay on South 19th Avenue/Kagy Boulevard intersection due to the projected shift of some volumes to Fowler Lane. The Kagy Boulevard/South 11th Avenue intersection is projected to operate at LOS F overall and on multiple approaches during both peak hours, the Kagy Boulevard/South Willson Avenue intersection is projected to operate at LOS D and E on multiple approaches, and the Kagy Boulevard/South 7th Avenue is expected to operate at failing LOS on Kagy Boulevard. Extreme queuing is projected on Kagy Boulevard at both intersections. All site access intersections are projected to operate at LOS C or better. 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. However, the Future (2037) scenario will likely require further improvements at all three intersections along Kagy Boulevard, including additional thru and turning lanes on multiple approaches. At the South 19th Avenue/Kagy Boulevard intersection coordination offsets should be reevaluated along the full north/south corridor as volumes increase and traffic patterns change upon completion of the anticipated Fowler Lane connection. Operations at the Kagy Boulevard/South 11th Avenue intersection were improved to LOS C when assuming an additional thru lane on Kagy Boulevard in both directions, both when evaluating signalized and roundabout operations. The Kagy Boulevard/South 7th Avenue is expected in improve to LOS C or better with the addition of a traffic signal or single lane roundabout. The Kagy Boulevard/South Willson Avenue intersection was improved to LOS D when optimizing the signal timing and phasing plan and adding a dedicated southbound right-turn lane. Aaker, Phase 1 TIS 21 An access deviation is required for the four proposed new access locations on Kagy Boulevard per the City of Bozeman UDC, Section 38.400.090.H. It was found that Phase 1 (2026) and Future (2037) scenarios projected 95th percentile queuing on Kagy Boulevard at each proposed access would not interfere with operations at adjacent access intersections. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: Aaker, Phase 1 Development · Stop (R1-1) signs shall be installed at all new site access intersections on Kagy Boulevard. · Any network and bicycle/pedestrian improvements should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017) and aligned with the design of adjacent facilities and developments. If the buildout of any of these improvements is deemed necessary by the City prior to CIP funding, contribution percentages should be calculated based on proportional shares of impacting area developments. MDT Improvements · The South 19th Avenue corridor signal timing and coordination plan should be reviewed to ensure that it is operating at maximum capacity and efficiency, particularly if/when the Fowler Lane and Kagy Boulevard connections are completed. · The following improvements should be considered at the South 19th Avenue/Kagy Boulevard intersection: o Protected-only left-turn phasing on all approaches may help prevent right-angle collisions at this intersection. o Dual southbound left-turn lanes should be considered due to high existing and projected turning volumes. This improvement would require protected-only signal phasing and two receiving lanes on Kagy Boulevard east of South 19th Avenue. o Eastbound right-turn overlap phasing should be added to improve capacity. o Installation of dual westbound right-turn lanes should be considered due to high existing and projected turning volumes; however, the eventual extension of Kagy Boulevard and construction of the Fowler Lane connection to the west may impact existing traffic patterns. o Providing grade-separated pedestrian crossings, particularly across South 19th Avenue, should be considered due to high speeds on South 19th Avenue, the number of lanes being crossed, and an anticipated increase in pedestrian traffic from new residential construction to the west. This improvement may improve safety and capacity at the intersection by separating vehicle and pedestrian traffic and allowing both groups to move without conflict. Aaker, Phase 1 TIS 22 · Consideration should be given to implementing a coordinated signal timing plan along the Kagy Boulevard corridor if signalized operations are chosen to be maintained through the course of the MDT Kagy Boulevard design project. A coordination plan may improve operations and reduce queuing in the corridor. · In the Phase 1 (2026) timeframe, minor signal timing improvements may be necessary to maintain operations and reduce queuing at the Kagy Boulevard/South 11th Avenue intersection. In the Future (2037) timeframe further improvements should be considered, including construction of an additional east/west thru lane in each direction. This improvement is projected to be necessary whether the intersection remains signalized or controlled by a roundabout. If a roundabout is installed, northbound and southbound left-turn lanes and a northbound right-turn slip lane were found to be necessary to maintain acceptable LOS at the intersection. · In the Phase 1(2026) timeframe consideration should be given to installation of a two-phase signal or single lane roundabout at the Kagy Boulevard/South 7th Avenue intersection. Traffic signal warrants should continue to be monitored at this intersection. · At the Kagy Boulevard/South Willson Avenue intersection consideration should be given to adding a northbound right-turn overlap phase. Installation of a dedicated southbound right-turn lane with overlap phasing should also be considered in the Future (2037) timeframe, and other minor signal timing changes may further improve capacity. City of Bozeman Improvements · The yellow clearance at the intersection of Stucky Road/South 19th Avenue should be increased on the northbound and southbound approaches from 4.0 seconds to 4.7 seconds. If operating speeds are higher than the 50-mph posted speed limit the clearance may need to be increased further. All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC VOLUME DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0 0.84 0.84 0.84 0.84 0 7:45 AM 9 95 14 0 118 13 108 17 0 138 23 48 15 2 88 12 32 19 0 63 407 8:00 AM 9 111 25 0 145 8 91 16 0 115 19 32 9 0 60 10 32 15 0 57 377 8:15 AM 14 85 22 1 122 9 108 22 0 139 17 39 10 0 66 12 29 9 0 50 377 8:30 AM 6 95 14 0 115 8 92 24 0 124 15 36 15 0 66 14 37 14 0 65 370 Grand Total 38 386 75 1 500 38 399 79 0 516 74 155 49 2 280 48 130 57 0 235 1531 Medium Truck % 2.6 2.3 2.7 0.0 2.4 0.0 2.3 1.3 0.0 1.9 4.1 3.2 0.0 0.0 2.9 0.0 1.5 0.0 0.0 0.9 Heavy Truck % 0.0 0.8 1.3 0.0 0.8 0.0 1.3 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 0.0 0.4 Total Truck % 2.6 3.1 4.0 0.0 3.2 0.0 3.5 1.3 0.0 2.9 4.1 3.2 0.0 0.0 2.9 2.1 1.5 0.0 0.0 1.3 Total % 2.5 25.2 4.9 0.1 32.7 2.5 26.1 5.2 0.0 33.7 4.8 10.1 3.2 0.1 18.3 3.1 8.5 3.7 0.0 15.3 100.0 PHF 1.00 1.00 1.00 0.94 0.94 0.94 0.80 0.80 0.80 0.93 0.93 0.93 0.94 RT TH LT U 38 386 75 1 48RT130TH57LT0UU2LT49TH155RT740 79 399 38 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 19th Avenue Northbound West College Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & West College StreetCounted By:West College StreetWest College Street280Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: West University South 19th Avenue West College Street West College Street Vehicle Volumes and Adjustments South 19th Avenue 500 In Out 497 South 19th Avenue 516 InOut 517In249 In235Out268Total Entering 1531Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0 0.84 0.84 0.84 0.84 0 5:00 PM 17 135 20 0 172 21 163 40 0 224 32 51 16 0 99 19 58 22 0 99 594 5:15 PM 8 109 19 2 138 19 115 45 0 179 35 53 23 0 111 20 65 19 0 104 532 5:30 PM 8 138 21 1 168 19 121 34 0 174 27 40 17 0 84 14 39 14 0 67 493 5:45 PM 16 127 24 0 167 13 100 28 0 141 35 64 16 0 115 12 41 14 0 67 490 Grand Total 49 509 84 3 645 72 499 147 0 718 129 208 72 0 409 65 203 69 0 337 2109 Medium Truck % 0.0 0.8 0.0 0.0 0.6 0.0 1.2 0.0 0.0 0.8 1.6 0.5 0.0 0.0 0.7 0.0 1.5 0.0 0.0 0.9 Heavy Truck % 0.0 0.2 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.0 0.0 0.0 0.8 0.0 1.6 0.0 0.0 1.1 1.6 0.5 0.0 0.0 0.7 0.0 1.5 0.0 0.0 0.9 Total % 2.3 24.1 4.0 0.1 30.6 3.4 23.7 7.0 0.0 34.0 6.1 9.9 3.4 0.0 19.4 3.1 9.6 3.3 0.0 16.0 100.0 PHF 0.94 0.94 0.94 0.80 0.80 0.80 1.00 1.00 1.00 0.85 0.85 0.85 0.89 RT TH LT U 49 509 84 3 65RT203TH69LT0UU0LT72TH208RT1290 147 499 72 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & West College Street North/South Street: South 19th Avenue West College Street Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street:West College StreetOut399Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue West College Street West College Street Southbound Northbound Eastbound Westbound In409364OutSouth 19th Avenue In Out 645 639 South 19th Avenue 337InWest College StreetTotal Entering 2109 707 718 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 10 127 5 0 142 3 121 57 0 181 84 5 3 0 92 7 2 3 0 12 427 8:00 AM 11 128 2 0 141 1 122 49 0 172 91 0 4 0 95 0 6 2 0 8 416 8:15 AM 3 106 2 0 111 1 137 54 0 192 104 3 0 0 107 3 6 0 0 9 419 8:30 AM 7 115 3 0 125 0 134 62 0 196 64 4 0 0 68 0 2 0 0 2 391 Grand Total 31 476 12 0 519 5 514 222 0 741 343 12 7 0 362 10 16 5 0 31 1653 Medium Truck % 3.2 2.1 0.0 0.0 2.1 0.0 1.8 0.9 0.0 1.5 1.2 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.8 0.0 0.0 0.8 0.0 1.2 1.4 0.0 1.2 1.7 0.0 0.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0 Total Truck % 3.2 2.9 0.0 0.0 2.9 0.0 2.9 2.3 0.0 2.7 2.9 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 Total % 1.9 28.8 0.7 0.0 31.4 0.3 31.1 13.4 0.0 44.8 20.8 0.7 0.4 0.0 21.9 0.6 1.0 0.3 0.0 1.9 100.0 PHF 0.91 0.91 0.91 1.00 1.00 1.00 0.98 0.98 0.98 0.65 0.65 0.65 0.97 RT TH LT U 31 476 12 0 10RT16TH5LT0UU0LT7TH12RT3430 222 514 5 U LT TH RTIn269 In31Out29Total Entering 1653Out South 19th Avenue 741 InOut 824 South 19th Avenue 519 In Out 531 West Garfield StreetWest Garfield Street362Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: West University South 19th Avenue West Garfield Street West Garfield Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & West Garfield StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 19th Avenue Northbound West Garfield Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 4 160 4 0 168 1 195 80 0 276 78 5 9 0 92 8 5 2 0 15 551 5:15 PM 7 160 4 0 171 1 170 67 1 239 89 1 8 0 98 4 4 3 0 11 519 5:30 PM 4 164 3 0 171 2 154 60 0 216 86 1 2 0 89 3 6 1 0 10 486 5:45 PM 1 169 7 0 177 3 134 55 0 192 72 4 2 0 78 7 2 2 0 11 458 Grand Total 16 653 18 0 687 7 653 262 1 923 325 11 21 0 357 22 17 8 0 47 2014 Medium Truck % 0.0 0.8 0.0 0.0 0.7 0.0 0.6 0.0 0.0 0.4 0.6 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.2 0.0 0.0 0.1 0.0 0.3 0.8 0.0 0.4 0.6 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.9 0.0 0.0 0.9 0.0 0.9 0.8 0.0 0.9 1.2 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 Total % 0.8 32.4 0.9 0.0 34.1 0.3 32.4 13.0 0.0 45.8 16.1 0.5 1.0 0.0 17.7 1.1 0.8 0.4 0.0 2.3 100.0 PHF 1.00 1.00 1.00 0.84 0.84 0.84 0.97 0.97 0.97 0.78 0.78 0.78 0.91 RT TH LT U 16 653 18 0 22RT17TH8LT0UU0LT21TH11RT3251 262 653 7 U LT TH RT South 19th Avenue 47InWest Garfield StreetTotal Entering 2014 987 923 Out In South 19th Avenue In Out 687 696 West Garfield StreetOut295Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue West Garfield Street West Garfield Street Southbound Northbound Eastbound Westbound In35736OutNorth/South Street: South 19th Avenue West Garfield Street Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & West Garfield Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0 0.84 0.84 0.84 0.84 0 7:45 AM 1 173 36 0 210 8 166 0 0 174 2 0 0 0 2 13 0 0 0 13 399 8:00 AM 8 155 37 0 200 7 148 1 0 156 0 0 0 0 0 14 0 0 0 14 370 8:15 AM 1 171 24 0 196 8 159 0 0 167 0 0 0 0 0 20 0 0 0 20 383 8:30 AM 4 147 24 0 175 2 169 0 0 171 2 0 0 0 2 13 0 0 0 13 361 Grand Total 14 646 121 0 781 25 642 1 0 668 4 0 0 0 4 60 0 0 0 60 1513 Medium Truck % 0.0 2.2 0.0 0.0 1.8 4.0 1.9 0.0 0.0 1.9 0.0 0.0 0.0 0.0 0.0 1.7 0.0 0.0 0.0 1.7 Heavy Truck % 0.0 1.2 0.0 0.0 1.0 0.0 0.9 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 1.7 0.0 0.0 0.0 1.7 Total Truck % 0.0 3.4 0.0 0.0 2.8 4.0 2.8 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 0.0 3.3 Total % 0.9 42.7 8.0 0.0 51.6 1.7 42.4 0.1 0.0 44.2 0.3 0.0 0.0 0.0 0.3 4.0 0.0 0.0 0.0 4.0 100.0 PHF 0.93 0.93 0.93 0.96 0.96 0.96 0.50 0.50 0.50 1.00 1.00 1.00 0.95 RT TH LT U 14 646 121 0 60RT0TH0LT0UU0LT0TH0RT40 1 642 25 U LT TH RTIn15 In60Out146Total Entering 1513Out South 19th Avenue 668 InOut 650 South 19th Avenue 781 In Out 702 West Lincoln StreetWest Lincoln Street4Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: West University South 19th Avenue West Lincoln Street West Lincoln Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & West Lincoln StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 19th Avenue Northbound West Lincoln Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0 0.84 0.84 0.84 0.84 0 5:00 PM 1 215 25 0 241 5 208 2 0 215 6 0 0 0 6 53 0 0 0 53 515 5:15 PM 1 210 18 0 229 3 202 0 0 205 3 0 0 0 3 28 0 0 0 28 465 5:30 PM 0 213 29 0 242 5 178 2 0 185 3 0 0 0 3 28 0 0 0 28 458 5:45 PM 0 198 23 0 221 3 163 0 0 166 2 0 0 0 2 24 0 0 0 24 413 Grand Total 2 836 95 0 933 16 751 4 0 771 14 0 0 0 14 133 0 0 0 133 1851 Medium Truck % 0.0 0.8 0.0 0.0 0.8 0.0 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.4 0.0 0.0 0.3 0.0 0.5 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.2 0.0 0.0 1.1 0.0 1.1 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.1 45.2 5.1 0.0 50.4 0.9 40.6 0.2 0.0 41.7 0.8 0.0 0.0 0.0 0.8 7.2 0.0 0.0 0.0 7.2 100.0 PHF 0.97 0.97 0.97 0.90 0.90 0.90 0.58 0.58 0.58 0.63 0.63 0.63 0.90 RT TH LT U 2 836 95 0 133RT0TH0LT0UU0LT0TH0RT140 4 751 16 U LT TH RT South 19th Avenue 133InWest Lincoln StreetTotal Entering 1851 850 771 Out In South 19th Avenue In Out 933 884 West Lincoln StreetOut6Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue West Lincoln Street West Lincoln Street Southbound Northbound Eastbound Westbound In14111OutNorth/South Street: South 19th Avenue West Lincoln Street Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & West Lincoln Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0 0.88 0.88 0.88 0.88 0 7:45 AM 12 84 117 0 213 59 130 17 0 206 1 2 8 0 11 66 4 22 0 92 522 8:00 AM 6 94 81 0 181 49 153 7 0 209 1 6 11 0 18 74 4 31 0 109 517 8:15 AM 5 53 108 0 166 51 138 15 0 204 6 4 19 0 29 82 8 27 0 117 516 8:30 AM 5 72 104 0 181 65 106 11 0 182 5 11 16 0 32 47 4 28 0 79 474 Grand Total 28 303 410 0 741 224 527 50 0 801 13 23 54 0 90 269 20 108 0 397 2029 Medium Truck % 0.0 0.7 0.0 0.0 0.3 0.0 0.6 0.0 0.0 0.4 0.0 4.3 0.0 0.0 1.1 0.7 0.0 0.0 0.0 0.5 Heavy Truck % 0.0 4.3 0.2 0.0 1.9 0.4 1.1 0.0 0.0 0.9 0.0 0.0 1.9 0.0 1.1 1.5 10.0 4.6 0.0 2.8 Total Truck % 0.0 5.0 0.2 0.0 2.2 0.4 1.7 0.0 0.0 1.2 0.0 4.3 1.9 0.0 2.2 2.2 10.0 4.6 0.0 3.3 Total % 1.4 14.9 20.2 0.0 36.5 11.0 26.0 2.5 0.0 39.5 0.6 1.1 2.7 0.0 4.4 13.3 1.0 5.3 0.0 19.6 100.0 PHF 0.87 0.87 0.87 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.97 RT TH LT U 28 303 410 0 269RT20TH108LT0UU0LT54TH23RT130 50 527 224 U LT TH RTIn98 In397Out657Total Entering 2029Out South 19th Avenue 801 InOut 424 South 19th Avenue 741 In Out 850 Kagy BoulevardKagy Boulevard90Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: West University South 19th Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Kagy BoulevardCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 19th Avenue Northbound Kagy Boulevard Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0 0.89 0.89 0.89 0.89 0 5:00 PM 1 121 91 0 213 47 105 4 1 157 5 7 31 0 43 116 3 43 0 162 575 5:15 PM 3 106 92 0 201 42 87 2 0 131 2 6 12 0 20 136 2 50 0 188 540 5:30 PM 1 115 97 0 213 44 89 1 0 134 2 1 12 0 15 104 2 53 0 159 521 5:45 PM 1 111 91 0 203 28 90 1 0 119 6 4 6 0 16 106 2 48 0 156 494 Grand Total 6 453 371 0 830 161 371 8 1 541 15 18 61 0 94 462 9 194 0 665 2130 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.2 0.0 0.0 0.1 1.2 0.5 0.0 0.0 0.7 0.0 0.0 1.6 0.0 1.1 0.6 0.0 0.0 0.0 0.5 Total Truck % 0.0 0.2 0.0 0.0 0.1 1.2 0.5 0.0 0.0 0.7 0.0 0.0 1.6 0.0 1.1 0.6 0.0 0.0 0.0 0.5 Total % 0.3 21.3 17.4 0.0 39.0 7.6 17.4 0.4 0.0 25.4 0.7 0.8 2.9 0.0 4.4 21.7 0.4 9.1 0.0 31.2 100.0 PHF 0.97 0.97 0.97 0.86 0.86 0.86 0.55 0.55 0.55 1.00 1.00 1.00 0.93 RT TH LT U 6 453 371 0 462RT9TH194LT0UU0LT61TH18RT151 8 371 161 U LT TH RT South 19th Avenue 665InKagy BoulevardTotal Entering 2130 663 541 Out In South 19th Avenue In Out 830 894 Kagy BoulevardOut23Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In94550OutNorth/South Street: South 19th Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Kagy Boulevard NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 3 11 18 0 32 24 46 11 0 81 19 142 10 0 171 18 93 4 0 115 399 8:00 AM 7 25 9 0 41 14 92 34 0 140 15 100 8 0 123 14 78 5 0 97 401 8:15 AM 6 25 17 0 48 12 55 25 0 92 12 111 13 0 136 19 82 2 0 103 379 8:30 AM 2 17 9 0 28 25 43 11 0 79 11 128 15 0 154 18 57 2 0 77 338 Grand Total 18 78 53 0 149 75 236 81 0 392 57 481 46 0 584 69 310 13 0 392 1517 Medium Truck % 0.0 5.1 0.0 0.0 2.7 1.3 0.8 2.5 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.3 Heavy Truck % 0.0 2.6 1.9 0.0 2.0 1.3 0.8 0.0 0.0 0.8 0.0 0.2 2.2 0.0 0.3 1.4 2.3 0.0 0.0 2.0 Total Truck % 0.0 7.7 1.9 0.0 4.7 2.7 1.7 2.5 0.0 2.0 0.0 0.2 2.2 0.0 0.3 1.4 2.6 0.0 0.0 2.3 Total % 1.2 5.1 3.5 0.0 9.8 4.9 15.6 5.3 0.0 25.8 3.8 31.7 3.0 0.0 38.5 4.5 20.4 0.9 0.0 25.8 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0.86 0.86 0.95 RT TH LT U 18 78 53 0 69RT310TH13LT0UU0LT46TH481RT570 81 236 75 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 11th Avenue Northbound Kagy Boulevard Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 11th Avenue & Kagy BlvdCounted By:Kagy BoulevardKagy Boulevard584Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: West University South 11th Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments South 11th Avenue 149 In Out 351 South 11th Avenue 392 InOut 148In409 In392Out609Total Entering 1517Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 5:00 PM 16 46 25 0 87 8 43 36 0 87 17 115 23 0 155 32 95 14 0 141 470 5:15 PM 13 39 40 0 92 15 35 26 0 76 16 112 11 0 139 36 121 12 0 169 476 5:30 PM 19 39 36 0 94 15 42 27 0 84 20 103 12 0 135 34 110 14 0 158 471 5:45 PM 15 54 36 0 105 18 40 21 0 79 12 99 9 0 120 28 103 21 1 153 457 Grand Total 63 178 137 0 378 56 160 110 0 326 65 429 55 0 549 130 429 61 1 621 1874 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.8 0.5 0.0 0.0 0.5 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.8 0.5 0.0 0.0 0.5 Total % 3.4 9.5 7.3 0.0 20.2 3.0 8.5 5.9 0.0 17.4 3.5 22.9 2.9 0.0 29.3 6.9 22.9 3.3 0.1 33.1 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.92 0.92 0.92 0.98 RT TH LT U 63 178 137 0 130RT429TH61LT1UU0LT55TH429RT650 110 160 56 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 11th Avenue & Kagy Blvd North/South Street: South 11th Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street:Kagy BoulevardOut602Vehicle Volumes and Adjustments South 11th Avenue South 11th Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In549623OutSouth 11th Avenue In Out 378 345 South 11th Avenue 621InKagy BoulevardTotal Entering 1874 304 326 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 13 4 2 0 19 2 2 0 0 4 4 94 73 0 171 22 105 5 0 132 326 8:00 AM 9 0 0 0 9 1 2 0 0 3 7 86 26 0 119 12 100 5 0 117 248 8:15 AM 11 1 1 0 13 1 1 1 0 3 6 91 30 0 127 8 94 8 0 110 253 8:30 AM 13 2 3 0 18 0 2 0 0 2 9 94 42 0 145 12 87 6 0 105 270 Grand Total 46 7 6 0 59 4 7 1 0 12 26 365 171 0 562 54 386 24 0 464 1097 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8 0.3 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 14.3 16.7 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.4 1.9 2.3 0.0 0.0 2.2 Total Truck % 0.0 14.3 16.7 0.0 3.4 0.0 0.0 0.0 0.0 0.0 3.8 0.8 0.0 0.0 0.7 1.9 2.3 0.0 0.0 2.2 Total % 4.2 0.6 0.5 0.0 5.4 0.4 0.6 0.1 0.0 1.1 2.4 33.3 15.6 0.0 51.2 4.9 35.2 2.2 0.0 42.3 100.0 PHF 0.79 0.79 0.79 0.75 0.75 0.75 0.82 0.82 0.82 0.88 0.88 0.88 0.84 RT TH LT U 46 7 6 0 54RT386TH24LT0UU0LT171TH365RT260 1 7 4 U LT TH RTIn433 In464Out375Total Entering 1097Out South 7th Avenue 12 InOut 57 South 7th Avenue 59 In Out 232 Kagy BoulevardKagy Boulevard562Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: West University South 7th Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 7th Avenue & Kagy BlvdCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 7th Avenue Northbound Kagy Boulevard Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 5:00 PM 45 2 4 0 51 12 1 1 0 14 1 138 12 0 151 4 108 1 0 113 329 5:15 PM 45 1 7 0 53 10 4 3 0 17 2 153 14 0 169 4 118 1 0 123 362 5:30 PM 44 2 6 0 52 8 1 1 0 10 1 134 13 0 148 4 107 3 0 114 324 5:45 PM 52 1 9 0 62 7 0 1 0 8 1 126 28 0 155 3 97 1 0 101 326 Grand Total 186 6 26 0 218 37 6 6 0 49 5 551 67 0 623 15 430 6 0 451 1341 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.5 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.5 0.0 0.0 0.4 Total Truck % 0.5 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.5 0.0 0.0 0.4 Total % 13.9 0.4 1.9 0.0 16.3 2.8 0.4 0.4 0.0 3.7 0.4 41.1 5.0 0.0 46.5 1.1 32.1 0.4 0.0 33.6 100.0 PHF 1.00 1.00 1.00 0.72 0.72 0.72 0.92 0.92 0.92 0.92 0.92 0.92 0.93 RT TH LT U 186 6 26 0 15RT430TH6LT0UU0LT67TH551RT50 6 6 37 U LT TH RT South 7th Avenue 451InKagy BoulevardTotal Entering 1341 17 49 Out In South 7th Avenue In Out 218 88 Kagy BoulevardOut622Vehicle Volumes and Adjustments South 7th Avenue South 7th Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In623614OutNorth/South Street: South 7th Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 7th Avenue & Kagy Blvd NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 16 24 16 0 56 26 64 27 0 117 9 66 18 0 93 44 94 33 0 171 437 8:00 AM 21 36 12 0 69 31 98 21 0 150 6 52 12 0 70 46 71 46 0 163 452 8:15 AM 15 16 34 0 65 47 51 13 0 111 11 75 18 0 104 39 86 17 0 142 422 8:30 AM 18 9 22 0 49 14 35 8 0 57 8 55 13 0 76 24 77 9 0 110 292 Grand Total 70 85 84 0 239 118 248 69 0 435 34 248 61 0 343 153 328 105 0 586 1603 Medium Truck % 0.0 1.2 0.0 0.0 0.4 0.8 0.4 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.2 Heavy Truck % 0.0 0.0 2.4 0.0 0.8 0.0 0.0 2.9 0.0 0.5 0.0 1.2 1.6 0.0 1.2 2.6 2.4 1.0 0.0 2.2 Total Truck % 0.0 1.2 2.4 0.0 1.3 0.8 0.4 2.9 0.0 0.9 0.0 1.2 1.6 0.0 1.2 2.6 2.4 1.9 0.0 2.4 Total % 4.4 5.3 5.2 0.0 14.9 7.4 15.5 4.3 0.0 27.1 2.1 15.5 3.8 0.0 21.4 9.5 20.5 6.6 0.0 36.6 100.0 PHF 0.86 0.86 0.86 0.73 0.73 0.73 1.00 1.00 1.00 0.90 0.90 0.90 0.89 RT TH LT U 70 85 84 0 153RT328TH105LT0UU0LT61TH248RT340 69 248 118 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South Willson Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South Willson Avenue Northbound Kagy Boulevard Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South Willson Avenue & Kagy BlvdCounted By:Kagy BoulevardKagy Boulevard343Bozeman, MT /MDTWednesday, April 27, 2022Date Performed: Count Time Period: West University South Willson Avenue Kagy Boulevard Kagy Boulevard Vehicle Volumes and Adjustments South Willson Avenue 239 In Out 462 South Willson Avenue 435 InOut 224In467 In586Out450Total Entering 1603Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 5:00 PM 17 42 31 0 90 19 38 10 0 67 14 102 42 0 158 28 79 28 0 135 450 5:15 PM 20 47 39 0 106 20 39 26 0 85 15 110 21 0 146 33 71 30 0 134 471 5:30 PM 17 28 26 0 71 18 28 12 0 58 14 101 39 0 154 22 87 35 0 144 427 5:45 PM 17 40 28 0 85 16 24 8 0 48 17 82 32 0 131 16 69 25 2 112 376 Grand Total 71 157 124 0 352 73 129 56 0 258 60 395 134 0 589 99 306 118 2 525 1724 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.8 0.0 0.8 0.0 0.3 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.8 0.0 0.8 0.0 0.3 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.2 Total % 4.1 9.1 7.2 0.0 20.4 4.2 7.5 3.2 0.0 15.0 3.5 22.9 7.8 0.0 34.2 5.7 17.7 6.8 0.1 30.5 100.0 PHF 0.83 0.83 0.83 0.76 0.76 0.76 1.00 1.00 1.00 0.98 0.98 0.98 0.91 RT TH LT U 71 157 124 0 99RT306TH118LT2UU0LT134TH395RT600 56 129 73 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South Willson Avenue & Kagy Blvd North/South Street: South Willson Avenue Kagy Boulevard Date Performed: Tuesday, April 26, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street:Kagy BoulevardOut433Vehicle Volumes and Adjustments South Willson Avenue South Willson Avenue Kagy Boulevard Kagy Boulevard Southbound Northbound Eastbound Westbound In589594OutSouth Willson Avenue In Out 352 362 South Willson Avenue 525InKagy BoulevardTotal Entering 1724 335 258 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.84 0 0.84 0.84 0.84 0.84 0 7:45 AM 0 0 0 0 0 3 0 2 0 5 0 78 0 0 78 0 77 1 0 78 161 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 62 0 0 62 0 44 0 0 44 106 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 69 0 0 70 0 51 1 0 52 122 8:30 AM 0 0 0 0 0 1 0 3 1 5 1 64 0 0 65 0 49 1 0 50 120 Grand Total 0 0 0 0 0 4 0 5 1 10 2 273 0 0 275 0 221 3 0 224 509 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 10.0 0.0 2.2 0.0 0.0 2.2 0.0 1.8 0.0 0.0 1.8 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 0.0 1.4 0.0 0.0 1.3 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 10.0 0.0 3.3 0.0 0.0 3.3 0.0 3.2 0.0 0.0 3.1 Total % 0.0 0.0 0.0 0.0 0.0 0.8 0.0 1.0 0.2 2.0 0.4 53.6 0.0 0.0 54.0 0.0 43.4 0.6 0.0 44.0 100.0 PHF 1.00 1.00 1.00 0.50 0.50 0.50 0.88 0.88 0.88 0.72 0.72 0.72 0.79 RT TH LT U 0 0 0 0 0RT221TH3LT0UU0LT0TH273RT21 5 0 4 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Fowler Lane AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound Fowler Lane Northbound Stucky Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Fowle Lane & Stucky RoadCounted By:Stucky RoadStucky Road275Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: West University N/A Stucky Road Stucky Road Vehicle Volumes and Adjustments N/A 0 In Out 0 Fowler Lane 10 InOut 6In226 In224Out277Total Entering 509Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.84 0 0.84 0.84 0.84 0.84 0 5:00 PM 0 0 0 0 0 4 0 3 0 7 1 62 0 0 63 0 95 3 0 98 168 5:15 PM 0 0 0 0 0 8 0 1 0 9 0 78 0 0 78 0 95 3 0 98 185 5:30 PM 0 0 0 0 0 1 0 0 0 1 1 66 0 0 67 0 62 0 0 62 130 5:45 PM 0 0 0 0 0 1 0 0 0 1 1 76 0 0 77 0 60 0 0 60 138 Grand Total 0 0 0 0 0 14 0 4 0 18 3 282 0 0 285 0 312 6 0 318 621 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.6 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 1.3 0.0 0.0 1.3 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 1.9 0.0 0.0 1.9 Total % 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.6 0.0 2.9 0.5 45.4 0.0 0.0 45.9 0.0 50.2 1.0 0.0 51.2 100.0 PHF 1.00 1.00 1.00 0.50 0.50 0.50 0.91 0.91 0.91 0.81 0.81 0.81 0.84 RT TH LT U 0 0 0 0 0RT312TH6LT0UU0LT0TH282RT30 4 0 14 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Fowle Lane & Stucky Road North/South Street: Fowler Lane Stucky Road Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street:Stucky RoadOut316Vehicle Volumes and Adjustments N/A Fowler Lane Stucky Road Stucky Road Southbound Northbound Eastbound Westbound In285296OutN/A In Out 0 0 Fowler Lane 318InStucky RoadTotal Entering 621 9 18 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0 1.00 1.00 1.00 1.00 0 7:45 AM 56 36 0 0 92 0 95 20 0 115 17 0 62 0 79 0 0 0 0 0 286 8:00 AM 51 47 0 0 98 0 67 16 0 83 12 0 46 0 58 0 0 0 0 0 239 8:15 AM 56 60 0 0 116 0 89 13 0 102 15 0 49 0 64 0 0 0 0 0 282 8:30 AM 46 44 0 0 90 0 92 15 0 107 11 0 50 0 61 0 0 0 0 0 258 Grand Total 209 187 0 0 396 0 343 64 0 407 55 0 207 0 262 0 0 0 0 0 1065 Medium Truck % 0.5 4.3 0.0 0.0 2.3 0.0 2.9 1.6 0.0 2.7 7.3 0.0 0.5 0.0 1.9 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.5 0.0 0.0 0.3 0.0 0.9 3.1 0.0 1.2 1.8 0.0 1.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.5 4.8 0.0 0.0 2.5 0.0 3.8 4.7 0.0 3.9 9.1 0.0 1.4 0.0 3.1 0.0 0.0 0.0 0.0 0.0 Total % 19.6 17.6 0.0 0.0 37.2 0.0 32.2 6.0 0.0 38.2 5.2 0.0 19.4 0.0 24.6 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.89 0.89 0.89 0.83 0.83 0.83 1.00 1.00 1.00 0.93 RT TH LT U 209 187 0 0 0RT0TH0LT0UU0LT207TH0RT550 64 343 0 U LT TH RTIn273 In0Out0Total Entering 1065Out South 19th Avenue 407 InOut 242 South 19th Avenue 396 In Out 550 Stucky RoadStucky Road262Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: West University South 19th Avenue Stucky Road Stucky Road Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Stucky RoadCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 19th Avenue Northbound Stucky Road Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0 1.00 1.00 1.00 1.00 0 5:00 PM 73 95 0 0 168 0 81 11 0 92 14 0 72 0 86 0 0 0 0 0 346 5:15 PM 79 109 0 0 188 0 92 14 0 106 24 0 70 0 94 0 0 0 0 0 388 5:30 PM 49 100 0 0 149 0 79 8 0 87 22 0 66 0 88 0 0 0 0 0 324 5:45 PM 58 103 0 0 161 0 68 7 0 75 22 0 67 0 89 0 0 0 0 0 325 Grand Total 259 407 0 0 666 0 320 40 0 360 82 0 275 0 357 0 0 0 0 0 1383 Medium Truck % 0.8 1.2 0.0 0.0 1.1 0.0 1.3 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.2 0.0 0.0 0.2 0.0 0.6 7.5 0.0 1.4 0.0 0.0 0.4 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.8 1.5 0.0 0.0 1.2 0.0 1.9 7.5 0.0 2.5 0.0 0.0 0.4 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Total % 18.7 29.4 0.0 0.0 48.2 0.0 23.1 2.9 0.0 26.0 5.9 0.0 19.9 0.0 25.8 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.88 0.88 0.88 0.85 0.85 0.85 0.94 0.94 0.94 1.00 1.00 1.00 0.89 RT TH LT U 259 407 0 0 0RT0TH0LT0UU0LT275TH0RT820 40 320 0 U LT TH RT South 19th Avenue 0InStucky RoadTotal Entering 1383 489 360 Out In South 19th Avenue In Out 666 595 Stucky RoadOut299Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Stucky Road Stucky Road Southbound Northbound Eastbound Westbound In3570OutNorth/South Street: South 19th Avenue Stucky Road Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Stucky Road NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 5 33 14 0 52 7 78 1 0 86 1 7 10 0 18 29 6 5 0 40 196 8:00 AM 4 37 10 0 51 11 57 3 0 71 1 4 11 0 16 27 3 4 0 34 172 8:15 AM 9 45 19 0 73 7 75 1 0 83 2 10 12 0 24 25 5 5 0 35 215 8:30 AM 7 38 13 0 58 8 78 3 0 89 2 8 8 0 18 34 7 5 0 46 211 Grand Total 25 153 56 0 234 33 288 8 0 329 6 29 41 0 76 115 21 19 0 155 794 Medium Truck % 20.0 2.6 5.4 0.0 5.1 0.0 2.1 25.0 0.0 2.4 33.3 0.0 4.9 0.0 5.3 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 4.0 0.7 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 1.3 4.3 0.0 0.0 0.0 3.2 Total Truck % 24.0 3.3 5.4 0.0 6.0 0.0 2.1 25.0 0.0 2.4 33.3 0.0 7.3 0.0 6.6 4.3 0.0 0.0 0.0 3.2 Total % 3.1 19.3 7.1 0.0 29.5 4.2 36.3 1.0 0.0 41.4 0.8 3.7 5.2 0.0 9.6 14.5 2.6 2.4 0.0 19.5 100.0 PHF 0.80 0.80 0.80 0.99 0.99 0.99 0.79 0.79 0.79 1.00 1.00 1.00 0.92 RT TH LT U 25 153 56 0 115RT21TH19LT0UU0LT41TH29RT60 8 288 33 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 22191Project Number: Southbound South 19th Avenue Northbound Graf Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 19th Avenue & Graf StreetCounted By:Graf StreetGraf Street76Bozeman, MT /MDTThursday, July 7, 2022Date Performed: Count Time Period: West University South 19th Avenue Graf Street Graf Street Vehicle Volumes and Adjustments South 19th Avenue 234 In Out 444 South 19th Avenue 329 InOut 178In54 In155Out118Total Entering 794Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 12 70 24 0 106 5 51 2 0 58 2 8 11 0 21 28 13 14 0 55 240 5:15 PM 9 89 26 0 124 4 63 1 0 68 3 4 13 0 20 26 20 20 0 66 278 5:30 PM 10 84 27 0 121 2 58 0 0 60 1 3 9 0 13 26 7 15 0 48 242 5:45 PM 10 78 26 0 114 5 55 2 0 62 2 7 9 0 18 13 6 12 0 31 225 Grand Total 41 321 103 0 465 16 227 5 0 248 8 22 42 0 72 93 46 61 0 200 985 Medium Truck % 2.4 1.2 1.0 0.0 1.3 0.0 0.9 0.0 0.0 0.8 0.0 0.0 2.4 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 2.4 0.0 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.4 0.0 0.0 2.4 0.0 1.4 2.2 0.0 0.0 0.0 1.0 Total Truck % 4.9 1.2 1.0 0.0 1.5 0.0 1.3 0.0 0.0 1.2 0.0 0.0 4.8 0.0 2.8 2.2 0.0 0.0 0.0 1.0 Total % 4.2 32.6 10.5 0.0 47.2 1.6 23.0 0.5 0.0 25.2 0.8 2.2 4.3 0.0 7.3 9.4 4.7 6.2 0.0 20.3 100.0 PHF 0.93 0.93 0.93 0.90 0.90 0.90 0.90 0.90 0.90 0.76 0.76 0.76 0.89 RT TH LT U 41 321 103 0 93RT46TH61LT0UU0LT42TH22RT80 5 227 16 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 19th Avenue & Graf Street North/South Street: South 19th Avenue Graf Street Date Performed: Thursday, July 7, 2022 Bozeman, MT /MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 22191 West University East/West Street:Graf StreetOut92Vehicle Volumes and Adjustments South 19th Avenue South 19th Avenue Graf Street Graf Street Southbound Northbound Eastbound Westbound In72141OutSouth 19th Avenue In Out 465 362 South 19th Avenue 200InGraf StreetTotal Entering 985 390 248 Out In NNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2022) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 52.8 D 8 48.6 D 10 WB 49.5 D 7 50.7 D 10 NB 1.4 A 5 2.6 A 11 SB 9.1 A 6 14.0 B 10 Intersection 20.7 C --22.7 C -- EB 47.5 D 9 43.1 D 12 WB 36.7 D 2 37.1 D 3 NB 2.7 A 2 10.8 B 4 SB 1.0 A 4 1.5 A 9 Intersection 12.6 B --14.0 B -- EB 10.5 B 0 11.7 B 1 WB 11.2 B 1 13.3 B 1 NB 0.0 A 0 0.1 A 0 SB 1.5 A 1 1.0 A 1 Intersection 1.2 A --1.6 A -- EB 42.0 D 4 30.8 C 4 WB 38.3 D 7 32.6 C 12 NB 20.2 C 9 5.2 A 7 SB 4.8 A 8 22.1 C 6 Intersection 19.1 B --21.4 C -- EB 0.0 A 0 0.0 A 0 WB 0.1 A 0 0.1 A 0 NB 12.5 B 1 11.2 B 1 Intersection 0.3 A --0.4 A -- EB 27.3 C 5 25.8 C 7 NB 6.2 A 6 8.0 A 6 SB 11.9 B 3 8.2 A 10 Intersection 13.5 B --12.7 B -- EB 21.2 C 2 22.0 C 2 WB 21.8 C 2 21.9 C 3 NB 7.9 A 3 8.4 A 3 SB 6.1 A 2 6.5 A 3 Intersection 11.4 B --11.2 B -- EB 20.7 C 21 17.4 B 18 WB 15.8 B 14 22.5 C 21 NB 20.6 C 10 22.7 C 7 SB 16.7 B 4 22.0 C 8 Intersection 19.0 B --20.9 C -- EB 2.8 A 1 0.9 A 1 WB 0.4 A 1 0.1 A 0 NB 33.6 D 1 21.6 C 1 SB 16.2 C 1 13.1 B 1 Intersection 2.8 A --3.4 A -- EB 18.7 B 10 19.0 B 16 WB 20.2 C 13 17.7 B 12 NB 20.7 C 10 22.5 C 6 SB 18.3 B 6 22.7 C 9 Intersection 19.7 B --20.0 C -- Kagy Boulevard & South 7th Avenue Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Two-Way Stop-Control (NB/SB) Signalized South 19th Avenue & West Lincoln Street Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control Signalized South 19th Avenue & West Graf Street Stucky Road & Fowler Lane South 19th Avenue & Stucky Road Intersection Control One-Way Stop-Control (NB) Intersection Control Signalized Intersection Approach Existing (2022) AM Peak PM Peak Intersection Control Signalized South 19th Avenue & West College Street Intersection Control Signalized South 19th Avenue & West Garfield Street Intersection Control Queues 3: S 19th Ave & W Graf St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 45 39 21 148 9 349 61 193 v/c Ratio 0.28 0.16 0.11 0.45 0.01 0.22 0.10 0.11 Control Delay 25.3 19.2 21.6 11.7 3.4 8.9 3.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 19.2 21.6 11.7 3.4 8.9 3.5 5.8 Queue Length 50th (ft) 13 9 6 7 1 32 5 10 Queue Length 95th (ft) 39 31 22 48 4 61 15 33 Internal Link Dist (ft) 1197 596 1252 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 942 1399 1113 1301 829 2785 956 2662 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.03 0.02 0.11 0.01 0.13 0.06 0.07 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 29 6 19 21 115 8 288 33 56 153 25 Future Volume (veh/h) 41 29 6 19 21 115 8 288 33 56 153 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1750 1300 1750 1750 1695 1409 1723 1750 1682 1709 1422 Adj Flow Rate, veh/h 45 32 7 21 23 125 9 313 36 61 166 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 0 33 0 0 4 25 2 0 5 3 24 Cap, veh/h 230 232 51 343 39 214 622 1424 162 651 1473 235 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.01 0.48 0.48 0.06 0.53 0.53 Sat Flow, veh/h 1191 1391 304 1390 236 1283 1342 2961 338 1602 2804 448 Grp Volume(v), veh/h 45 0 39 21 0 148 9 172 177 61 95 98 Grp Sat Flow(s),veh/h/ln 1191 0 1695 1390 0 1519 1342 1637 1662 1602 1624 1628 Q Serve(g_s), s 1.9 0.0 1.0 0.7 0.0 4.7 0.2 3.2 3.2 0.9 1.5 1.6 Cycle Q Clear(g_c), s 6.6 0.0 1.0 1.7 0.0 4.7 0.2 3.2 3.2 0.9 1.5 1.6 Prop In Lane 1.00 0.18 1.00 0.84 1.00 0.20 1.00 0.28 Lane Grp Cap(c), veh/h 230 0 283 343 0 253 622 787 799 651 853 856 V/C Ratio(X) 0.20 0.00 0.14 0.06 0.00 0.58 0.01 0.22 0.22 0.09 0.11 0.11 Avail Cap(c_a), veh/h 1037 0 1431 1285 0 1283 1303 1375 1397 1392 1365 1369 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 0.0 18.5 19.2 0.0 20.0 6.7 7.8 7.8 5.4 6.2 6.2 Incr Delay (d2), s/veh 0.4 0.0 0.2 0.1 0.0 2.1 0.0 0.1 0.1 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.4 0.2 0.0 1.7 0.0 0.7 0.7 0.2 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 0.0 18.7 19.3 0.0 22.1 6.7 8.0 8.0 5.4 6.3 6.3 LnGrp LOS C A B B A C A A A A A A Approach Vol, veh/h 84 169 358 254 Approach Delay, s/veh 21.2 21.8 7.9 6.1 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 31.3 14.8 3.6 33.6 14.8 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 2.9 5.2 8.6 2.2 3.6 6.7 Green Ext Time (p_c), s 0.1 1.8 0.3 0.0 0.9 1.0 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: Fowler Lane & Stucky Rd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 273 2 3 221 6 4 Future Vol, veh/h 273 2 3 221 6 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 3 0 0 3 20 0 Mvmt Flow 346 3 4 280 8 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 349 0 636 348 Stage 1 - - - - 348 - Stage 2 - - - - 288 - Critical Hdwy - - 4.1 - 6.6 6.2 Critical Hdwy Stg 1 - - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy - - 2.2 - 3.68 3.3 Pot Cap-1 Maneuver - - 1221 - 415 700 Stage 1 - - - - 677 - Stage 2 - - - - 722 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1221 - 413 700 Mov Cap-2 Maneuver - - - - 413 - Stage 1 - - - - 677 - Stage 2 - - - - 719 - Approach EB WB NB HCM Control Delay, s 0 0.1 12.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 494 - - 1221 - HCM Lane V/C Ratio 0.026 - - 0.003 - HCM Control Delay (s) 12.5 - - 8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Queues 6: S 19th Ave & Stucky Rd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 223 59 69 369 201 225 v/c Ratio 0.61 0.17 0.11 0.38 0.21 0.23 Control Delay 27.5 6.4 7.6 9.2 7.4 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.5 6.4 7.6 9.2 7.4 3.5 Queue Length 50th (ft) 73 0 10 63 43 6 Queue Length 95th (ft) 118 21 31 139 59 25 Internal Link Dist (ft) 5165 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 584 522 612 979 970 960 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.11 0.11 0.38 0.21 0.23 Intersection Summary HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 207 55 64 343 187 209 Future Volume (veh/h) 207 55 64 343 187 209 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1627 1682 1695 1682 1750 Adj Flow Rate, veh/h 223 59 69 369 201 225 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 9 5 4 5 0 Cap, veh/h 283 236 622 1074 1066 940 Arrive On Green 0.17 0.17 0.63 0.63 0.21 0.21 Sat Flow, veh/h 1654 1379 939 1695 1682 1483 Grp Volume(v), veh/h 223 59 69 369 201 225 Grp Sat Flow(s),veh/h/ln 1654 1379 939 1695 1682 1483 Q Serve(g_s), s 7.7 2.2 2.2 6.1 5.9 7.6 Cycle Q Clear(g_c), s 7.7 2.2 8.1 6.1 5.9 7.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 283 236 622 1074 1066 940 V/C Ratio(X) 0.79 0.25 0.11 0.34 0.19 0.24 Avail Cap(c_a), veh/h 587 490 622 1074 1066 940 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97 Uniform Delay (d), s/veh 23.8 21.5 7.0 5.1 11.0 11.7 Incr Delay (d2), s/veh 4.8 0.5 0.4 0.9 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.7 0.4 1.4 1.5 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 22.1 7.4 6.0 11.4 12.3 LnGrp LOS C C A A B B Approach Vol, veh/h 282 438 426 Approach Delay, s/veh 27.3 6.2 11.9 Approach LOS C A B Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 44.0 16.0 44.0 Change Period (Y+Rc), s * 6 * 5.7 * 6 Max Green Setting (Gmax), s * 27 * 21 * 27 Max Q Clear Time (g_c+I1), s 10.1 9.7 9.6 Green Ext Time (p_c), s 2.1 0.6 1.6 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 18: S 19th Ave & W College St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 54 165 79 61 138 51 84 464 81 451 v/c Ratio 0.19 0.68 0.18 0.23 0.55 0.11 0.14 0.25 0.14 0.25 Control Delay 32.1 62.7 7.3 33.1 55.3 2.1 7.8 14.2 8.3 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.1 62.7 7.3 33.1 55.3 2.1 7.8 14.2 8.3 14.5 Queue Length 50th (ft) 32 123 0 36 100 0 14 111 19 87 Queue Length 95th (ft) 58 187 34 64 158 9 31 103 46 146 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 325 529 593 298 534 497 722 1875 642 1840 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.31 0.13 0.20 0.26 0.10 0.12 0.25 0.13 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 155 74 57 130 48 79 399 38 76 386 38 Future Volume (veh/h) 51 155 74 57 130 48 79 399 38 76 386 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1695 1750 1723 1723 1736 1695 1750 1695 1709 1709 Adj Flow Rate, veh/h 54 165 79 61 138 51 84 424 40 81 411 40 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 3 4 0 2 2 1 4 0 4 3 3 Cap, veh/h 185 205 229 163 215 239 675 1903 179 707 1912 185 Arrive On Green 0.04 0.12 0.12 0.04 0.12 0.12 0.08 1.00 1.00 0.04 0.64 0.64 Sat Flow, veh/h 1667 1709 1437 1667 1723 1460 1654 2976 280 1615 2991 290 Grp Volume(v), veh/h 54 165 79 61 138 51 84 229 235 81 222 229 Grp Sat Flow(s),veh/h/ln 1667 1709 1437 1667 1723 1460 1654 1611 1645 1615 1624 1657 Q Serve(g_s), s 3.4 11.3 5.9 3.8 9.1 3.6 2.1 0.0 0.0 2.0 6.9 6.9 Cycle Q Clear(g_c), s 3.4 11.3 5.9 3.8 9.1 3.6 2.1 0.0 0.0 2.0 6.9 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.17 Lane Grp Cap(c), veh/h 185 205 229 163 215 239 675 1030 1052 707 1038 1059 V/C Ratio(X) 0.29 0.80 0.35 0.37 0.64 0.21 0.12 0.22 0.22 0.11 0.21 0.22 Avail Cap(c_a), veh/h 288 533 504 259 537 512 914 1030 1052 806 1038 1059 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.3 51.4 44.9 44.2 50.0 43.5 6.5 0.0 0.0 6.5 9.0 9.1 Incr Delay (d2), s/veh 0.9 7.2 0.9 1.4 3.2 0.4 0.1 0.5 0.5 0.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 5.2 2.2 1.7 4.2 1.4 0.6 0.1 0.1 0.6 2.4 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.2 58.7 45.8 45.7 53.2 43.9 6.6 0.5 0.5 6.6 9.5 9.5 LnGrp LOS D E D D D D A A A A A A Approach Vol, veh/h 298 250 548 532 Approach Delay, s/veh 52.8 49.5 1.4 9.1 Approach LOS D D A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 83.2 8.1 21.0 7.7 83.2 7.5 21.6 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 12.0 39.5 12.0 37.4 22.0 29.5 12.0 37.4 Max Q Clear Time (g_c+I1), s 4.0 2.0 5.8 13.3 4.1 8.9 5.4 11.1 Green Ext Time (p_c), s 0.1 2.8 0.0 1.1 0.2 2.4 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 20.7 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 8 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 7 12 354 5 26 229 535 12 523 v/c Ratio 0.08 0.12 0.86 0.06 0.25 0.29 0.19 0.02 0.22 Control Delay 54.4 55.2 39.7 53.8 43.7 1.6 1.1 1.9 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.4 55.2 39.7 53.8 43.7 1.6 1.1 1.9 4.6 Queue Length 50th (ft) 5 9 125 4 12 6 11 1 55 Queue Length 95th (ft) 21 29 221 17 41 12 29 3 78 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 335 393 623 335 378 927 2803 777 2380 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.03 0.57 0.01 0.07 0.25 0.19 0.02 0.22 Intersection Summary HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 7 12 343 5 16 10 222 514 5 12 476 31 Future Volume (veh/h) 7 12 343 5 16 10 222 514 5 12 476 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1709 1750 1750 1709 1709 Adj Flow Rate, veh/h 7 12 354 5 16 10 229 530 5 12 491 32 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 3 0 0 0 2 3 0 0 3 3 Cap, veh/h 359 394 444 373 227 142 690 2083 20 582 1747 114 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.16 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h 1407 1750 1448 1424 1007 629 1641 3296 31 1667 3095 201 Grp Volume(v), veh/h 7 12 354 5 0 26 229 261 274 12 257 266 Grp Sat Flow(s),veh/h/ln 1407 1750 1448 1424 0 1637 1641 1624 1703 1667 1624 1673 Q Serve(g_s), s 0.5 0.6 26.9 0.3 0.0 1.5 7.1 0.0 0.0 0.4 0.0 0.0 Cycle Q Clear(g_c), s 2.0 0.6 26.9 1.0 0.0 1.5 7.1 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.38 1.00 0.02 1.00 0.12 Lane Grp Cap(c), veh/h 359 394 444 373 0 368 690 1026 1077 582 917 944 V/C Ratio(X) 0.02 0.03 0.80 0.01 0.00 0.07 0.33 0.25 0.25 0.02 0.28 0.28 Avail Cap(c_a), veh/h 359 394 444 373 0 368 1007 1026 1077 725 917 944 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 37.4 36.3 38.2 36.7 0.0 36.6 7.3 0.0 0.0 10.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 9.9 0.0 0.0 0.1 0.3 0.6 0.6 0.0 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 10.8 0.1 0.0 0.6 1.9 0.2 0.2 0.1 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.4 36.3 48.1 36.7 0.0 36.7 7.6 0.6 0.6 10.6 0.7 0.7 LnGrp LOS D D D D A D A A A B A A Approach Vol, veh/h 373 31 764 535 Approach Delay, s/veh 47.5 36.7 2.7 1.0 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.6 82.4 33.0 12.8 74.2 33.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 12.0 65.5 27.0 33.0 44.5 27.0 Max Q Clear Time (g_c+I1), s 2.4 2.0 28.9 9.1 2.0 3.5 Green Ext Time (p_c), s 0.0 3.3 0.0 0.6 3.2 0.1 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B HCM 6th TWSC 24: S 19th Ave & W Lincoln St 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 4 0 0 60 1 642 25 121 646 14 Future Vol, veh/h 0 0 4 0 0 60 1 642 25 121 646 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - Stop - - None - - None Storage Length - - 0 - - 0 210 - - 270 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 3 0 3 4 0 3 0 Mvmt Flow 0 0 4 0 0 63 1 676 26 127 680 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 348 - - 351 695 0 0 702 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.96 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.33 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 654 0 0 642 910 - - 905 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 654 - - 642 910 - - 905 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 11.2 0 1.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 910 - - 654 642 905 - - HCM Lane V/C Ratio 0.001 - - 0.006 0.098 0.141 - - HCM Control Delay (s) 9 - - 10.5 11.2 9.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 0.5 - - Queues 27: S 19th Ave & W Kagy Blvd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 56 24 13 111 21 277 52 543 231 423 341 v/c Ratio 0.33 0.11 0.05 0.67 0.10 0.48 0.08 0.30 0.25 0.57 0.15 Control Delay 50.1 43.8 0.3 67.9 43.6 24.2 7.2 17.4 4.9 8.9 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.1 43.8 0.3 67.9 43.6 24.2 7.2 17.4 4.9 8.9 5.3 Queue Length 50th (ft) 40 17 0 83 14 131 9 117 4 43 36 Queue Length 95th (ft) 77 40 0 137 37 166 18 201 48 185 66 Internal Link Dist (ft) 379 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 344 454 467 333 429 831 686 1796 923 917 2250 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.05 0.03 0.33 0.05 0.33 0.08 0.30 0.25 0.46 0.15 Intersection Summary HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 23 13 108 20 269 50 527 224 410 303 28 Future Volume (veh/h) 54 23 13 108 20 269 50 527 224 410 303 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1695 1750 1682 1614 1723 1750 1723 1750 1750 1682 1750 Adj Flow Rate, veh/h 56 24 13 111 21 277 52 543 231 423 312 29 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 4 0 5 10 2 0 2 0 0 5 0 Cap, veh/h 302 313 274 294 298 471 714 1850 838 684 1977 183 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.02 0.38 0.38 0.23 1.00 1.00 Sat Flow, veh/h 1391 1695 1483 1354 1614 1460 1667 3273 1483 1667 2957 273 Grp Volume(v), veh/h 56 24 13 111 21 277 52 543 231 423 168 173 Grp Sat Flow(s),veh/h/ln 1391 1695 1483 1354 1614 1460 1667 1637 1483 1667 1598 1633 Q Serve(g_s), s 4.2 1.4 0.9 8.9 1.3 19.0 1.5 13.9 13.0 13.2 0.0 0.0 Cycle Q Clear(g_c), s 5.4 1.4 0.9 10.3 1.3 19.0 1.5 13.9 13.0 13.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 302 313 274 294 298 471 714 1850 838 684 1068 1092 V/C Ratio(X) 0.19 0.08 0.05 0.38 0.07 0.59 0.07 0.29 0.28 0.62 0.16 0.16 Avail Cap(c_a), veh/h 421 458 400 410 436 595 810 1850 838 1093 1068 1092 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.7 40.5 40.3 44.7 40.4 34.0 10.1 20.5 20.2 7.5 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.1 0.1 0.8 0.1 1.2 0.0 0.4 0.7 0.9 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.6 0.3 3.0 0.5 6.8 0.5 5.7 4.9 3.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.0 40.6 40.3 45.5 40.5 35.2 10.1 20.9 21.0 8.4 0.3 0.3 LnGrp LOS D D D D D D B C C A A A Approach Vol, veh/h 93 409 826 764 Approach Delay, s/veh 42.0 38.3 20.2 4.8 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.5 72.7 26.7 8.1 85.1 26.7 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4 Max Q Clear Time (g_c+I1), s 15.2 15.9 7.4 3.5 2.0 21.0 Green Ext Time (p_c), s 1.3 3.4 0.3 0.0 2.0 1.1 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B HCM 6th TWSC 30: W Kagy Blvd & S 7th Ave 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 171 365 26 24 386 54 1 7 4 6 7 46 Future Vol, veh/h 171 365 26 24 386 54 1 7 4 6 7 46 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 130 - - - - - - - 115 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 1 4 0 2 2 0 0 0 17 14 0 Mvmt Flow 204 435 31 29 460 64 1 8 5 7 8 55 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 524 0 0 466 0 0 1441 1441 451 1415 1424 492 Stage 1 - - - - - - 859 859 - 550 550 - Stage 2 - - - - - - 582 582 - 865 874 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.27 6.64 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.27 5.64 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.27 5.64 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.653 4.126 3.3 Pot Cap-1 Maneuver 1053 - - 1106 - - 111 134 613 107 128 581 Stage 1 - - - - - - 354 376 - 493 497 - Stage 2 - - - - - - 502 502 - 328 351 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1053 - - 1106 - - 79 105 613 83 100 581 Mov Cap-2 Maneuver - - - - - - 79 105 - 83 100 - Stage 1 - - - - - - 285 303 - 397 484 - Stage 2 - - - - - - 435 489 - 255 283 - Approach EB WB NB SB HCM Control Delay, s 2.8 0.4 33.6 16.2 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 140 1053 - - 1106 - - 232 581 HCM Lane V/C Ratio 0.102 0.193 - - 0.026 - - 0.115 0.063 HCM Control Delay (s) 33.6 9.2 - - 8.3 - - 22.5 11.6 HCM Lane LOS D A - - A - - C B HCM 95th %tile Q(veh) 0.3 0.7 - - 0.1 - - 0.4 0.2 Queues 33: S 11th Ave & W Kagy Blvd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 14 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 48 566 14 399 85 327 56 101 v/c Ratio 0.11 0.70 0.04 0.58 0.19 0.71 0.17 0.26 Control Delay 12.0 25.2 12.1 25.2 14.8 33.0 14.8 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.0 25.2 12.1 25.2 14.8 33.0 14.8 22.6 Queue Length 50th (ft) 11 197 3 154 22 125 14 31 Queue Length 95th (ft) 33 #524 14 #328 54 244 39 76 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 467 806 420 713 469 678 371 653 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.70 0.03 0.56 0.18 0.48 0.15 0.15 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 481 57 13 310 69 81 236 75 53 78 18 Future Volume (veh/h) 46 481 57 13 310 69 81 236 75 53 78 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1709 1736 1723 1723 1709 1723 1641 1750 Adj Flow Rate, veh/h 48 506 60 14 326 73 85 248 79 56 82 19 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 0 0 0 3 1 2 2 3 2 8 0 Cap, veh/h 351 592 70 227 489 110 467 318 101 274 310 72 Arrive On Green 0.04 0.39 0.39 0.01 0.36 0.36 0.06 0.25 0.25 0.04 0.24 0.24 Sat Flow, veh/h 1641 1535 182 1667 1352 303 1641 1252 399 1641 1289 299 Grp Volume(v), veh/h 48 0 566 14 0 399 85 0 327 56 0 101 Grp Sat Flow(s),veh/h/ln 1641 0 1717 1667 0 1655 1641 0 1651 1641 0 1587 Q Serve(g_s), s 1.0 0.0 16.5 0.3 0.0 11.1 2.1 0.0 10.0 1.4 0.0 2.8 Cycle Q Clear(g_c), s 1.0 0.0 16.5 0.3 0.0 11.1 2.1 0.0 10.0 1.4 0.0 2.8 Prop In Lane 1.00 0.11 1.00 0.18 1.00 0.24 1.00 0.19 Lane Grp Cap(c), veh/h 351 0 662 227 0 599 467 0 419 274 0 382 V/C Ratio(X) 0.14 0.00 0.85 0.06 0.00 0.67 0.18 0.00 0.78 0.20 0.00 0.26 Avail Cap(c_a), veh/h 560 0 894 479 0 862 647 0 817 476 0 786 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.2 0.0 15.3 12.9 0.0 14.6 14.3 0.0 18.9 15.4 0.0 16.8 Incr Delay (d2), s/veh 0.2 0.0 6.2 0.1 0.0 1.3 0.2 0.0 3.2 0.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 6.4 0.1 0.0 3.7 0.7 0.0 3.9 0.5 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.4 0.0 21.5 13.0 0.0 15.9 14.5 0.0 22.1 15.7 0.0 17.2 LnGrp LOS B A C B A B B A C B A B Approach Vol, veh/h 614 413 412 157 Approach Delay, s/veh 20.7 15.8 20.6 16.7 Approach LOS C B C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 3.8 26.6 6.0 18.1 5.1 25.3 5.3 18.8 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 2.3 18.5 4.1 4.8 3.0 13.1 3.4 12.0 Green Ext Time (p_c), s 0.0 2.6 0.1 0.5 0.0 2.1 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Queues 36: W Kagy Blvd & S Willson Ave 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 69 279 38 118 369 172 78 279 133 94 175 v/c Ratio 0.16 0.49 0.05 0.24 0.58 0.28 0.18 0.71 0.34 0.25 0.38 Control Delay 14.1 29.7 3.8 14.5 30.4 9.8 17.7 43.4 16.9 18.5 27.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 29.7 3.8 14.5 30.4 9.8 17.7 43.4 16.9 18.5 27.5 Queue Length 50th (ft) 19 124 0 33 171 18 28 151 27 34 74 Queue Length 95th (ft) 50 245 14 78 324 74 56 248 77 65 138 Internal Link Dist (ft) 1326 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 757 645 1242 760 639 616 716 652 597 705 619 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.43 0.03 0.16 0.58 0.28 0.11 0.43 0.22 0.13 0.28 Intersection Summary HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 08/25/2022 AM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 248 34 105 328 153 69 248 118 84 85 70 Future Volume (veh/h) 61 248 34 105 328 153 69 248 118 84 85 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1723 1723 1709 1709 1750 1736 1723 1736 1750 Adj Flow Rate, veh/h 69 279 38 118 369 0 78 279 133 94 96 79 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 1 0 2 2 3 3 0 1 2 1 0 Cap, veh/h 316 436 484 394 466 411 388 326 344 201 166 Arrive On Green 0.07 0.25 0.25 0.09 0.27 0.00 0.08 0.22 0.22 0.08 0.23 0.23 Sat Flow, veh/h 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 881 725 Grp Volume(v), veh/h 69 279 38 118 369 0 78 279 133 94 0 175 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 0 1606 Q Serve(g_s), s 1.7 8.1 1.0 2.9 11.2 0.0 2.0 8.3 4.4 2.4 0.0 5.3 Cycle Q Clear(g_c), s 1.7 8.1 1.0 2.9 11.2 0.0 2.0 8.3 4.4 2.4 0.0 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 316 436 484 394 466 411 388 326 344 0 367 V/C Ratio(X) 0.22 0.64 0.08 0.30 0.79 0.19 0.72 0.41 0.27 0.00 0.48 Avail Cap(c_a), veh/h 1279 1017 980 1325 1009 1358 1025 862 1287 0 941 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.5 18.8 13.1 13.8 19.1 0.0 14.9 20.3 18.8 15.1 0.0 18.8 Incr Delay (d2), s/veh 0.3 1.6 0.1 0.4 3.1 0.0 0.2 2.5 0.8 0.4 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.0 0.3 1.0 4.3 0.0 0.7 3.4 1.5 0.9 0.0 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.8 20.4 13.2 14.2 22.1 0.0 15.1 22.8 19.6 15.6 0.0 19.8 LnGrp LOS B C B B C B C B B A B Approach Vol, veh/h 386 487 490 269 Approach Delay, s/veh 18.7 20.2 20.7 18.3 Approach LOS B C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.1 21.2 7.2 19.9 7.0 22.2 7.6 19.5 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 4.9 10.1 4.0 7.3 3.7 13.2 4.4 10.3 Green Ext Time (p_c), s 0.3 1.7 0.2 1.1 0.2 2.1 0.3 2.2 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queues 3: S 19th Ave & W Graf St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 47 34 69 156 6 273 116 407 v/c Ratio 0.27 0.12 0.34 0.50 0.01 0.18 0.16 0.22 Control Delay 25.4 17.7 26.3 17.4 3.6 10.1 4.0 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 17.7 26.3 17.4 3.6 10.1 4.0 6.6 Queue Length 50th (ft) 14 7 21 22 1 26 10 24 Queue Length 95th (ft) 40 28 53 67 4 53 27 70 Internal Link Dist (ft) 1197 596 1252 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 895 1372 1049 1283 988 2653 982 2622 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.02 0.07 0.12 0.01 0.10 0.12 0.16 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 22 8 61 46 93 5 227 16 103 321 41 Future Volume (veh/h) 42 22 8 61 46 93 5 227 16 103 321 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1682 1750 1750 1750 1750 1723 1750 1736 1750 1736 1736 1682 Adj Flow Rate, veh/h 47 25 9 69 52 104 6 255 18 116 361 46 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 5 0 0 0 0 2 0 1 0 1 1 5 Cap, veh/h 229 210 76 349 89 178 610 1456 102 727 1574 199 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.01 0.47 0.47 0.08 0.53 0.53 Sat Flow, veh/h 1201 1228 442 1396 521 1042 1667 3127 219 1654 2946 373 Grp Volume(v), veh/h 47 0 34 69 0 156 6 134 139 116 201 206 Grp Sat Flow(s),veh/h/ln 1201 0 1670 1396 0 1563 1667 1650 1697 1654 1650 1669 Q Serve(g_s), s 2.0 0.0 0.9 2.4 0.0 4.9 0.1 2.5 2.6 1.7 3.5 3.5 Cycle Q Clear(g_c), s 7.0 0.0 0.9 3.3 0.0 4.9 0.1 2.5 2.6 1.7 3.5 3.5 Prop In Lane 1.00 0.26 1.00 0.67 1.00 0.13 1.00 0.22 Lane Grp Cap(c), veh/h 229 0 285 349 0 267 610 768 790 727 881 892 V/C Ratio(X) 0.21 0.00 0.12 0.20 0.00 0.58 0.01 0.17 0.18 0.16 0.23 0.23 Avail Cap(c_a), veh/h 1006 0 1366 1252 0 1278 1435 1343 1381 1432 1343 1359 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 0.0 18.8 20.2 0.0 20.5 7.5 8.3 8.3 5.3 6.6 6.6 Incr Delay (d2), s/veh 0.4 0.0 0.2 0.3 0.0 2.0 0.0 0.1 0.1 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.3 0.7 0.0 1.8 0.0 0.6 0.6 0.3 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.1 0.0 19.0 20.5 0.0 22.5 7.5 8.4 8.5 5.4 6.8 6.8 LnGrp LOS C A B C A C A A A A A A Approach Vol, veh/h 81 225 279 523 Approach Delay, s/veh 22.0 21.9 8.4 6.5 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 31.3 15.3 3.4 35.0 15.3 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 3.7 4.6 9.0 2.1 5.5 6.9 Green Ext Time (p_c), s 0.3 1.3 0.3 0.0 2.1 1.2 Intersection Summary HCM 6th Ctrl Delay 11.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: Fowler Lane & Stucky Rd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 282 3 6 312 4 14 Future Vol, veh/h 282 3 6 312 4 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 336 4 7 371 5 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 340 0 723 338 Stage 1 - - - - 338 - Stage 2 - - - - 385 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1230 - 396 709 Stage 1 - - - - 727 - Stage 2 - - - - 692 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1230 - 393 709 Mov Cap-2 Maneuver - - - - 393 - Stage 1 - - - - 727 - Stage 2 - - - - 687 - Approach EB WB NB HCM Control Delay, s 0 0.1 11.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 602 - - 1230 - HCM Lane V/C Ratio 0.036 - - 0.006 - HCM Control Delay (s) 11.2 - - 7.9 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Queues 6: S 19th Ave & Stucky Rd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 309 92 45 360 457 291 v/c Ratio 0.70 0.20 0.12 0.39 0.50 0.31 Control Delay 27.8 4.9 9.6 10.9 11.6 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.8 4.9 9.6 10.9 11.6 4.2 Queue Length 50th (ft) 99 0 7 70 65 0 Queue Length 95th (ft) 151 24 26 146 234 114 Internal Link Dist (ft) 5165 1259 1271 Turn Bay Length (ft) 160 400 Base Capacity (vph) 590 587 389 922 922 926 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.16 0.12 0.39 0.50 0.31 Intersection Summary HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 275 82 40 320 407 259 Future Volume (veh/h) 275 82 40 320 407 259 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1750 1641 1723 1723 1736 Adj Flow Rate, veh/h 309 92 45 360 457 291 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 0 8 2 2 1 Cap, veh/h 373 332 412 1001 1001 855 Arrive On Green 0.22 0.22 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1667 1483 680 1723 1723 1471 Grp Volume(v), veh/h 309 92 45 360 457 291 Grp Sat Flow(s),veh/h/ln 1667 1483 680 1723 1723 1471 Q Serve(g_s), s 10.6 3.1 2.4 6.6 9.1 6.2 Cycle Q Clear(g_c), s 10.6 3.1 11.5 6.6 9.1 6.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 373 332 412 1001 1001 855 V/C Ratio(X) 0.83 0.28 0.11 0.36 0.46 0.34 Avail Cap(c_a), veh/h 592 526 412 1001 1001 855 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.93 0.93 Uniform Delay (d), s/veh 22.2 19.3 10.4 6.6 7.2 6.6 Incr Delay (d2), s/veh 5.5 0.4 0.5 1.0 1.4 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 1.0 0.3 1.7 2.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.7 19.7 11.0 7.7 8.6 7.6 LnGrp LOS C B B A A A Approach Vol, veh/h 401 405 748 Approach Delay, s/veh 25.8 8.0 8.2 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.9 19.1 40.9 Change Period (Y+Rc), s * 6 * 5.7 * 6 Max Green Setting (Gmax), s * 27 * 21 * 27 Max Q Clear Time (g_c+I1), s 13.5 12.6 11.1 Green Ext Time (p_c), s 1.8 0.8 3.2 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 18: S 19th Ave & W College St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 81 234 145 78 228 73 165 642 98 627 v/c Ratio 0.30 0.75 0.26 0.30 0.75 0.14 0.33 0.38 0.21 0.38 Control Delay 31.0 60.9 4.8 30.9 61.9 4.5 11.4 23.0 11.1 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 60.9 4.8 30.9 61.9 4.5 11.4 23.0 11.1 20.8 Queue Length 50th (ft) 45 173 0 44 170 0 45 204 27 151 Queue Length 95th (ft) 73 242 37 71 237 23 87 265 61 246 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 339 516 638 292 434 656 554 1704 607 1670 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.45 0.23 0.27 0.53 0.11 0.30 0.38 0.16 0.38 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 208 129 69 203 65 147 499 72 87 509 49 Future Volume (veh/h) 72 208 129 69 203 65 147 499 72 87 509 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1723 1750 1723 1750 1750 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 81 234 145 78 228 73 165 561 81 98 572 55 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 0 2 0 2 0 0 2 0 0 1 0 Cap, veh/h 182 280 322 177 272 295 541 1689 243 583 1730 166 Arrive On Green 0.05 0.16 0.16 0.05 0.16 0.16 0.12 1.00 1.00 0.04 0.57 0.57 Sat Flow, veh/h 1667 1750 1460 1667 1723 1483 1667 2871 413 1667 3042 292 Grp Volume(v), veh/h 81 234 145 78 228 73 165 319 323 98 310 317 Grp Sat Flow(s),veh/h/ln 1667 1750 1460 1667 1723 1483 1667 1637 1648 1667 1650 1684 Q Serve(g_s), s 4.8 15.6 10.3 4.7 15.4 5.0 5.0 0.0 0.0 2.9 12.0 12.0 Cycle Q Clear(g_c), s 4.8 15.6 10.3 4.7 15.4 5.0 5.0 0.0 0.0 2.9 12.0 12.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.17 Lane Grp Cap(c), veh/h 182 280 322 177 272 295 541 962 969 583 938 958 V/C Ratio(X) 0.44 0.84 0.45 0.44 0.84 0.25 0.31 0.33 0.33 0.17 0.33 0.33 Avail Cap(c_a), veh/h 328 516 519 258 436 436 676 962 969 807 938 958 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.3 48.9 40.5 40.4 49.0 40.5 9.0 0.0 0.0 9.7 13.7 13.8 Incr Delay (d2), s/veh 1.7 6.5 1.0 1.7 7.8 0.4 0.3 0.9 0.9 0.1 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 7.2 3.8 2.0 7.3 1.9 1.5 0.2 0.2 1.0 4.5 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.0 55.4 41.5 42.1 56.8 40.9 9.3 0.9 0.9 9.8 14.7 14.7 LnGrp LOS D E D D E D A A A A B B Approach Vol, veh/h 460 379 807 725 Approach Delay, s/veh 48.6 50.7 2.6 14.0 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 77.1 9.2 25.8 10.2 74.7 9.5 25.5 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 21.0 32.5 12.0 35.4 17.0 36.5 17.0 30.4 Max Q Clear Time (g_c+I1), s 4.9 2.0 6.7 17.6 7.0 14.0 6.8 17.4 Green Ext Time (p_c), s 0.2 4.0 0.1 1.6 0.3 3.6 0.1 1.3 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 8 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 23 12 357 9 43 289 726 20 736 v/c Ratio 0.28 0.11 0.78 0.11 0.34 0.41 0.27 0.04 0.35 Control Delay 61.0 53.5 44.2 54.1 36.5 3.0 3.0 4.0 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.0 53.5 44.2 54.1 36.5 3.0 3.0 4.0 11.7 Queue Length 50th (ft) 17 9 222 7 14 17 38 2 87 Queue Length 95th (ft) 44 29 279 24 51 40 83 m8 203 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 287 393 660 295 379 860 2730 602 2078 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.03 0.54 0.03 0.11 0.34 0.27 0.03 0.35 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 11 325 8 17 22 263 653 7 18 653 16 Future Volume (veh/h) 21 11 325 8 17 22 263 653 7 18 653 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1750 1750 1750 1736 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 23 12 357 9 19 24 289 718 8 20 718 18 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 1 0 0 0 1 1 0 0 1 0 Cap, veh/h 342 394 471 286 158 200 618 2091 23 481 1811 45 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.10 0.63 0.63 0.04 1.00 1.00 Sat Flow, veh/h 1385 1750 1471 1029 703 888 1654 3342 37 1667 3289 82 Grp Volume(v), veh/h 23 12 357 9 0 43 289 354 372 20 360 376 Grp Sat Flow(s),veh/h/ln 1385 1750 1471 1029 0 1590 1654 1650 1730 1667 1650 1722 Q Serve(g_s), s 1.6 0.6 26.1 0.8 0.0 2.6 8.6 12.3 12.3 0.6 0.0 0.0 Cycle Q Clear(g_c), s 4.2 0.6 26.1 1.5 0.0 2.6 8.6 12.3 12.3 0.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.56 1.00 0.02 1.00 0.05 Lane Grp Cap(c), veh/h 342 394 471 286 0 358 618 1032 1082 481 908 948 V/C Ratio(X) 0.07 0.03 0.76 0.03 0.00 0.12 0.47 0.34 0.34 0.04 0.40 0.40 Avail Cap(c_a), veh/h 342 394 471 286 0 358 1012 1032 1082 614 908 948 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 38.7 36.3 36.6 36.9 0.0 37.0 8.3 10.7 10.7 11.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 7.0 0.0 0.0 0.1 0.6 0.9 0.9 0.0 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.3 10.3 0.2 0.0 1.0 2.9 4.4 4.6 0.2 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 36.3 43.6 36.9 0.0 37.2 8.9 11.6 11.6 11.0 1.2 1.2 LnGrp LOS D D D D A D A B B B A A Approach Vol, veh/h 392 52 1015 756 Approach Delay, s/veh 43.1 37.1 10.8 1.5 Approach LOS D D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 81.6 33.0 14.4 72.6 33.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 12.0 65.5 27.0 40.0 37.5 27.0 Max Q Clear Time (g_c+I1), s 2.6 14.3 28.1 10.6 2.0 4.6 Green Ext Time (p_c), s 0.0 4.7 0.0 0.8 4.7 0.2 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B HCM 6th TWSC 24: S 19th Ave & W Lincoln St 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 10 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 14 0 0 133 4 751 16 95 836 2 Future Vol, veh/h 0 0 14 0 0 133 4 751 16 95 836 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - Stop - - None - - None Storage Length - - 0 - - 0 210 - - 270 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 0 16 0 0 148 4 834 18 106 929 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 466 - - 426 931 0 0 852 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 549 0 0 582 743 - - 795 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 549 - - 582 743 - - 795 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.7 13.3 0.1 1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 743 - - 549 582 795 - - HCM Lane V/C Ratio 0.006 - - 0.028 0.254 0.133 - - HCM Control Delay (s) 9.9 - - 11.7 13.3 10.2 - - HCM Lane LOS A - - B B B - - HCM 95th %tile Q(veh) 0 - - 0.1 1 0.5 - - Queues 27: S 19th Ave & W Kagy Blvd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 66 19 16 209 10 497 10 399 173 399 493 v/c Ratio 0.25 0.05 0.04 0.78 0.03 0.75 0.02 0.23 0.20 0.55 0.21 Control Delay 39.7 34.8 0.2 63.6 33.9 29.4 8.6 17.4 5.6 11.4 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.7 34.8 0.2 63.6 33.9 29.4 8.6 17.4 5.6 11.4 8.1 Queue Length 50th (ft) 43 12 0 154 6 260 1 85 9 100 63 Queue Length 95th (ft) 77 30 0 221 19 286 m6 161 57 135 92 Internal Link Dist (ft) 379 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 433 589 560 439 589 876 591 1744 855 857 2314 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.03 0.03 0.48 0.02 0.57 0.02 0.23 0.20 0.47 0.21 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 18 15 194 9 462 9 371 161 371 453 6 Future Volume (veh/h) 61 18 15 194 9 462 9 371 161 371 453 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1736 1750 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 66 19 16 209 10 497 10 399 173 399 487 6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 0 0 0 0 1 0 0 1 0 0 0 Cap, veh/h 331 538 456 478 538 663 481 1453 643 654 1911 24 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.02 0.87 0.87 0.05 0.19 0.19 Sat Flow, veh/h 892 1750 1483 1395 1750 1471 1667 3325 1471 1667 3364 41 Grp Volume(v), veh/h 66 19 16 209 10 497 10 399 173 399 241 252 Grp Sat Flow(s),veh/h/ln 892 1750 1483 1395 1750 1471 1667 1663 1471 1667 1663 1743 Q Serve(g_s), s 6.7 0.9 0.9 14.8 0.5 33.6 0.4 2.4 2.3 14.0 14.8 14.8 Cycle Q Clear(g_c), s 7.2 0.9 0.9 15.7 0.5 33.6 0.4 2.4 2.3 14.0 14.8 14.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 331 538 456 478 538 663 481 1453 643 654 945 990 V/C Ratio(X) 0.20 0.04 0.04 0.44 0.02 0.75 0.02 0.27 0.27 0.61 0.25 0.25 Avail Cap(c_a), veh/h 357 589 499 519 589 706 614 1453 643 944 945 990 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.4 29.1 29.1 34.6 28.9 27.4 18.1 4.4 4.4 14.2 27.1 27.1 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.6 0.0 4.2 0.0 0.4 0.9 0.9 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.4 0.3 5.1 0.2 12.2 0.2 0.8 0.8 6.2 6.7 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.7 29.1 29.1 35.2 29.0 31.6 18.1 4.8 5.3 15.1 27.7 27.7 LnGrp LOS C C C D C C B A A B C C Approach Vol, veh/h 101 716 582 892 Approach Delay, s/veh 30.8 32.6 5.2 22.1 Approach LOS C C A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.2 57.3 41.5 5.4 73.1 41.5 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4 Max Q Clear Time (g_c+I1), s 16.0 4.4 9.2 2.4 16.8 35.6 Green Ext Time (p_c), s 1.2 3.0 0.5 0.0 2.9 1.3 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C HCM 6th TWSC 30: W Kagy Blvd & S 7th Ave 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 13 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 551 5 6 430 15 6 6 37 26 6 186 Future Vol, veh/h 67 551 5 6 430 15 6 6 37 26 6 186 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 130 - - - - - - - 115 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 72 592 5 6 462 16 6 6 40 28 6 200 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 478 0 0 597 0 0 1324 1229 595 1244 1223 470 Stage 1 - - - - - - 739 739 - 482 482 - Stage 2 - - - - - - 585 490 - 762 741 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1095 - - 989 - - 134 179 508 152 181 598 Stage 1 - - - - - - 412 427 - 569 557 - Stage 2 - - - - - - 501 552 - 400 426 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1095 - - 989 - - 82 166 508 129 168 598 Mov Cap-2 Maneuver - - - - - - 82 166 - 129 168 - Stage 1 - - - - - - 385 399 - 531 554 - Stage 2 - - - - - - 328 549 - 339 398 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 21.6 13.1 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 269 1095 - - 989 - - 488 598 HCM Lane V/C Ratio 0.196 0.066 - - 0.007 - - 0.15 0.223 HCM Control Delay (s) 21.6 8.5 - - 8.7 - - 13.7 12.7 HCM Lane LOS C A - - A - - B B HCM 95th %tile Q(veh) 0.7 0.2 - - 0 - - 0.5 0.8 Queues 33: S 11th Ave & W Kagy Blvd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 14 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 56 504 63 571 112 220 140 246 v/c Ratio 0.16 0.69 0.16 0.79 0.31 0.59 0.36 0.65 Control Delay 11.2 27.4 11.0 31.8 17.4 31.1 18.0 33.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 27.4 11.0 31.8 17.4 31.1 18.0 33.1 Queue Length 50th (ft) 12 203 13 241 34 87 44 100 Queue Length 95th (ft) 34 #436 37 #518 69 158 83 178 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 389 731 434 726 385 688 400 688 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.69 0.15 0.79 0.29 0.32 0.35 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 429 65 62 429 130 110 160 56 137 178 63 Future Volume (veh/h) 55 429 65 62 429 130 110 160 56 137 178 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 56 438 66 63 438 133 112 163 57 140 182 64 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 0 0 0 Cap, veh/h 263 577 87 323 505 153 321 224 78 348 245 86 Arrive On Green 0.04 0.39 0.39 0.04 0.39 0.39 0.07 0.18 0.18 0.09 0.20 0.20 Sat Flow, veh/h 1667 1486 224 1667 1288 391 1667 1239 433 1667 1237 435 Grp Volume(v), veh/h 56 0 504 63 0 571 112 0 220 140 0 246 Grp Sat Flow(s),veh/h/ln 1667 0 1710 1667 0 1680 1667 0 1672 1667 0 1672 Q Serve(g_s), s 1.1 0.0 14.4 1.3 0.0 17.7 3.0 0.0 7.0 3.8 0.0 7.8 Cycle Q Clear(g_c), s 1.1 0.0 14.4 1.3 0.0 17.7 3.0 0.0 7.0 3.8 0.0 7.8 Prop In Lane 1.00 0.13 1.00 0.23 1.00 0.26 1.00 0.26 Lane Grp Cap(c), veh/h 263 0 664 323 0 658 321 0 302 348 0 331 V/C Ratio(X) 0.21 0.00 0.76 0.20 0.00 0.87 0.35 0.00 0.73 0.40 0.00 0.74 Avail Cap(c_a), veh/h 460 0 860 514 0 844 462 0 799 460 0 799 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.4 0.0 15.0 11.4 0.0 15.8 17.2 0.0 21.8 16.8 0.0 21.3 Incr Delay (d2), s/veh 0.4 0.0 2.9 0.3 0.0 7.8 0.6 0.0 3.4 0.7 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 5.2 0.4 0.0 7.0 1.1 0.0 2.9 1.4 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 0.0 17.9 11.7 0.0 23.7 17.9 0.0 25.2 17.5 0.0 24.6 LnGrp LOS B A B B A C B A C B A C Approach Vol, veh/h 560 634 332 386 Approach Delay, s/veh 17.4 22.5 22.7 22.0 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.5 27.6 7.2 16.2 5.3 27.7 8.2 15.2 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 3.3 16.4 5.0 9.8 3.1 19.7 5.8 9.0 Green Ext Time (p_c), s 0.0 2.5 0.1 1.3 0.0 2.4 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 20.9 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 147 434 66 132 336 109 62 142 80 136 251 v/c Ratio 0.28 0.66 0.08 0.30 0.53 0.18 0.18 0.51 0.26 0.30 0.65 Control Delay 12.2 31.4 4.8 12.7 28.0 8.8 20.0 42.1 10.6 21.3 39.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 31.4 4.8 12.7 28.0 8.8 20.0 42.1 10.6 21.3 39.5 Queue Length 50th (ft) 37 198 2 33 146 8 22 73 0 51 124 Queue Length 95th (ft) 84 #381 26 76 284 50 51 143 39 98 222 Internal Link Dist (ft) 1326 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 807 655 1303 784 652 608 694 646 605 706 630 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.66 0.05 0.17 0.52 0.18 0.09 0.22 0.13 0.19 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 08/25/2022 PM Peak West University 9:16 am 08/15/2022 Existing Conditions (2022)Synchro 11 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 134 395 60 120 306 99 56 129 73 124 157 71 Future Volume (veh/h) 134 395 60 120 306 99 56 129 73 124 157 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1723 1736 1750 1750 1750 1750 Adj Flow Rate, veh/h 147 434 66 132 336 0 62 142 80 136 173 78 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 0 0 0 0 2 1 0 0 0 0 Cap, veh/h 422 536 550 342 532 295 284 243 398 231 104 Arrive On Green 0.09 0.31 0.31 0.09 0.30 0.00 0.06 0.16 0.16 0.10 0.20 0.20 Sat Flow, veh/h 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 1142 515 Grp Volume(v), veh/h 147 434 66 132 336 0 62 142 80 136 0 251 Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 0 1657 Q Serve(g_s), s 3.5 13.6 1.7 3.1 9.8 0.0 1.8 4.4 2.8 3.8 0.0 8.5 Cycle Q Clear(g_c), s 3.5 13.6 1.7 3.1 9.8 0.0 1.8 4.4 2.8 3.8 0.0 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 Lane Grp Cap(c), veh/h 422 536 550 342 532 295 284 243 398 0 335 V/C Ratio(X) 0.35 0.81 0.12 0.39 0.63 0.21 0.50 0.33 0.34 0.00 0.75 Avail Cap(c_a), veh/h 1307 973 921 1231 973 1212 966 825 1265 0 922 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 19.0 12.3 13.6 17.8 0.0 18.7 22.6 21.9 16.7 0.0 22.3 Incr Delay (d2), s/veh 0.5 3.0 0.1 0.7 1.2 0.0 0.4 1.4 0.8 0.5 0.0 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 5.2 0.5 1.1 3.7 0.0 0.7 1.8 1.0 1.4 0.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.3 22.0 12.4 14.3 19.0 0.0 19.1 24.0 22.7 17.2 0.0 25.6 LnGrp LOS B C B B B B C C B A C Approach Vol, veh/h 647 468 284 387 Approach Delay, s/veh 19.0 17.7 22.5 22.7 Approach LOS B B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 25.2 6.8 19.0 8.5 25.0 9.1 16.7 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 5.1 15.6 3.8 10.5 5.5 11.8 5.8 6.4 Green Ext Time (p_c), s 0.4 2.6 0.2 1.5 0.4 1.9 0.4 1.1 Intersection Summary HCM 6th Ctrl Delay 20.0 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. APPENDIX C CAPACITY CALCULATIONS – PHASE 1 (2026) & FUTURE (2037) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 51.4 D 9 47.3 D 11 WB 47.7 D 7 49.6 D 11 NB 1.8 A 6 3.2 A 11 SB 10.8 B 8 16.6 B 13 Intersection 20.3 C --23.0 C -- EB 57.3 E 14 46.0 D 13 WB 36.9 D 2 37.3 D 3 NB 2.9 A 2 6.6 A 5 SB 1.3 A 4 1.9 A 9 Intersection 14.5 B --12.5 B -- EB 11.2 B 0 12.6 B 1 WB 12.5 B 1 14.9 B 2 NB 0.0 A 0 0.1 A 0 SB 1.6 A 1 1.1 A 1 Intersection 1.3 A --1.7 A -- EB 44.4 D 7 33.7 D 6 WB 36.9 D 7 31.0 C 10 NB 13.0 B 14 10.6 B 9 SB 5.6 A 14 26.5 C 8 Intersection 18.6 B --24.8 C -- EB 0.0 A 0 0.0 A 0 WB 0.1 A 0 0.2 A 0 NB 12.3 B 1 11.5 B 1 Intersection 0.3 A --0.4 A -- EB 20.9 C 6 21.2 C 10 WB 15.9 B 2 14.9 B 2 NB 11.0 B 4 12.7 B 4 SB 18.1 B 2 19.6 B 11 Intersection 16.3 B --18.0 B -- EB 21.5 C 2 22.2 C 2 WB 21.9 C 3 21.9 C 4 NB 8.9 A 3 9.2 A 3 SB 6.6 A 2 7.1 A 4 Intersection 11.9 B --11.7 B -- EB 52.8 D 30 43.7 D 27 WB 22.4 C 19 89.2 F 32 NB 26.7 C 13 25.5 C 8 SB 20.7 C 4 27.3 C 10 Intersection 35.6 D --52.6 D -- EB 2.8 A 1 1.0 A 1 WB 0.4 A 1 0.1 A 0 NB 40.3 E 1 39.4 E 2 SB 17.8 C 1 15.8 C 2 Intersection 3.0 A --4.3 A -- EB 19.5 B 13 23.5 C 23 WB 21.9 C 18 21.3 C 18 NB 22.7 C 12 24.9 C 7 SB 20.4 C 7 26.0 C 12 Intersection 21.3 C --23.7 C -- EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 SB 9.6 A 1 9.7 A 1 Intersection 3.3 A --2.3 A -- EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 SB 0.0 A 0 0.0 A 0 Intersection 0.0 A --0.0 A -- EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 SB 8.9 A 1 8.9 A 1 Intersection 5.8 A --3.8 A -- EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 SB 8.6 A 0 8.6 A 0 Intersection 2.7 A --4.5 A -- Intersection Approach Future Year (2026) AM Peak PM Peak Intersection Control Signalized South 19th Avenue & West College Street Intersection Control Signalized South 19th Avenue & West Garfield Street Intersection Control Two-Way Stop-Control (EB/WB) South 19th Avenue & West Lincoln Street Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control One-Way Stop-Control (NB) Stucky Road & Fowler Lane Intersection Control Signalized South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & West Graf Street Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Two-Way Stop-Control (NB/SB) Kagy Boulevard & South 7th Avenue Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control One-Way Stop-Control (SB) Kagy Boulevard & South 23rd Avenue Intersection Control One-Way Stop-Control (SB) Kagy Boulevard & Block 1 Access Kagy Boulevard & Block 3 Access Intersection Control One-Way Stop-Control (SB) Kagy Boulevard & South 25th Avenue Intersection Control One-Way Stop-Control (SB) Queues 3: S 19th Ave & W Graf St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 50 44 23 171 10 397 77 230 v/c Ratio 0.30 0.17 0.12 0.49 0.02 0.26 0.12 0.13 Control Delay 26.2 19.4 21.8 11.8 3.6 10.0 3.8 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 19.4 21.8 11.8 3.6 10.0 3.8 6.0 Queue Length 50th (ft) 15 10 7 8 1 38 6 12 Queue Length 95th (ft) 42 34 24 53 5 72 19 41 Internal Link Dist (ft) 1197 596 1252 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 895 1338 1054 1247 854 2654 946 2556 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.03 0.02 0.14 0.01 0.15 0.08 0.09 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 33 7 21 24 133 9 328 37 71 184 28 Future Volume (veh/h) 46 33 7 21 24 133 9 328 37 71 184 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1682 1750 1340 1750 1750 1695 1477 1723 1750 1695 1709 1477 Adj Flow Rate, veh/h 50 36 8 23 26 145 10 357 40 77 200 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 30 0 0 4 20 2 0 4 3 20 Cap, veh/h 231 257 57 361 43 239 610 1380 154 616 1462 216 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.01 0.46 0.46 0.06 0.52 0.52 Sat Flow, veh/h 1185 1386 308 1384 231 1287 1407 2969 330 1615 2838 419 Grp Volume(v), veh/h 50 0 44 23 0 171 10 196 201 77 113 117 Grp Sat Flow(s),veh/h/ln 1185 0 1695 1384 0 1518 1407 1637 1663 1615 1624 1634 Q Serve(g_s), s 2.2 0.0 1.2 0.8 0.0 5.6 0.2 3.9 4.0 1.2 2.0 2.0 Cycle Q Clear(g_c), s 7.7 0.0 1.2 1.9 0.0 5.6 0.2 3.9 4.0 1.2 2.0 2.0 Prop In Lane 1.00 0.18 1.00 0.85 1.00 0.20 1.00 0.26 Lane Grp Cap(c), veh/h 231 0 314 361 0 282 610 761 773 616 837 842 V/C Ratio(X) 0.22 0.00 0.14 0.06 0.00 0.61 0.02 0.26 0.26 0.12 0.14 0.14 Avail Cap(c_a), veh/h 978 0 1383 1233 0 1239 1298 1329 1351 1324 1319 1327 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 0.0 18.3 19.1 0.0 20.1 7.4 8.8 8.8 5.8 6.8 6.8 Incr Delay (d2), s/veh 0.5 0.0 0.2 0.1 0.0 2.1 0.0 0.2 0.2 0.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 0.2 0.0 2.0 0.0 0.9 0.9 0.2 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.1 0.0 18.5 19.2 0.0 22.2 7.4 8.9 8.9 5.9 6.9 6.9 LnGrp LOS C A B B A C A A A A A A Approach Vol, veh/h 94 194 407 307 Approach Delay, s/veh 21.5 21.9 8.9 6.6 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 31.3 16.1 3.7 34.0 16.1 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 3.2 6.0 9.7 2.2 4.0 7.6 Green Ext Time (p_c), s 0.2 2.0 0.4 0.0 1.1 1.2 Intersection Summary HCM 6th Ctrl Delay 11.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: Fowler Lane & Stucky Rd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 311 2 3 260 7 5 Future Vol, veh/h 311 2 3 260 7 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 3 20 0 Mvmt Flow 338 2 3 283 8 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 340 0 628 339 Stage 1 - - - - 339 - Stage 2 - - - - 289 - Critical Hdwy - - 4.1 - 6.6 6.2 Critical Hdwy Stg 1 - - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy - - 2.2 - 3.68 3.3 Pot Cap-1 Maneuver - - 1230 - 419 708 Stage 1 - - - - 683 - Stage 2 - - - - 721 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1230 - 418 708 Mov Cap-2 Maneuver - - - - 418 - Stage 1 - - - - 683 - Stage 2 - - - - 719 - Approach EB WB NB HCM Control Delay, s 0 0.1 12.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 504 - - 1230 - HCM Lane V/C Ratio 0.026 - - 0.003 - HCM Control Delay (s) 12.3 - - 7.9 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Queues 6: S 19th Ave & Stucky Rd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 259 143 26 170 78 459 29 250 267 v/c Ratio 0.76 0.27 0.07 0.31 0.15 0.28 0.07 0.30 0.30 Control Delay 32.9 9.3 13.1 6.5 11.1 10.1 7.8 9.3 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.9 9.3 13.1 6.5 11.1 10.1 7.8 9.3 3.1 Queue Length 50th (ft) 82 19 6 13 15 46 7 61 9 Queue Length 95th (ft) 142 49 19 44 42 85 m9 50 12 Internal Link Dist (ft) 5165 449 1259 1271 Turn Bay Length (ft) 160 200 400 300 Base Capacity (vph) 409 618 424 645 519 1643 436 859 890 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.23 0.06 0.26 0.15 0.28 0.07 0.29 0.30 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 238 70 62 24 46 110 72 396 27 27 230 246 Future Volume (veh/h) 238 70 62 24 46 110 72 396 27 27 230 246 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1668 1750 1750 1750 1695 1709 1750 1750 1695 1750 Adj Flow Rate, veh/h 259 76 67 26 50 120 78 430 29 29 250 267 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 6 0 0 0 4 3 0 0 4 0 Cap, veh/h 417 279 246 449 149 357 423 1480 99 494 812 711 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.48 0.48 0.48 0.16 0.16 0.16 Sat Flow, veh/h 1225 858 756 1265 457 1096 870 3088 208 947 1695 1483 Grp Volume(v), veh/h 259 0 143 26 0 170 78 225 234 29 250 267 Grp Sat Flow(s),veh/h/ln 1225 0 1614 1265 0 1553 870 1624 1672 947 1695 1483 Q Serve(g_s), s 12.2 0.0 3.9 0.9 0.0 5.0 3.8 5.0 5.1 1.6 7.8 9.7 Cycle Q Clear(g_c), s 17.2 0.0 3.9 4.9 0.0 5.0 11.7 5.0 5.1 6.7 7.8 9.7 Prop In Lane 1.00 0.47 1.00 0.71 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 417 0 526 449 0 506 423 778 801 494 812 711 V/C Ratio(X) 0.62 0.00 0.27 0.06 0.00 0.34 0.18 0.29 0.29 0.06 0.31 0.38 Avail Cap(c_a), veh/h 453 0 573 486 0 551 423 778 801 494 812 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 21.8 0.0 15.0 16.8 0.0 15.3 14.0 9.4 9.5 18.2 16.4 17.2 Incr Delay (d2), s/veh 2.3 0.0 0.3 0.1 0.0 0.4 1.0 0.9 0.9 0.2 0.9 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 1.3 0.3 0.0 1.7 0.7 1.5 1.5 0.3 2.8 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.1 0.0 15.2 16.8 0.0 15.7 14.9 10.4 10.4 18.4 17.4 18.7 LnGrp LOS C A B B A B B B B B B B Approach Vol, veh/h 402 196 537 546 Approach Delay, s/veh 20.9 15.9 11.0 18.1 Approach LOS C B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 34.8 25.2 34.8 25.2 Change Period (Y+Rc), s * 6 * 5.7 * 6 * 5.7 Max Green Setting (Gmax), s * 27 * 21 * 27 * 21 Max Q Clear Time (g_c+I1), s 13.7 19.2 11.7 7.0 Green Ext Time (p_c), s 2.3 0.4 2.0 0.9 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 9: W Kagy Blvd & S 23rd Ave 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 73 45 18 70 0 Future Vol, veh/h 0 73 45 18 70 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 79 49 20 76 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 69 0 - 0 138 59 Stage 1 - - - - 59 - Stage 2 - - - - 79 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1545 - - - 860 1012 Stage 1 - - - - 969 - Stage 2 - - - - 949 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1545 - - - 860 1012 Mov Cap-2 Maneuver - - - - 860 - Stage 1 - - - - 969 - Stage 2 - - - - 949 - Approach EB WB SB HCM Control Delay, s 0 0 9.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1545 - - - 860 HCM Lane V/C Ratio - - - - 0.088 HCM Control Delay (s) 0 - - - 9.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.3 HCM 6th TWSC 11: W Kagy Blvd & Block 3 Access 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 73 29 16 0 0 Future Vol, veh/h 0 73 29 16 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 79 32 17 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 49 0 - 0 120 41 Stage 1 - - - - 41 - Stage 2 - - - - 79 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1571 - - - 880 1036 Stage 1 - - - - 987 - Stage 2 - - - - 949 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 880 1036 Mov Cap-2 Maneuver - - - - 880 - Stage 1 - - - - 987 - Stage 2 - - - - 949 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1571 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 13: W Kagy Blvd & S 25th Ave 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 5.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 6 13 16 67 0 Future Vol, veh/h 0 6 13 16 67 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 7 14 17 73 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 31 0 - 0 30 23 Stage 1 - - - - 23 - Stage 2 - - - - 7 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1595 - - - 989 1060 Stage 1 - - - - 1005 - Stage 2 - - - - 1021 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1595 - - - 989 1060 Mov Cap-2 Maneuver - - - - 989 - Stage 1 - - - - 1005 - Stage 2 - - - - 1021 - Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1595 - - - 989 HCM Lane V/C Ratio - - - - 0.074 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC 15: W Kagy Blvd & Block 1 Access 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 2.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 13 6 0 Future Vol, veh/h 0 0 0 13 6 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 0 0 14 7 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 14 0 - 0 7 7 Stage 1 - - - - 7 - Stage 2 - - - - 0 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1617 - - - 1019 1081 Stage 1 - - - - 1021 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1617 - - - 1019 1081 Mov Cap-2 Maneuver - - - - 1019 - Stage 1 - - - - 1021 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1617 - - - 1019 HCM Lane V/C Ratio - - - - 0.006 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 Queues 18: S 19th Ave & W College St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 62 189 95 74 159 59 105 587 93 536 v/c Ratio 0.21 0.71 0.20 0.28 0.58 0.12 0.19 0.33 0.19 0.30 Control Delay 30.9 62.2 6.3 32.4 54.0 2.8 10.2 16.0 9.7 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.9 62.2 6.3 32.4 54.0 2.8 10.2 16.0 9.7 16.9 Queue Length 50th (ft) 35 141 0 43 115 0 28 107 24 114 Queue Length 95th (ft) 63 207 36 72 175 14 40 135 55 191 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 328 529 622 298 534 519 666 1758 545 1763 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.36 0.15 0.25 0.30 0.11 0.16 0.33 0.17 0.30 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 174 87 68 146 54 97 489 51 86 450 43 Future Volume (veh/h) 57 174 87 68 146 54 97 489 51 86 450 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1695 1750 1723 1723 1736 1695 1750 1695 1709 1709 Adj Flow Rate, veh/h 62 189 95 74 159 59 105 532 55 93 489 47 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 4 0 2 2 1 4 0 4 3 3 Cap, veh/h 200 231 253 177 246 266 600 1815 187 625 1840 176 Arrive On Green 0.04 0.13 0.13 0.05 0.14 0.14 0.08 1.00 1.00 0.04 0.61 0.61 Sat Flow, veh/h 1667 1709 1437 1667 1723 1460 1654 2947 304 1615 2994 287 Grp Volume(v), veh/h 62 189 95 74 159 59 105 290 297 93 264 272 Grp Sat Flow(s),veh/h/ln 1667 1709 1437 1667 1723 1460 1654 1611 1641 1615 1624 1657 Q Serve(g_s), s 3.8 12.9 7.0 4.5 10.5 4.1 2.9 0.0 0.0 2.5 9.0 9.1 Cycle Q Clear(g_c), s 3.8 12.9 7.0 4.5 10.5 4.1 2.9 0.0 0.0 2.5 9.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.17 Lane Grp Cap(c), veh/h 200 231 253 177 246 266 600 992 1010 625 998 1018 V/C Ratio(X) 0.31 0.82 0.38 0.42 0.65 0.22 0.18 0.29 0.29 0.15 0.27 0.27 Avail Cap(c_a), veh/h 296 533 507 260 537 513 835 992 1010 723 998 1018 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 50.5 43.6 42.4 48.6 41.8 7.7 0.0 0.0 7.6 10.7 10.7 Incr Delay (d2), s/veh 0.9 7.0 0.9 1.6 2.8 0.4 0.1 0.7 0.7 0.1 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 5.9 2.6 2.0 4.7 1.5 0.9 0.2 0.2 0.8 3.2 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.4 57.5 44.5 44.0 51.4 42.2 7.8 0.7 0.7 7.7 11.3 11.3 LnGrp LOS D E D D D D A A A A B B Approach Vol, veh/h 346 292 692 629 Approach Delay, s/veh 51.4 47.7 1.8 10.8 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 80.4 9.0 22.8 7.9 80.2 8.1 23.7 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 12.0 39.5 12.0 37.4 22.0 29.5 12.0 37.4 Max Q Clear Time (g_c+I1), s 4.5 2.0 6.5 14.9 4.9 11.1 5.8 12.5 Green Ext Time (p_c), s 0.1 3.6 0.1 1.3 0.2 2.8 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 12 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 9 15 424 7 32 280 697 15 647 v/c Ratio 0.11 0.14 0.89 0.08 0.29 0.36 0.25 0.03 0.31 Control Delay 54.9 55.5 50.7 54.2 44.6 3.4 1.2 2.7 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.9 55.5 50.7 54.2 44.6 3.4 1.2 2.7 7.6 Queue Length 50th (ft) 7 11 232 5 15 10 14 1 75 Queue Length 95th (ft) 24 33 331 21 47 41 34 3 100 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 321 393 581 321 381 849 2794 630 2099 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.73 0.02 0.08 0.33 0.25 0.02 0.31 Intersection Summary HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 14 390 6 18 11 258 635 6 14 560 35 Future Volume (veh/h) 8 14 390 6 18 11 258 635 6 14 560 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1709 1750 1750 1709 1709 Adj Flow Rate, veh/h 9 15 424 7 20 12 280 690 7 15 609 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 2 3 0 0 3 3 Cap, veh/h 353 394 472 370 231 138 653 2073 21 502 1692 105 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.20 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h 1399 1750 1448 1421 1025 615 1641 3293 33 1667 3104 193 Grp Volume(v), veh/h 9 15 424 7 0 32 280 340 357 15 318 329 Grp Sat Flow(s),veh/h/ln 1399 1750 1448 1421 0 1639 1641 1624 1703 1667 1624 1674 Q Serve(g_s), s 0.6 0.8 27.0 0.5 0.0 1.9 9.3 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 2.5 0.8 27.0 1.3 0.0 1.9 9.3 0.0 0.0 0.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.38 1.00 0.02 1.00 0.12 Lane Grp Cap(c), veh/h 353 394 472 370 0 369 653 1022 1072 502 885 913 V/C Ratio(X) 0.03 0.04 0.90 0.02 0.00 0.09 0.43 0.33 0.33 0.03 0.36 0.36 Avail Cap(c_a), veh/h 353 394 472 370 0 369 938 1022 1072 641 885 913 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 37.7 36.3 38.6 36.8 0.0 36.8 7.5 0.0 0.0 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 19.9 0.0 0.0 0.1 0.4 0.9 0.8 0.0 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 14.5 0.2 0.0 0.8 2.4 0.2 0.2 0.2 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.8 36.4 58.4 36.9 0.0 36.9 7.9 0.9 0.8 11.5 1.1 1.1 LnGrp LOS D D E D A D A A A B A A Approach Vol, veh/h 448 39 977 662 Approach Delay, s/veh 57.3 36.9 2.9 1.3 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 82.0 33.0 15.1 71.9 33.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 12.0 65.5 27.0 33.0 44.5 27.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 29.0 11.3 2.0 3.9 Green Ext Time (p_c), s 0.0 4.5 0.0 0.8 4.1 0.1 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B HCM 6th TWSC 24: S 19th Ave & W Lincoln St 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 5 0 0 68 3 787 38 136 755 16 Future Vol, veh/h 0 0 5 0 0 68 3 787 38 136 755 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - Stop - - None - - None Storage Length - - 0 - - 0 210 - - 270 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 3 0 3 4 0 3 0 Mvmt Flow 0 0 5 0 0 74 3 855 41 148 821 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 419 - - 448 838 0 0 896 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.96 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.33 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 589 0 0 555 805 - - 766 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 589 - - 555 805 - - 766 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.2 12.5 0 1.6 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 805 - - 589 555 766 - - HCM Lane V/C Ratio 0.004 - - 0.009 0.133 0.193 - - HCM Control Delay (s) 9.5 - - 11.2 12.5 10.8 - - HCM Lane LOS A - - B B B - - HCM 95th %tile Q(veh) 0 - - 0 0.5 0.7 - - Queues 27: S 19th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 142 124 45 133 82 327 77 646 274 509 419 v/c Ratio 0.70 0.43 0.14 0.81 0.29 0.44 0.16 0.46 0.35 0.70 0.20 Control Delay 64.3 47.5 1.2 80.2 43.8 17.9 10.4 29.7 7.1 17.6 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 47.5 1.2 80.2 43.8 17.9 10.4 29.7 7.1 17.6 6.5 Queue Length 50th (ft) 105 87 0 100 56 147 13 185 9 159 56 Queue Length 95th (ft) 162 135 3 161 95 133 m32 333 71 328 83 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 323 463 467 263 458 875 537 1390 792 834 2141 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.27 0.10 0.51 0.18 0.37 0.14 0.46 0.35 0.61 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 114 41 122 75 301 71 594 252 468 346 40 Future Volume (veh/h) 131 114 41 122 75 301 71 594 252 468 346 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1750 1682 1709 1723 1750 1723 1750 1750 1695 1750 Adj Flow Rate, veh/h 142 124 45 133 82 327 77 646 274 509 376 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 5 3 2 0 2 0 0 4 0 Cap, veh/h 276 352 303 237 350 573 611 1620 734 695 1879 214 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.05 0.66 0.66 0.31 1.00 1.00 Sat Flow, veh/h 1316 1723 1483 1237 1709 1460 1667 3273 1483 1667 2915 331 Grp Volume(v), veh/h 142 124 45 133 82 327 77 646 274 509 207 212 Grp Sat Flow(s),veh/h/ln 1316 1723 1483 1237 1709 1460 1667 1637 1483 1667 1611 1636 Q Serve(g_s), s 12.1 7.4 3.0 12.4 4.8 21.0 2.7 11.0 10.0 19.0 0.0 0.0 Cycle Q Clear(g_c), s 16.9 7.4 3.0 19.8 4.8 21.0 2.7 11.0 10.0 19.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 276 352 303 237 350 573 611 1620 734 695 1038 1054 V/C Ratio(X) 0.51 0.35 0.15 0.56 0.23 0.57 0.13 0.40 0.37 0.73 0.20 0.20 Avail Cap(c_a), veh/h 363 465 400 318 461 669 699 1620 734 1020 1038 1054 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.0 40.9 39.2 49.4 39.9 28.5 13.5 12.2 12.1 8.3 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.6 0.2 2.1 0.3 0.9 0.1 0.7 1.3 1.5 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 3.2 1.1 3.9 2.0 7.4 1.0 3.6 3.1 4.1 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.4 41.5 39.4 51.5 40.2 29.4 13.6 12.9 13.4 9.8 0.4 0.4 LnGrp LOS D D D D D C B B B A A A Approach Vol, veh/h 311 542 997 928 Approach Delay, s/veh 44.4 36.5 13.1 5.6 Approach LOS D D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.6 64.3 29.1 8.6 82.2 29.1 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4 Max Q Clear Time (g_c+I1), s 21.0 13.0 18.9 4.7 2.0 23.0 Green Ext Time (p_c), s 1.6 4.5 1.1 0.1 2.5 1.5 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B HCM 6th TWSC 30: W Kagy Blvd & S 7th Ave 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 200 459 29 27 460 61 1 8 5 7 8 56 Future Vol, veh/h 200 459 29 27 460 61 1 8 5 7 8 56 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 130 - - - - - - - 115 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 1 4 0 2 2 0 0 0 17 14 0 Mvmt Flow 217 499 32 29 500 66 1 9 5 8 9 61 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 566 0 0 531 0 0 1575 1573 515 1547 1556 533 Stage 1 - - - - - - 949 949 - 591 591 - Stage 2 - - - - - - 626 624 - 956 965 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.27 6.64 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.27 5.64 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.27 5.64 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.653 4.126 3.3 Pot Cap-1 Maneuver 1016 - - 1047 - - 90 111 564 86 106 551 Stage 1 - - - - - - 315 342 - 468 476 - Stage 2 - - - - - - 475 481 - 291 318 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1016 - - 1047 - - 60 85 564 65 81 551 Mov Cap-2 Maneuver - - - - - - 60 85 - 65 81 - Stage 1 - - - - - - 248 269 - 368 463 - Stage 2 - - - - - - 403 468 - 219 250 - Approach EB WB NB SB HCM Control Delay, s 2.8 0.4 40.3 17.8 HCM LOS E C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 117 1016 - - 1047 - - 201 551 HCM Lane V/C Ratio 0.13 0.214 - - 0.028 - - 0.144 0.074 HCM Control Delay (s) 40.3 9.5 - - 8.5 - - 25.9 12.1 HCM Lane LOS E A - - A - - D B HCM 95th %tile Q(veh) 0.4 0.8 - - 0.1 - - 0.5 0.2 Queues 33: S 11th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 18 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 82 736 16 497 108 380 65 131 v/c Ratio 0.24 0.93 0.07 0.79 0.22 0.82 0.23 0.29 Control Delay 14.1 43.2 13.1 36.8 15.9 42.5 16.3 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 43.2 13.1 36.8 15.9 42.5 16.3 22.6 Queue Length 50th (ft) 22 349 4 244 34 180 20 46 Queue Length 95th (ft) 50 #748 15 #464 66 #317 44 93 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 363 795 283 633 494 602 312 594 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.93 0.06 0.79 0.22 0.63 0.21 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 597 80 15 379 78 99 266 84 60 88 32 Future Volume (veh/h) 75 597 80 15 379 78 99 266 84 60 88 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1709 1736 1723 1723 1709 1723 1682 1750 Adj Flow Rate, veh/h 82 649 87 16 412 85 108 289 91 65 96 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 3 1 2 2 3 2 5 0 Cap, veh/h 301 638 86 133 538 111 446 343 108 232 291 106 Arrive On Green 0.05 0.42 0.42 0.02 0.39 0.39 0.07 0.27 0.27 0.04 0.25 0.25 Sat Flow, veh/h 1641 1511 203 1667 1374 284 1641 1256 395 1641 1176 429 Grp Volume(v), veh/h 82 0 736 16 0 497 108 0 380 65 0 131 Grp Sat Flow(s),veh/h/ln 1641 0 1714 1667 0 1658 1641 0 1652 1641 0 1605 Q Serve(g_s), s 1.9 0.0 28.4 0.4 0.0 17.5 3.2 0.0 14.6 2.0 0.0 4.5 Cycle Q Clear(g_c), s 1.9 0.0 28.4 0.4 0.0 17.5 3.2 0.0 14.6 2.0 0.0 4.5 Prop In Lane 1.00 0.12 1.00 0.17 1.00 0.24 1.00 0.27 Lane Grp Cap(c), veh/h 301 0 724 133 0 648 446 0 452 232 0 397 V/C Ratio(X) 0.27 0.00 1.02 0.12 0.00 0.77 0.24 0.00 0.84 0.28 0.00 0.33 Avail Cap(c_a), veh/h 444 0 724 330 0 700 554 0 663 383 0 644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.4 0.0 19.4 17.1 0.0 17.8 16.5 0.0 23.1 19.0 0.0 20.7 Incr Delay (d2), s/veh 0.5 0.0 37.8 0.4 0.0 4.7 0.3 0.0 6.4 0.6 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 17.2 0.1 0.0 6.7 1.2 0.0 6.2 0.8 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.9 0.0 57.2 17.5 0.0 22.6 16.8 0.0 29.5 19.6 0.0 21.2 LnGrp LOS B A F B A C B A C B A C Approach Vol, veh/h 818 513 488 196 Approach Delay, s/veh 52.8 22.4 26.7 20.7 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.0 34.0 7.6 21.6 6.1 31.9 5.8 23.4 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 2.4 30.4 5.2 6.5 3.9 19.5 4.0 16.6 Green Ext Time (p_c), s 0.0 0.0 0.1 0.7 0.1 2.1 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 35.6 HCM 6th LOS D Queues 36: W Kagy Blvd & S Willson Ave 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 91 332 49 128 416 187 89 303 145 103 199 v/c Ratio 0.24 0.57 0.06 0.29 0.70 0.32 0.20 0.71 0.35 0.29 0.45 Control Delay 16.1 33.5 5.1 16.2 37.1 12.3 18.0 44.0 17.8 19.0 29.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 33.5 5.1 16.2 37.1 12.3 18.0 44.0 17.8 19.0 29.5 Queue Length 50th (ft) 28 168 0 40 221 28 32 170 34 38 88 Queue Length 95th (ft) 67 315 22 90 #428 96 65 284 91 74 165 Internal Link Dist (ft) 1326 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 704 596 1193 720 595 579 684 601 556 664 579 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.56 0.04 0.18 0.70 0.32 0.13 0.50 0.26 0.16 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 03/22/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 305 45 118 383 172 82 279 133 95 96 87 Future Volume (veh/h) 84 305 45 118 383 172 82 279 133 95 96 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1723 1723 1709 1709 1750 1736 1723 1736 1750 Adj Flow Rate, veh/h 91 332 49 128 416 0 89 303 145 103 104 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 0 2 2 3 3 0 1 2 1 0 Cap, veh/h 306 493 533 376 505 387 404 339 321 196 179 Arrive On Green 0.08 0.28 0.28 0.09 0.29 0.00 0.08 0.23 0.23 0.08 0.24 0.24 Sat Flow, veh/h 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 836 763 Grp Volume(v), veh/h 91 332 49 128 416 0 89 303 145 103 0 199 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 0 1599 Q Serve(g_s), s 2.3 10.6 1.4 3.3 14.1 0.0 2.5 10.1 5.3 2.9 0.0 6.8 Cycle Q Clear(g_c), s 2.3 10.6 1.4 3.3 14.1 0.0 2.5 10.1 5.3 2.9 0.0 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.48 Lane Grp Cap(c), veh/h 306 493 533 376 505 387 404 339 321 0 376 V/C Ratio(X) 0.30 0.67 0.09 0.34 0.82 0.23 0.75 0.43 0.32 0.00 0.53 Avail Cap(c_a), veh/h 1153 917 895 1207 910 1227 924 777 1162 0 844 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.2 19.8 13.3 14.5 20.6 0.0 16.3 22.4 20.5 16.7 0.0 20.9 Incr Delay (d2), s/veh 0.5 1.6 0.1 0.5 3.5 0.0 0.3 2.8 0.9 0.6 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 4.0 0.4 1.1 5.5 0.0 0.9 4.2 1.8 1.1 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 21.4 13.3 15.0 24.0 0.0 16.6 25.2 21.4 17.3 0.0 22.0 LnGrp LOS B C B B C B C C B A C Approach Vol, veh/h 472 544 537 302 Approach Delay, s/veh 19.5 21.9 22.7 20.4 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 24.7 7.7 21.7 7.8 25.3 8.0 21.4 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 5.3 12.6 4.5 8.8 4.3 16.1 4.9 12.1 Green Ext Time (p_c), s 0.3 2.0 0.2 1.2 0.2 2.3 0.3 2.3 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queues 3: S 19th Ave & W Graf St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 51 37 75 179 7 305 133 452 v/c Ratio 0.29 0.13 0.36 0.55 0.01 0.21 0.19 0.24 Control Delay 25.8 17.6 26.8 19.0 4.0 11.0 4.4 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 17.6 26.8 19.0 4.0 11.0 4.4 6.9 Queue Length 50th (ft) 16 8 23 28 1 30 12 28 Queue Length 95th (ft) 43 30 58 80 4 63 33 82 Internal Link Dist (ft) 1197 596 1252 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 836 1296 989 1216 964 2505 962 2479 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.03 0.08 0.15 0.01 0.12 0.14 0.18 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 25 9 69 52 112 6 262 18 122 370 46 Future Volume (veh/h) 47 25 9 69 52 112 6 262 18 122 370 46 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1723 1750 1736 1750 1736 1736 1695 Adj Flow Rate, veh/h 51 27 10 75 57 122 7 285 20 133 402 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 0 0 0 0 2 0 1 0 1 1 4 Cap, veh/h 229 229 85 367 93 200 573 1419 99 693 1546 191 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.01 0.45 0.45 0.08 0.52 0.52 Sat Flow, veh/h 1186 1218 451 1393 496 1062 1667 3128 218 1654 2955 365 Grp Volume(v), veh/h 51 0 37 75 0 179 7 150 155 133 223 229 Grp Sat Flow(s),veh/h/ln 1186 0 1669 1393 0 1559 1667 1650 1697 1654 1650 1671 Q Serve(g_s), s 2.3 0.0 1.0 2.6 0.0 5.8 0.1 3.0 3.0 2.1 4.1 4.2 Cycle Q Clear(g_c), s 8.1 0.0 1.0 3.6 0.0 5.8 0.1 3.0 3.0 2.1 4.1 4.2 Prop In Lane 1.00 0.27 1.00 0.68 1.00 0.13 1.00 0.22 Lane Grp Cap(c), veh/h 229 0 314 367 0 293 573 748 770 693 863 874 V/C Ratio(X) 0.22 0.00 0.12 0.20 0.00 0.61 0.01 0.20 0.20 0.19 0.26 0.26 Avail Cap(c_a), veh/h 951 0 1329 1214 0 1242 1374 1308 1346 1372 1308 1325 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 0.0 18.6 20.1 0.0 20.5 8.0 9.0 9.1 5.8 7.2 7.3 Incr Delay (d2), s/veh 0.5 0.0 0.2 0.3 0.0 2.1 0.0 0.1 0.1 0.1 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.4 0.8 0.0 2.1 0.0 0.7 0.8 0.4 0.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.7 0.0 18.7 20.4 0.0 22.6 8.0 9.2 9.2 6.0 7.4 7.4 LnGrp LOS C A B C A C A A A A A A Approach Vol, veh/h 88 254 312 585 Approach Delay, s/veh 22.2 21.9 9.2 7.1 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.3 31.3 16.5 3.5 35.1 16.5 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 4.1 5.0 10.1 2.1 6.2 7.8 Green Ext Time (p_c), s 0.3 1.5 0.3 0.0 2.3 1.4 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: Fowler Lane & Stucky Rd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 325 3 7 359 5 16 Future Vol, veh/h 325 3 7 359 5 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 353 3 8 390 5 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 356 0 761 355 Stage 1 - - - - 355 - Stage 2 - - - - 406 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1214 - 376 693 Stage 1 - - - - 714 - Stage 2 - - - - 677 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1214 - 373 693 Mov Cap-2 Maneuver - - - - 373 - Stage 1 - - - - 714 - Stage 2 - - - - 672 - Approach EB WB NB HCM Control Delay, s 0 0.2 11.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 575 - - 1214 - HCM Lane V/C Ratio 0.04 - - 0.006 - HCM Control Delay (s) 11.5 - - 8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Queues 6: S 19th Ave & Stucky Rd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 349 201 58 134 49 443 100 514 326 v/c Ratio 0.87 0.33 0.15 0.22 0.18 0.29 0.25 0.65 0.38 Control Delay 43.3 9.4 14.3 7.5 12.3 10.7 12.0 17.4 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 9.4 14.3 7.5 12.3 10.7 12.0 17.4 5.0 Queue Length 50th (ft) 106 25 13 12 11 52 31 181 65 Queue Length 95th (ft) #249 68 36 44 29 76 36 265 27 Internal Link Dist (ft) 5165 449 1259 1271 Turn Bay Length (ft) 160 200 400 300 Base Capacity (vph) 424 644 399 626 279 1526 406 806 865 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.31 0.15 0.21 0.18 0.29 0.25 0.64 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 321 93 92 53 50 74 45 380 28 92 473 300 Future Volume (veh/h) 321 93 92 53 50 74 45 380 28 92 473 300 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1682 1723 1750 1750 1723 1736 Adj Flow Rate, veh/h 349 101 100 58 54 80 49 413 30 100 514 326 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 5 2 0 0 2 1 Cap, veh/h 497 287 284 435 226 335 241 1393 101 471 775 662 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.45 0.30 0.30 0.30 Sat Flow, veh/h 1275 807 799 1200 637 943 639 3095 224 962 1723 1471 Grp Volume(v), veh/h 349 0 201 58 0 134 49 218 225 100 514 326 Grp Sat Flow(s),veh/h/ln 1275 0 1606 1200 0 1580 639 1637 1682 962 1723 1471 Q Serve(g_s), s 15.9 0.0 5.5 2.2 0.0 3.6 4.0 5.1 5.1 5.1 15.6 10.9 Cycle Q Clear(g_c), s 19.5 0.0 5.5 7.8 0.0 3.6 19.7 5.1 5.1 10.2 15.6 10.9 Prop In Lane 1.00 0.50 1.00 0.60 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 497 0 570 435 0 561 241 736 757 471 775 662 V/C Ratio(X) 0.70 0.00 0.35 0.13 0.00 0.24 0.20 0.30 0.30 0.21 0.66 0.49 Avail Cap(c_a), veh/h 497 0 570 435 0 561 241 736 757 471 775 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay (d), s/veh 20.5 0.0 14.3 17.1 0.0 13.6 21.3 10.5 10.5 17.1 17.0 15.3 Incr Delay (d2), s/veh 4.4 0.0 0.4 0.1 0.0 0.2 1.9 1.0 1.0 0.9 4.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 1.8 0.6 0.0 1.2 0.6 1.6 1.6 1.1 6.5 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 0.0 14.6 17.3 0.0 13.9 23.2 11.5 11.5 18.1 21.0 17.7 LnGrp LOS C A B B A B C B B B C B Approach Vol, veh/h 550 192 492 940 Approach Delay, s/veh 21.2 14.9 12.7 19.6 Approach LOS C B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0 Change Period (Y+Rc), s * 6 * 5.7 * 6 * 5.7 Max Green Setting (Gmax), s * 27 * 21 * 27 * 21 Max Q Clear Time (g_c+I1), s 21.7 21.5 17.6 9.8 Green Ext Time (p_c), s 1.3 0.0 3.2 0.7 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 9: W Kagy Blvd & S 23rd Ave 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 57 78 37 52 0 Future Vol, veh/h 0 57 78 37 52 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 62 85 40 57 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 125 0 - 0 167 105 Stage 1 - - - - 105 - Stage 2 - - - - 62 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1474 - - - 828 955 Stage 1 - - - - 924 - Stage 2 - - - - 966 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1474 - - - 828 955 Mov Cap-2 Maneuver - - - - 828 - Stage 1 - - - - 924 - Stage 2 - - - - 966 - Approach EB WB SB HCM Control Delay, s 0 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1474 - - - 828 HCM Lane V/C Ratio - - - - 0.068 HCM Control Delay (s) 0 - - - 9.7 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC 11: W Kagy Blvd & Block 3 Access 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 57 45 33 0 0 Future Vol, veh/h 0 57 45 33 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 62 49 36 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 85 0 - 0 129 67 Stage 1 - - - - 67 - Stage 2 - - - - 62 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1524 - - - 870 1002 Stage 1 - - - - 961 - Stage 2 - - - - 966 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1524 - - - 870 1002 Mov Cap-2 Maneuver - - - - 870 - Stage 1 - - - - 961 - Stage 2 - - - - 966 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1524 - - - - HCM Lane V/C Ratio - - - - - HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 13: W Kagy Blvd & S 25th Ave 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 13 12 33 44 0 Future Vol, veh/h 0 13 12 33 44 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 14 13 36 48 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 49 0 - 0 45 31 Stage 1 - - - - 31 - Stage 2 - - - - 14 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1571 - - - 970 1049 Stage 1 - - - - 997 - Stage 2 - - - - 1014 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 970 1049 Mov Cap-2 Maneuver - - - - 970 - Stage 1 - - - - 997 - Stage 2 - - - - 1014 - Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1571 - - - 970 HCM Lane V/C Ratio - - - - 0.049 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC 15: W Kagy Blvd & Block 1 Access 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 12 13 0 Future Vol, veh/h 0 0 0 12 13 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 0 0 13 14 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 13 0 - 0 7 7 Stage 1 - - - - 7 - Stage 2 - - - - 0 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1619 - - - 1019 1081 Stage 1 - - - - 1021 - Stage 2 - - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1619 - - - 1019 1081 Mov Cap-2 Maneuver - - - - 1019 - Stage 1 - - - - 1021 - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1619 - - - 1019 HCM Lane V/C Ratio - - - - 0.014 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 Queues 18: S 19th Ave & W College St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 88 254 165 92 248 79 186 736 107 717 v/c Ratio 0.32 0.77 0.27 0.34 0.77 0.15 0.43 0.46 0.26 0.46 Control Delay 29.7 60.6 4.3 30.2 61.1 4.9 13.9 25.0 12.7 24.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 60.6 4.3 30.2 61.1 4.9 13.9 25.0 12.7 24.5 Queue Length 50th (ft) 48 189 0 51 184 0 38 238 31 188 Queue Length 95th (ft) 77 260 39 80 258 27 81 274 69 308 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 352 516 664 301 434 673 485 1596 544 1543 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.49 0.25 0.31 0.57 0.12 0.38 0.46 0.20 0.46 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 234 152 85 228 73 171 590 87 98 604 55 Future Volume (veh/h) 81 234 152 85 228 73 171 590 87 98 604 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1723 1750 1723 1750 1750 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 88 254 165 92 248 79 186 641 95 107 657 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 0 2 0 0 2 0 0 1 0 Cap, veh/h 193 301 352 190 300 325 484 1613 239 532 1652 151 Arrive On Green 0.06 0.17 0.17 0.06 0.17 0.17 0.14 1.00 1.00 0.05 0.54 0.54 Sat Flow, veh/h 1667 1750 1460 1667 1723 1483 1667 2860 423 1667 3057 279 Grp Volume(v), veh/h 88 254 165 92 248 79 186 366 370 107 354 363 Grp Sat Flow(s),veh/h/ln 1667 1750 1460 1667 1723 1483 1667 1637 1647 1667 1650 1686 Q Serve(g_s), s 5.2 16.9 11.6 5.4 16.7 5.3 6.0 0.0 0.0 3.4 15.1 15.1 Cycle Q Clear(g_c), s 5.2 16.9 11.6 5.4 16.7 5.3 6.0 0.0 0.0 3.4 15.1 15.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.17 Lane Grp Cap(c), veh/h 193 301 352 190 300 325 484 923 929 532 892 911 V/C Ratio(X) 0.46 0.84 0.47 0.48 0.83 0.24 0.38 0.40 0.40 0.20 0.40 0.40 Avail Cap(c_a), veh/h 334 516 531 258 436 443 605 923 929 748 892 911 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.8 48.1 39.0 38.8 47.8 38.6 10.3 0.0 0.0 11.0 16.1 16.1 Incr Delay (d2), s/veh 1.7 6.4 1.0 1.9 8.4 0.4 0.5 1.2 1.2 0.2 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 7.8 4.3 2.3 7.9 2.0 1.8 0.3 0.3 1.2 5.7 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.5 54.5 39.9 40.7 56.2 39.0 10.8 1.2 1.2 11.2 17.5 17.4 LnGrp LOS D D D D E D B A A B B B Approach Vol, veh/h 507 419 922 824 Approach Delay, s/veh 47.3 49.6 3.2 16.6 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 74.2 10.1 27.2 11.3 71.4 9.9 27.5 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 21.0 32.5 12.0 35.4 17.0 36.5 17.0 30.4 Max Q Clear Time (g_c+I1), s 5.4 2.0 7.4 18.9 8.0 17.1 7.2 18.7 Green Ext Time (p_c), s 0.2 4.7 0.1 1.8 0.3 4.0 0.1 1.3 Intersection Summary HCM 6th Ctrl Delay 23.0 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 12 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 26 13 405 10 48 328 851 22 868 v/c Ratio 0.31 0.11 0.77 0.11 0.36 0.48 0.32 0.05 0.46 Control Delay 61.7 53.2 41.5 54.0 36.3 8.8 3.3 5.0 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.7 53.2 41.5 54.0 36.3 8.8 3.3 5.0 14.3 Queue Length 50th (ft) 20 10 254 7 16 42 68 2 123 Queue Length 95th (ft) 49 30 315 25 54 112 84 m8 222 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 285 393 653 294 381 795 2676 519 1902 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.03 0.62 0.03 0.13 0.41 0.32 0.04 0.46 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 12 373 9 19 25 302 775 8 20 780 18 Future Volume (veh/h) 24 12 373 9 19 25 302 775 8 20 780 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1750 1750 1750 1736 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 26 13 405 10 21 27 328 842 9 22 848 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 1 0 0 1 0 Cap, veh/h 337 394 496 276 156 201 588 2087 22 448 1759 41 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.15 0.83 0.83 0.04 1.00 1.00 Sat Flow, veh/h 1379 1750 1471 984 695 894 1654 3344 36 1667 3294 78 Grp Volume(v), veh/h 26 13 405 10 0 48 328 415 436 22 425 443 Grp Sat Flow(s),veh/h/ln 1379 1750 1471 984 0 1589 1654 1650 1730 1667 1650 1722 Q Serve(g_s), s 1.8 0.7 27.0 1.0 0.0 2.9 10.5 7.7 7.7 0.7 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.7 27.0 1.7 0.0 2.9 10.5 7.7 7.7 0.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.56 1.00 0.02 1.00 0.05 Lane Grp Cap(c), veh/h 337 394 496 276 0 358 588 1030 1080 448 881 920 V/C Ratio(X) 0.08 0.03 0.82 0.04 0.00 0.13 0.56 0.40 0.40 0.05 0.48 0.48 Avail Cap(c_a), veh/h 337 394 496 276 0 358 955 1030 1080 578 881 920 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay (d), s/veh 39.1 36.3 36.4 37.0 0.0 37.2 8.3 4.5 4.5 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 10.3 0.1 0.0 0.2 0.8 1.2 1.1 0.0 1.7 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.3 12.3 0.2 0.0 1.2 3.2 2.3 2.4 0.3 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.2 36.3 46.7 37.0 0.0 37.3 9.1 5.7 5.6 11.8 1.7 1.6 LnGrp LOS D D D D A D A A A B A A Approach Vol, veh/h 444 58 1179 890 Approach Delay, s/veh 46.0 37.3 6.6 1.9 Approach LOS D D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 81.4 33.0 16.4 70.6 33.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 12.0 65.5 27.0 40.0 37.5 27.0 Max Q Clear Time (g_c+I1), s 2.7 9.7 29.0 12.5 2.0 4.9 Green Ext Time (p_c), s 0.0 5.8 0.0 1.0 5.8 0.2 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B HCM 6th TWSC 24: S 19th Ave & W Lincoln St 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 17 0 0 150 6 891 24 107 993 2 Future Vol, veh/h 0 0 17 0 0 150 6 891 24 107 993 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - Stop - - None - - None Storage Length - - 0 - - 0 210 - - 270 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 0 18 0 0 163 7 968 26 116 1079 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 541 - - 497 1081 0 0 994 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 491 0 0 524 653 - - 704 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 491 - - 524 653 - - 704 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.6 14.9 0.1 1.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 653 - - 491 524 704 - - HCM Lane V/C Ratio 0.01 - - 0.038 0.311 0.165 - - HCM Control Delay (s) 10.6 - - 12.6 14.9 11.1 - - HCM Lane LOS B - - B B B - - HCM 95th %tile Q(veh) 0 - - 0.1 1.3 0.6 - - Queues 27: S 19th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 130 93 40 237 123 561 41 457 197 458 586 v/c Ratio 0.50 0.22 0.09 0.82 0.29 0.73 0.10 0.32 0.26 0.66 0.29 Control Delay 44.5 35.5 0.4 64.4 37.0 24.4 9.5 24.5 6.4 16.7 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.5 35.5 0.4 64.4 37.0 24.4 9.5 24.5 6.4 16.7 11.2 Queue Length 50th (ft) 87 58 0 174 78 281 7 125 9 117 103 Queue Length 95th (ft) 135 92 0 243 117 246 m19 m205 m44 195 112 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 363 589 560 405 589 911 482 1431 746 790 2010 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.16 0.07 0.59 0.21 0.62 0.09 0.32 0.26 0.58 0.29 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 86 37 218 113 516 38 420 181 421 513 26 Future Volume (veh/h) 120 86 37 218 113 516 38 420 181 421 513 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1736 1750 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 130 93 40 237 123 561 41 457 197 458 558 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 0 1 0 0 1 0 0 0 Cap, veh/h 271 576 488 432 576 740 428 1278 565 620 1700 85 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.77 0.77 0.06 0.17 0.17 Sat Flow, veh/h 757 1750 1483 1277 1750 1471 1667 3325 1471 1667 3222 161 Grp Volume(v), veh/h 130 93 40 237 123 561 41 457 197 458 288 298 Grp Sat Flow(s),veh/h/ln 757 1750 1483 1277 1750 1471 1667 1663 1471 1667 1663 1721 Q Serve(g_s), s 18.0 4.5 2.2 19.4 6.1 36.7 1.8 5.3 5.1 17.6 18.2 18.2 Cycle Q Clear(g_c), s 24.0 4.5 2.2 23.9 6.1 36.7 1.8 5.3 5.1 17.6 18.2 18.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 271 576 488 432 576 740 428 1278 565 620 877 908 V/C Ratio(X) 0.48 0.16 0.08 0.55 0.21 0.76 0.10 0.36 0.35 0.74 0.33 0.33 Avail Cap(c_a), veh/h 277 589 499 442 589 752 529 1278 565 857 877 908 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 28.5 27.8 37.0 29.1 23.9 20.4 9.2 9.1 17.4 30.9 30.9 Incr Delay (d2), s/veh 1.3 0.1 0.1 1.4 0.2 4.4 0.1 0.6 1.4 2.2 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 2.0 0.8 6.1 2.6 13.1 0.7 1.7 1.6 7.9 8.3 8.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.1 28.7 27.8 38.4 29.2 28.3 20.4 9.8 10.5 19.5 31.9 31.9 LnGrp LOS D C C D C C C A B B C C Approach Vol, veh/h 263 921 695 1044 Approach Delay, s/veh 33.7 31.0 10.6 26.5 Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.9 51.0 44.1 7.7 68.2 44.1 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4 Max Q Clear Time (g_c+I1), s 19.6 7.3 26.0 3.8 20.2 38.7 Green Ext Time (p_c), s 1.3 3.4 1.3 0.0 3.5 0.7 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C HCM 6th TWSC 30: W Kagy Blvd & S 7th Ave 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 81 654 6 7 539 17 7 7 42 29 7 216 Future Vol, veh/h 81 654 6 7 539 17 7 7 42 29 7 216 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 130 - - - - - - - 115 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 88 711 7 8 586 18 8 8 46 32 8 235 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 604 0 0 718 0 0 1624 1511 715 1529 1505 595 Stage 1 - - - - - - 891 891 - 611 611 - Stage 2 - - - - - - 733 620 - 918 894 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 984 - - 892 - - 83 121 434 97 122 508 Stage 1 - - - - - - 340 363 - 484 487 - Stage 2 - - - - - - 415 483 - 328 362 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 984 - - 892 - - 39 109 434 76 110 508 Mov Cap-2 Maneuver - - - - - - 39 109 - 76 110 - Stage 1 - - - - - - 310 331 - 441 483 - Stage 2 - - - - - - 218 479 - 261 330 - Approach EB WB NB SB HCM Control Delay, s 1 0.1 39.4 15.8 HCM LOS E C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 164 984 - - 892 - - 385 508 HCM Lane V/C Ratio 0.371 0.089 - - 0.009 - - 0.223 0.308 HCM Control Delay (s) 39.4 9 - - 9.1 - - 17 15.2 HCM Lane LOS E A - - A - - C C HCM 95th %tile Q(veh) 1.6 0.3 - - 0 - - 0.8 1.3 Queues 33: S 11th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 18 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 86 660 76 751 151 264 167 318 v/c Ratio 0.34 1.03 0.31 1.18 0.46 0.64 0.44 0.76 Control Delay 15.5 71.9 15.0 125.3 20.0 32.6 19.4 38.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 71.9 15.0 125.3 20.0 32.6 19.4 38.3 Queue Length 50th (ft) 21 ~376 18 ~479 48 111 54 137 Queue Length 95th (ft) 52 #674 47 #792 88 190 97 231 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 284 642 284 635 346 604 390 603 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 1.03 0.27 1.18 0.44 0.44 0.43 0.53 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 523 85 70 545 146 139 180 63 154 200 93 Future Volume (veh/h) 79 523 85 70 545 146 139 180 63 154 200 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 86 568 92 76 592 159 151 196 68 167 217 101 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 0 0 0 Cap, veh/h 181 589 95 191 526 141 308 278 97 357 262 122 Arrive On Green 0.05 0.40 0.40 0.04 0.40 0.40 0.09 0.22 0.22 0.10 0.23 0.23 Sat Flow, veh/h 1667 1469 238 1667 1329 357 1667 1242 431 1667 1130 526 Grp Volume(v), veh/h 86 0 660 76 0 751 151 0 264 167 0 318 Grp Sat Flow(s),veh/h/ln 1667 0 1707 1667 0 1686 1667 0 1672 1667 0 1655 Q Serve(g_s), s 2.2 0.0 27.1 1.9 0.0 28.4 4.9 0.0 10.4 5.4 0.0 13.1 Cycle Q Clear(g_c), s 2.2 0.0 27.1 1.9 0.0 28.4 4.9 0.0 10.4 5.4 0.0 13.1 Prop In Lane 1.00 0.14 1.00 0.21 1.00 0.26 1.00 0.32 Lane Grp Cap(c), veh/h 181 0 684 191 0 667 308 0 375 357 0 384 V/C Ratio(X) 0.48 0.00 0.96 0.40 0.00 1.13 0.49 0.00 0.70 0.47 0.00 0.83 Avail Cap(c_a), veh/h 309 0 684 328 0 667 363 0 629 399 0 623 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.3 0.0 21.0 17.2 0.0 21.7 19.7 0.0 25.6 19.1 0.0 26.2 Incr Delay (d2), s/veh 1.9 0.0 25.9 1.3 0.0 74.7 1.2 0.0 2.4 1.0 0.0 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 14.4 0.7 0.0 23.7 1.9 0.0 4.3 2.1 0.0 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 0.0 46.9 18.6 0.0 96.4 20.9 0.0 28.1 20.0 0.0 31.1 LnGrp LOS B A D B A F C A C C A C Approach Vol, veh/h 746 827 415 485 Approach Delay, s/veh 43.7 89.2 25.5 27.3 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 34.4 9.6 21.7 6.5 34.0 10.2 21.1 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 3.9 29.1 6.9 15.1 4.2 30.4 7.4 12.4 Green Ext Time (p_c), s 0.1 0.0 0.1 1.6 0.1 0.0 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 52.6 HCM 6th LOS D Queues 36: W Kagy Blvd & S Willson Ave 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 177 502 79 147 409 121 77 158 89 152 295 v/c Ratio 0.41 0.80 0.10 0.41 0.69 0.22 0.23 0.46 0.24 0.32 0.73 Control Delay 15.8 41.6 6.4 16.6 37.3 12.5 20.9 40.3 9.3 21.7 44.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.8 41.6 6.4 16.6 37.3 12.5 20.9 40.3 9.3 21.7 44.3 Queue Length 50th (ft) 53 274 6 43 215 17 29 87 0 61 160 Queue Length 95th (ft) 113 #568 35 95 #441 70 63 164 41 113 276 Internal Link Dist (ft) 1326 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 725 627 1222 708 597 560 655 591 566 674 576 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.80 0.06 0.21 0.69 0.22 0.12 0.27 0.16 0.23 0.51 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 03/22/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 163 462 73 135 376 111 71 145 82 140 177 95 Future Volume (veh/h) 163 462 73 135 376 111 71 145 82 140 177 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1723 1736 1750 1750 1750 1750 Adj Flow Rate, veh/h 177 502 79 147 409 0 77 158 89 152 192 103 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 2 1 0 0 0 0 Cap, veh/h 384 587 596 305 561 272 324 277 398 240 129 Arrive On Green 0.10 0.34 0.34 0.09 0.32 0.00 0.07 0.19 0.19 0.10 0.22 0.22 Sat Flow, veh/h 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 1072 575 Grp Volume(v), veh/h 177 502 79 147 409 0 77 158 89 152 0 295 Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 0 1647 Q Serve(g_s), s 4.8 18.6 2.3 4.0 14.4 0.0 2.6 5.7 3.6 4.8 0.0 11.8 Cycle Q Clear(g_c), s 4.8 18.6 2.3 4.0 14.4 0.0 2.6 5.7 3.6 4.8 0.0 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 384 587 596 305 561 272 324 277 398 0 369 V/C Ratio(X) 0.46 0.86 0.13 0.48 0.73 0.28 0.49 0.32 0.38 0.00 0.80 Avail Cap(c_a), veh/h 1103 831 803 1048 831 1036 824 704 1112 0 782 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.8 21.5 13.1 16.1 20.9 0.0 21.0 25.3 24.5 18.5 0.0 25.5 Incr Delay (d2), s/veh 0.9 6.3 0.1 1.2 1.8 0.0 0.6 1.1 0.7 0.6 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 7.9 0.8 1.4 5.6 0.0 1.0 2.4 1.3 1.8 0.0 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 27.9 13.2 17.3 22.8 0.0 21.5 26.4 25.1 19.1 0.0 29.6 LnGrp LOS B C B B C C C C B A C Approach Vol, veh/h 758 556 324 447 Approach Delay, s/veh 23.5 21.3 24.9 26.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 30.3 7.6 22.6 10.0 29.3 10.2 20.0 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 6.0 20.6 4.6 13.8 6.8 16.4 6.8 7.7 Green Ext Time (p_c), s 0.4 2.7 0.2 1.8 0.5 2.2 0.4 1.2 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 47.5 D 11 46.1 D 14 WB 43.9 D 9 50.8 D 15 NB 2.8 A 7 7.1 A 17 SB 15.5 B 10 26.1 C 15 Intersection 22.5 C --28.4 C -- EB 98.1 F 18 64.3 E 18 WB 37.2 D 3 37.8 D 3 NB 3.5 A 2 7.8 A 10 SB 1.9 A 5 3.8 A 13 Intersection 26.8 C --18.6 B -- EB 11.6 B 0 13.3 B 1 WB 13.5 B 1 18.4 C 3 NB 0.0 A 0 0.1 A 0 SB 2.2 A 2 1.5 A 1 Intersection 1.8 A --2.5 A -- EB 40.7 D 7 35.7 D 6 WB 27.9 C 10 29.9 C 20 NB 25.5 C 17 31.1 C 10 SB 17.3 B 29 45.5 D 24 Intersection 24.7 C --36.1 D -- EB 0.0 A 0 0.0 A 0 WB 0.1 A 0 0.1 A 0 NB 14.9 B 1 13.5 B 1 Intersection 0.3 A --0.4 A -- EB 25.1 C 10 28.7 C 15 WB 14.6 B 2 13.7 B 2 NB 13.2 B 4 15.7 B 4 SB 21.1 C 3 25.4 C 12 Intersection 19.1 B --23.4 C -- EB 22.1 C 3 23.2 C 3 WB 21.5 C 3 21.9 C 5 NB 11.4 B 4 11.8 B 4 SB 8.4 A 3 9.1 A 5 Intersection 13.8 B --13.8 B -- EB 229.4 F 44 238.8 F 40 WB 113.4 F 29 342.1 F 46 NB 46.3 D 21 30.4 C 12 SB 22.5 C 6 38.1 D 16 Intersection 134.5 F --198.3 F -- EB 3.4 A 2 1.1 A 1 WB 0.5 A 1 0.1 A 0 NB 196.2 F 2 1121.4 F 10 SB 41.9 E 2 27.8 D 4 Intersection 6.3 A --43.9 E -- EB 31.0 C 23 80.0 E 43 WB 45.0 D 30 48.4 D 34 NB 34.7 C 21 33.0 C 11 SB 27.7 C 11 40.1 D 20 Intersection 35.7 D --55.7 E -- EB 0.7 A 0 1.3 A 0 WB 0.0 A 0 0.0 A 0 SB 9.5 A 1 9.7 A 1 Intersection 3.5 A --2.5 A -- EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 0.0 A 0 SB 8.5 A 0 8.6 A 0 Intersection 0.5 A --0.3 A -- EB 1.6 A 0 1.4 A 0 WB 0.0 A 0 0.0 A 0 SB 9.0 A 1 9.0 A 1 Intersection 4.9 A --3.3 A -- EB 1.8 A 0 1.5 A 0 WB 0.0 A 0 0.0 A 0 SB 8.7 A 0 8.7 A 0 Intersection 1.4 A --2.4 A -- Intersection Control Signalized Intersection Approach Future Year (2037) AM Peak PM Peak South 19th Avenue & West College Street Intersection Control Signalized South 19th Avenue & West Garfield Street Intersection Control Two-Way Stop-Control (EB/WB) South 19th Avenue & West Lincoln Street Intersection Control Signalized South 19th Avenue & Kagy Boulevard Intersection Control One-Way Stop-Control (NB) Stucky Road & Fowler Lane Intersection Control Signalized South 19th Avenue & Stucky Road Intersection Control Signalized South 19th Avenue & West Graf Street Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Two-Way Stop-Control (NB/SB) Kagy Boulevard & South 7th Avenue Intersection Control Signalized Kagy Boulevard & South Willson Avenue Intersection Control One-Way Stop-Control (SB) Kagy Boulevard & South 25th Avenue Intersection Control One-Way Stop-Control (SB) Kagy Boulevard & Block 1 Access Kagy Boulevard & South 23rd Avenue Intersection Control One-Way Stop-Control (SB) Kagy Boulevard & Block 3 Access Intersection Control One-Way Stop-Control (SB) Queues 3: S 19th Ave & W Graf St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 70 59 33 235 13 450 103 263 v/c Ratio 0.42 0.20 0.15 0.55 0.02 0.31 0.17 0.15 Control Delay 29.7 19.4 21.6 10.9 4.4 11.7 4.8 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 19.4 21.6 10.9 4.4 11.7 4.8 6.9 Queue Length 50th (ft) 22 15 10 11 1 48 10 15 Queue Length 95th (ft) 57 43 31 63 7 94 29 51 Internal Link Dist (ft) 1197 596 1252 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 734 1305 1001 1226 857 2548 915 2476 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.05 0.03 0.19 0.02 0.18 0.11 0.11 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 45 9 30 33 183 12 363 51 95 203 39 Future Volume (veh/h) 64 45 9 30 33 183 12 363 51 95 203 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1409 1750 1750 1709 1545 1723 1750 1709 1709 1614 Adj Flow Rate, veh/h 70 49 10 33 36 199 13 395 55 103 221 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 25 0 0 3 15 2 0 3 3 10 Cap, veh/h 239 340 69 415 56 310 574 1232 170 549 1310 245 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.02 0.43 0.43 0.07 0.48 0.48 Sat Flow, veh/h 1136 1410 288 1365 233 1286 1472 2888 399 1628 2731 510 Grp Volume(v), veh/h 70 0 59 33 0 235 13 223 227 103 130 133 Grp Sat Flow(s),veh/h/ln 1136 0 1698 1365 0 1519 1472 1637 1651 1628 1624 1617 Q Serve(g_s), s 3.5 0.0 1.6 1.1 0.0 8.1 0.3 5.3 5.4 1.9 2.6 2.7 Cycle Q Clear(g_c), s 11.6 0.0 1.6 2.7 0.0 8.1 0.3 5.3 5.4 1.9 2.6 2.7 Prop In Lane 1.00 0.17 1.00 0.85 1.00 0.24 1.00 0.32 Lane Grp Cap(c), veh/h 239 0 409 415 0 366 574 698 704 549 779 776 V/C Ratio(X) 0.29 0.00 0.14 0.08 0.00 0.64 0.02 0.32 0.32 0.19 0.17 0.17 Avail Cap(c_a), veh/h 816 0 1273 1109 0 1138 1228 1221 1231 1186 1211 1206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.2 0.0 17.5 18.6 0.0 20.0 9.2 11.1 11.2 7.4 8.6 8.6 Incr Delay (d2), s/veh 0.7 0.0 0.2 0.1 0.0 1.9 0.0 0.3 0.3 0.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.6 0.3 0.0 2.8 0.1 1.4 1.4 0.4 0.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.8 0.0 17.6 18.6 0.0 21.8 9.2 11.4 11.4 7.6 8.7 8.7 LnGrp LOS C A B B A C A B B A A A Approach Vol, veh/h 129 268 463 366 Approach Delay, s/veh 22.1 21.5 11.4 8.4 Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 31.3 20.2 4.0 34.4 20.2 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 3.9 7.4 13.6 2.3 4.7 10.1 Green Ext Time (p_c), s 0.2 2.3 0.5 0.0 1.3 1.7 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: Fowler Lane & Stucky Rd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 429 3 5 355 9 6 Future Vol, veh/h 429 3 5 355 9 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 3 15 0 Mvmt Flow 466 3 5 386 10 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 469 0 864 468 Stage 1 - - - - 468 - Stage 2 - - - - 396 - Critical Hdwy - - 4.1 - 6.55 6.2 Critical Hdwy Stg 1 - - - - 5.55 - Critical Hdwy Stg 2 - - - - 5.55 - Follow-up Hdwy - - 2.2 - 3.635 3.3 Pot Cap-1 Maneuver - - 1103 - 308 599 Stage 1 - - - - 604 - Stage 2 - - - - 653 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1103 - 306 599 Mov Cap-2 Maneuver - - - - 306 - Stage 1 - - - - 604 - Stage 2 - - - - 649 - Approach EB WB NB HCM Control Delay, s 0 0.1 14.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 380 - - 1103 - HCM Lane V/C Ratio 0.043 - - 0.005 - HCM Control Delay (s) 14.9 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Queues 6: S 19th Ave & Stucky Rd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 355 169 26 170 109 505 29 275 366 v/c Ratio 0.86 0.27 0.06 0.26 0.25 0.36 0.08 0.37 0.43 Control Delay 39.6 7.4 12.1 5.8 13.4 12.3 9.0 11.1 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.6 7.4 12.1 5.8 13.4 12.3 9.0 11.1 3.1 Queue Length 50th (ft) 111 17 6 11 25 61 5 87 6 Queue Length 95th (ft) #247 51 19 44 56 95 m10 66 20 Internal Link Dist (ft) 5165 524 1259 1271 Turn Bay Length (ft) 160 200 400 300 Base Capacity (vph) 428 655 432 669 461 1487 377 785 884 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.26 0.06 0.25 0.24 0.34 0.08 0.35 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 70 86 24 46 110 100 438 27 27 253 337 Future Volume (veh/h) 327 70 86 24 46 110 100 438 27 27 253 337 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1695 1750 1750 1750 1709 1709 1750 1750 1709 1750 Adj Flow Rate, veh/h 355 76 93 26 50 120 109 476 29 29 275 366 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 4 0 0 0 3 3 0 0 3 0 Cap, veh/h 458 254 311 464 162 389 359 1399 85 438 769 667 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.45 0.45 0.45 0.15 0.15 0.15 Sat Flow, veh/h 1225 716 876 1236 457 1096 782 3110 189 908 1709 1483 Grp Volume(v), veh/h 355 0 169 26 0 170 109 248 257 29 275 366 Grp Sat Flow(s),veh/h/ln 1225 0 1592 1236 0 1553 782 1624 1675 908 1709 1483 Q Serve(g_s), s 16.5 0.0 4.6 0.9 0.0 4.8 6.8 5.9 6.0 1.7 8.7 13.7 Cycle Q Clear(g_c), s 21.3 0.0 4.6 5.5 0.0 4.8 15.4 5.9 6.0 7.7 8.7 13.7 Prop In Lane 1.00 0.55 1.00 0.71 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 458 0 565 464 0 551 359 731 754 438 769 667 V/C Ratio(X) 0.78 0.00 0.30 0.06 0.00 0.31 0.30 0.34 0.34 0.07 0.36 0.55 Avail Cap(c_a), veh/h 458 0 565 464 0 551 359 731 754 438 769 667 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 22.1 0.0 14.0 16.0 0.0 14.0 16.8 10.7 10.7 20.0 17.7 19.9 Incr Delay (d2), s/veh 8.2 0.0 0.3 0.0 0.0 0.3 2.2 1.3 1.2 0.3 1.2 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 0.0 1.4 0.2 0.0 1.5 1.2 1.8 1.9 0.4 3.3 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 0.0 14.3 16.0 0.0 14.3 19.0 12.0 12.0 20.3 18.9 22.9 LnGrp LOS C A B B A B B B B C B C Approach Vol, veh/h 524 196 614 670 Approach Delay, s/veh 25.1 14.6 13.2 21.1 Approach LOS C B B C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0 Change Period (Y+Rc), s * 6 * 5.7 * 6 * 5.7 Max Green Setting (Gmax), s * 27 * 21 * 27 * 21 Max Q Clear Time (g_c+I1), s 17.4 23.3 15.7 7.5 Green Ext Time (p_c), s 2.3 0.0 2.2 0.8 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 9: W Kagy Blvd & S 23rd Ave 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 3.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 61 45 18 60 7 Future Vol, veh/h 6 61 45 18 60 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 7 66 49 20 65 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 69 0 - 0 139 59 Stage 1 - - - - 59 - Stage 2 - - - - 80 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1545 - - - 859 1012 Stage 1 - - - - 969 - Stage 2 - - - - 948 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1545 - - - 855 1012 Mov Cap-2 Maneuver - - - - 855 - Stage 1 - - - - 964 - Stage 2 - - - - 948 - Approach EB WB SB HCM Control Delay, s 0.7 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1545 - - - 869 HCM Lane V/C Ratio 0.004 - - - 0.084 HCM Control Delay (s) 7.3 0 - - 9.5 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.3 HCM 6th TWSC 11: W Kagy Blvd & Block 3 Access 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 67 36 16 0 7 Future Vol, veh/h 0 67 36 16 0 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 73 39 17 0 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 56 0 - 0 121 48 Stage 1 - - - - 48 - Stage 2 - - - - 73 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1562 - - - 879 1027 Stage 1 - - - - 980 - Stage 2 - - - - 955 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1562 - - - 879 1027 Mov Cap-2 Maneuver - - - - 879 - Stage 1 - - - - 980 - Stage 2 - - - - 955 - Approach EB WB SB HCM Control Delay, s 0 0 8.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1562 - - - 1027 HCM Lane V/C Ratio - - - - 0.007 HCM Control Delay (s) 0 - - - 8.5 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 13: W Kagy Blvd & S 25th Ave 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 11 27 16 56 7 Future Vol, veh/h 3 11 27 16 56 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 3 12 29 17 61 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 46 0 - 0 56 38 Stage 1 - - - - 38 - Stage 2 - - - - 18 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1575 - - - 957 1040 Stage 1 - - - - 990 - Stage 2 - - - - 1010 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1575 - - - 955 1040 Mov Cap-2 Maneuver - - - - 955 - Stage 1 - - - - 988 - Stage 2 - - - - 1010 - Approach EB WB SB HCM Control Delay, s 1.6 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1575 - - - 964 HCM Lane V/C Ratio 0.002 - - - 0.071 HCM Control Delay (s) 7.3 0 - - 9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC 15: W Kagy Blvd & Block 1 Access 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 9 21 13 5 1 Future Vol, veh/h 3 9 21 13 5 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 3 10 23 14 5 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 37 0 - 0 46 30 Stage 1 - - - - 30 - Stage 2 - - - - 16 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1587 - - - 969 1050 Stage 1 - - - - 998 - Stage 2 - - - - 1012 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1587 - - - 967 1050 Mov Cap-2 Maneuver - - - - 967 - Stage 1 - - - - 996 - Stage 2 - - - - 1012 - Approach EB WB SB HCM Control Delay, s 1.8 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1587 - - - 980 HCM Lane V/C Ratio 0.002 - - - 0.007 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 Queues 18: S 19th Ave & W College St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 86 262 127 99 221 82 138 641 128 598 v/c Ratio 0.26 0.78 0.22 0.36 0.59 0.14 0.30 0.42 0.30 0.40 Control Delay 27.6 60.5 4.6 29.6 48.6 4.7 12.4 19.2 13.4 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 60.5 4.6 29.6 48.6 4.7 12.4 19.2 13.4 23.0 Queue Length 50th (ft) 46 194 0 54 158 0 33 122 39 150 Queue Length 95th (ft) 74 267 36 84 224 28 50 174 83 245 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 364 529 703 300 534 602 577 1524 464 1512 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.50 0.18 0.33 0.41 0.14 0.24 0.42 0.28 0.40 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 241 117 91 203 75 127 527 63 118 491 59 Future Volume (veh/h) 79 241 117 91 203 75 127 527 63 118 491 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1709 1750 1723 1723 1736 1709 1750 1709 1709 1709 Adj Flow Rate, veh/h 86 262 127 99 221 82 138 573 68 128 534 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 3 0 2 2 1 3 0 3 3 3 Cap, veh/h 232 307 342 200 322 348 516 1599 189 568 1584 189 Arrive On Green 0.06 0.18 0.18 0.06 0.19 0.19 0.11 1.00 1.00 0.05 0.54 0.54 Sat Flow, veh/h 1667 1709 1448 1667 1723 1460 1654 2924 346 1628 2921 349 Grp Volume(v), veh/h 86 262 127 99 221 82 138 318 323 128 296 302 Grp Sat Flow(s),veh/h/ln 1667 1709 1448 1667 1723 1460 1654 1624 1647 1628 1624 1646 Q Serve(g_s), s 5.0 17.8 8.8 5.7 14.4 5.4 4.5 0.0 0.0 4.2 12.3 12.3 Cycle Q Clear(g_c), s 5.0 17.8 8.8 5.7 14.4 5.4 4.5 0.0 0.0 4.2 12.3 12.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.21 Lane Grp Cap(c), veh/h 232 307 342 200 322 348 516 888 900 568 880 893 V/C Ratio(X) 0.37 0.85 0.37 0.50 0.69 0.24 0.27 0.36 0.36 0.23 0.34 0.34 Avail Cap(c_a), veh/h 306 533 533 262 537 531 726 888 900 647 880 893 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 47.7 38.4 38.1 45.5 36.9 10.7 0.0 0.0 10.7 15.4 15.4 Incr Delay (d2), s/veh 1.0 6.7 0.7 1.9 2.6 0.3 0.3 1.1 1.1 0.2 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 8.1 3.2 2.5 6.4 0.0 1.4 0.3 0.3 1.4 4.6 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 54.4 39.1 40.0 48.1 37.2 10.9 1.1 1.1 10.9 16.4 16.4 LnGrp LOS D D D D D D B A A B B B Approach Vol, veh/h 475 402 779 726 Approach Delay, s/veh 47.5 43.9 2.8 15.5 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 72.1 10.5 28.2 9.8 71.6 9.7 29.0 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 12.0 39.5 12.0 37.4 22.0 29.5 12.0 37.4 Max Q Clear Time (g_c+I1), s 6.2 2.0 7.7 19.8 6.5 14.3 7.0 16.4 Green Ext Time (p_c), s 0.1 4.0 0.1 1.7 0.3 3.0 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 12 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 12 21 583 9 44 380 747 21 712 v/c Ratio 0.15 0.19 0.97 0.11 0.36 0.49 0.28 0.05 0.41 Control Delay 55.7 55.9 60.1 54.2 44.9 9.2 1.6 3.6 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.7 55.9 60.1 54.2 44.9 9.2 1.6 3.6 11.6 Queue Length 50th (ft) 9 16 ~430 7 20 51 21 1 87 Queue Length 95th (ft) 29 42 444 24 58 m33 m45 m5 122 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 286 393 627 292 383 802 2681 538 1758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.05 0.93 0.03 0.11 0.47 0.28 0.04 0.41 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 19 536 8 25 16 350 679 8 19 607 48 Future Volume (veh/h) 11 19 536 8 25 16 350 679 8 19 607 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1709 1750 1750 1709 1709 Adj Flow Rate, veh/h 12 21 583 9 27 17 380 738 9 21 660 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 2 3 0 0 3 3 Cap, veh/h 342 394 537 365 226 142 668 2053 25 458 1524 120 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.29 1.00 1.00 0.04 1.00 1.00 Sat Flow, veh/h 1384 1750 1448 1413 1004 632 1641 3285 40 1667 3049 240 Grp Volume(v), veh/h 12 21 583 9 0 44 380 365 382 21 351 361 Grp Sat Flow(s),veh/h/ln 1384 1750 1448 1413 0 1636 1641 1624 1702 1667 1624 1666 Q Serve(g_s), s 0.8 1.1 27.0 0.6 0.0 2.6 14.5 0.0 0.0 0.7 0.0 0.0 Cycle Q Clear(g_c), s 3.4 1.1 27.0 1.7 0.0 2.6 14.5 0.0 0.0 0.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.39 1.00 0.02 1.00 0.14 Lane Grp Cap(c), veh/h 342 394 537 365 0 368 668 1015 1063 458 811 833 V/C Ratio(X) 0.04 0.05 1.08 0.02 0.00 0.12 0.57 0.36 0.36 0.05 0.43 0.43 Avail Cap(c_a), veh/h 342 394 537 365 0 368 880 1015 1063 589 811 833 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 38.4 36.5 37.7 37.2 0.0 37.0 7.7 0.0 0.0 13.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 63.8 0.0 0.0 0.1 0.8 1.0 0.9 0.0 1.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.5 25.2 0.2 0.0 1.1 3.2 0.3 0.3 0.3 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.4 36.5 101.6 37.2 0.0 37.2 8.5 1.0 0.9 13.7 1.6 1.6 LnGrp LOS D D F D A D A A A B A A Approach Vol, veh/h 616 53 1127 733 Approach Delay, s/veh 98.1 37.2 3.5 1.9 Approach LOS F D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 81.5 33.0 20.5 66.5 33.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 12.0 65.5 27.0 33.0 44.5 27.0 Max Q Clear Time (g_c+I1), s 2.7 2.0 29.0 16.5 2.0 4.6 Green Ext Time (p_c), s 0.0 4.9 0.0 1.0 4.6 0.2 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C HCM 6th TWSC 24: S 19th Ave & W Lincoln St 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 6 0 0 93 4 842 49 189 821 22 Future Vol, veh/h 0 0 6 0 0 93 4 842 49 189 821 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - Stop - - None - - None Storage Length - - 0 - - 0 210 - - 270 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 3 0 3 3 0 3 0 Mvmt Flow 0 0 7 0 0 101 4 915 53 205 892 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 458 - - 484 916 0 0 968 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.96 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.33 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 555 0 0 526 753 - - 720 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 555 - - 526 753 - - 720 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.6 13.5 0 2.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 753 - - 555 526 720 - - HCM Lane V/C Ratio 0.006 - - 0.012 0.192 0.285 - - HCM Control Delay (s) 9.8 - - 11.6 13.5 12 - - HCM Lane LOS A - - B B B - - HCM 95th %tile Q(veh) 0 - - 0 0.7 1.2 - - Queues 27: S 19th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 143 135 50 183 90 453 101 715 379 702 473 v/c Ratio 0.58 0.37 0.13 0.88 0.25 0.46 0.31 0.86 0.61 0.92 0.24 Control Delay 50.7 42.0 2.0 82.0 39.2 10.5 16.6 54.8 14.7 43.6 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.7 42.0 2.0 82.0 39.2 10.5 16.6 54.8 14.7 43.6 10.4 Queue Length 50th (ft) 99 89 0 137 58 135 27 298 45 505 71 Queue Length 95th (ft) 158 140 7 #228 99 201 m45 #414 m116 m#704 m123 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 318 463 467 267 458 981 374 836 617 766 1950 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.29 0.11 0.69 0.20 0.46 0.27 0.86 0.61 0.92 0.24 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 132 124 46 168 83 417 93 658 349 646 383 52 Future Volume (veh/h) 132 124 46 168 83 417 93 658 349 646 383 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1750 1695 1709 1723 1750 1723 1750 1750 1709 1750 Adj Flow Rate, veh/h 143 135 50 183 90 453 101 715 379 702 416 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 4 3 2 0 2 0 0 3 0 Cap, veh/h 315 410 353 274 406 843 444 1014 460 748 1704 232 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.11 0.62 0.62 0.57 0.99 0.99 Sat Flow, veh/h 1307 1723 1483 1235 1709 1460 1667 3273 1483 1667 2871 391 Grp Volume(v), veh/h 143 135 50 183 90 453 101 715 379 702 234 239 Grp Sat Flow(s),veh/h/ln 1307 1723 1483 1235 1709 1460 1667 1637 1483 1667 1624 1639 Q Serve(g_s), s 11.9 7.8 3.2 17.3 5.1 22.8 4.9 17.7 23.9 37.2 0.2 0.2 Cycle Q Clear(g_c), s 16.9 7.8 3.2 25.0 5.1 22.8 4.9 17.7 23.9 37.2 0.2 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 315 410 353 274 406 843 444 1014 460 748 963 972 V/C Ratio(X) 0.45 0.33 0.14 0.67 0.22 0.54 0.23 0.70 0.82 0.94 0.24 0.25 Avail Cap(c_a), veh/h 357 465 400 313 461 890 503 1014 460 820 963 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 37.8 36.1 48.2 36.8 15.5 24.1 19.1 20.3 11.0 0.2 0.2 Incr Delay (d2), s/veh 1.0 0.5 0.2 4.5 0.3 0.6 0.2 3.3 12.7 17.5 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 3.4 1.2 5.6 2.1 7.3 1.8 4.9 6.4 8.6 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.6 38.3 36.3 52.7 37.1 16.1 24.3 22.4 33.0 28.4 0.8 0.8 LnGrp LOS D D D D D B C C C C A A Approach Vol, veh/h 328 726 1195 1175 Approach Delay, s/veh 40.7 27.9 25.9 17.3 Approach LOS D C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 44.8 42.1 33.1 10.8 76.1 33.1 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 46.0 28.1 32.4 11.0 63.1 32.4 Max Q Clear Time (g_c+I1), s 39.2 25.9 18.9 6.9 2.2 27.0 Green Ext Time (p_c), s 1.5 1.3 1.2 0.1 2.9 1.5 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C HCM 6th TWSC 30: W Kagy Blvd & S 7th Ave 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 274 617 41 37 627 84 2 11 6 9 11 76 Future Vol, veh/h 274 617 41 37 627 84 2 11 6 9 11 76 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 130 - - - - - - - 115 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 1 3 0 2 2 0 0 0 15 10 0 Mvmt Flow 298 671 45 40 682 91 2 12 7 10 12 83 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 773 0 0 716 0 0 2145 2143 694 2107 2120 728 Stage 1 - - - - - - 1290 1290 - 808 808 - Stage 2 - - - - - - 855 853 - 1299 1312 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.25 6.6 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.25 5.6 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.25 5.6 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.635 4.09 3.3 Pot Cap-1 Maneuver 851 - - 894 - - 36 49 446 34 48 427 Stage 1 - - - - - - 203 236 - 356 383 - Stage 2 - - - - - - 356 378 - 186 220 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 851 - - 894 - - 14 30 446 17 30 427 Mov Cap-2 Maneuver - - - - - - 14 30 - 17 30 - Stage 1 - - - - - - 132 153 - 231 366 - Stage 2 - - - - - - 265 361 - 110 143 - Approach EB WB NB SB HCM Control Delay, s 3.4 0.5 196.2 41.9 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 36 851 - - 894 - - 85 427 HCM Lane V/C Ratio 0.574 0.35 - - 0.045 - - 0.465 0.129 HCM Control Delay (s) 196.2 11.5 - - 9.2 - - 79.8 14.7 HCM Lane LOS F B - - A - - F B HCM 95th %tile Q(veh) 2 1.6 - - 0.1 - - 1.9 0.4 Queues 33: S 11th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 18 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 103 989 22 674 146 527 90 176 v/c Ratio 0.44 1.43 0.11 1.18 0.31 0.97 0.38 0.36 Control Delay 19.3 224.0 13.8 126.5 16.5 62.6 18.9 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.3 224.0 13.8 126.5 16.5 62.6 18.9 24.2 Queue Length 50th (ft) 31 ~721 6 ~486 48 ~319 28 69 Queue Length 95th (ft) 61 #1080 19 #702 86 #517 57 126 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 251 694 259 572 484 545 260 545 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 1.43 0.08 1.18 0.30 0.97 0.35 0.32 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 805 105 20 513 107 134 368 117 83 122 40 Future Volume (veh/h) 95 805 105 20 513 107 134 368 117 83 122 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1709 1736 1723 1723 1709 1723 1709 1750 Adj Flow Rate, veh/h 103 875 114 22 558 116 146 400 127 90 133 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 3 1 2 2 3 2 3 0 Cap, veh/h 183 589 77 121 481 100 491 418 133 196 379 123 Arrive On Green 0.06 0.39 0.39 0.02 0.35 0.35 0.08 0.33 0.33 0.05 0.31 0.31 Sat Flow, veh/h 1641 1517 198 1667 1372 285 1641 1253 398 1641 1237 400 Grp Volume(v), veh/h 103 0 989 22 0 674 146 0 527 90 0 176 Grp Sat Flow(s),veh/h/ln 1641 0 1714 1667 0 1658 1641 0 1651 1641 0 1637 Q Serve(g_s), s 3.1 0.0 31.5 0.7 0.0 28.4 4.7 0.0 25.3 3.0 0.0 6.8 Cycle Q Clear(g_c), s 3.1 0.0 31.5 0.7 0.0 28.4 4.7 0.0 25.3 3.0 0.0 6.8 Prop In Lane 1.00 0.12 1.00 0.17 1.00 0.24 1.00 0.24 Lane Grp Cap(c), veh/h 183 0 666 121 0 581 491 0 550 196 0 502 V/C Ratio(X) 0.56 0.00 1.49 0.18 0.00 1.16 0.30 0.00 0.96 0.46 0.00 0.35 Avail Cap(c_a), veh/h 271 0 666 274 0 581 540 0 550 289 0 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.6 0.0 24.8 21.3 0.0 26.3 16.4 0.0 26.5 21.2 0.0 21.8 Incr Delay (d2), s/veh 2.7 0.0 226.2 0.7 0.0 90.1 0.3 0.0 28.1 1.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 53.5 0.3 0.0 24.8 1.8 0.0 13.8 1.2 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.3 0.0 251.0 22.0 0.0 116.4 16.7 0.0 54.5 22.8 0.0 22.3 LnGrp LOS C A F C A F B A D C A C Approach Vol, veh/h 1092 696 673 266 Approach Delay, s/veh 229.4 113.4 46.3 22.5 Approach LOS F F D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.6 37.1 9.6 29.8 7.6 34.0 7.4 32.0 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 2.7 33.5 6.7 8.8 5.1 30.4 5.0 27.3 Green Ext Time (p_c), s 0.0 0.0 0.1 0.9 0.1 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 134.5 HCM 6th LOS F Queues 36: W Kagy Blvd & S Willson Ave 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 120 448 65 178 571 259 121 420 200 142 270 v/c Ratio 0.54 0.88 0.09 0.58 1.05 0.48 0.27 0.81 0.41 0.44 0.51 Control Delay 28.3 58.1 7.0 25.6 90.0 20.0 19.4 51.7 23.3 22.1 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 58.1 7.0 25.6 90.0 20.0 19.4 51.7 23.3 22.1 33.3 Queue Length 50th (ft) 47 303 4 73 ~446 76 48 278 68 57 141 Queue Length 95th (ft) 96 #559 31 127 #732 171 92 #506 153 107 253 Internal Link Dist (ft) 1326 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 569 511 1041 587 545 541 658 516 488 595 529 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.88 0.06 0.30 1.05 0.48 0.18 0.81 0.41 0.24 0.51 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 03/22/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 412 60 164 525 238 111 386 184 131 132 117 Future Volume (veh/h) 110 412 60 164 525 238 111 386 184 131 132 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1723 1723 1709 1709 1750 1736 1723 1736 1750 Adj Flow Rate, veh/h 120 448 65 178 571 0 121 420 200 142 143 127 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 0 2 2 3 3 0 1 2 1 0 Cap, veh/h 216 564 591 319 603 357 486 408 265 244 217 Arrive On Green 0.07 0.32 0.32 0.09 0.35 0.00 0.07 0.28 0.28 0.08 0.29 0.29 Sat Flow, veh/h 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 848 753 Grp Volume(v), veh/h 120 448 65 178 571 0 121 420 200 142 0 270 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 0 1601 Q Serve(g_s), s 4.4 21.5 2.5 6.3 29.5 0.0 4.8 20.9 10.4 5.5 0.0 13.2 Cycle Q Clear(g_c), s 4.4 21.5 2.5 6.3 29.5 0.0 4.8 20.9 10.4 5.5 0.0 13.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.47 Lane Grp Cap(c), veh/h 216 564 591 319 603 357 486 408 265 0 461 V/C Ratio(X) 0.55 0.79 0.11 0.56 0.95 0.34 0.86 0.49 0.54 0.00 0.59 Avail Cap(c_a), veh/h 765 626 644 826 621 894 631 530 789 0 577 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.7 28.1 17.3 20.0 28.9 0.0 21.7 31.4 27.7 23.2 0.0 27.9 Incr Delay (d2), s/veh 2.2 6.4 0.1 1.5 23.4 0.0 0.6 9.7 0.9 1.7 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 9.5 0.9 2.4 15.4 0.0 1.9 10.0 3.7 2.2 0.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 34.5 17.4 21.5 52.4 0.0 22.3 41.2 28.6 24.9 0.0 29.1 LnGrp LOS C C B C D C D C C A C Approach Vol, veh/h 633 749 741 412 Approach Delay, s/veh 31.0 45.0 34.7 27.7 Approach LOS C D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.7 36.7 9.8 33.4 9.4 39.1 10.7 32.4 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 8.3 23.5 6.8 15.2 6.4 31.5 7.5 22.9 Green Ext Time (p_c), s 0.5 2.0 0.3 1.6 0.3 0.6 0.4 2.5 Intersection Summary HCM 6th Ctrl Delay 35.7 HCM 6th LOS D Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queues 3: S 19th Ave & W Graf St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 71 50 103 243 9 342 180 515 v/c Ratio 0.42 0.15 0.41 0.64 0.02 0.26 0.27 0.28 Control Delay 29.6 17.2 26.9 22.8 5.5 13.8 6.1 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.6 17.2 26.9 22.8 5.5 13.8 6.1 8.4 Queue Length 50th (ft) 23 11 33 51 1 41 21 40 Queue Length 95th (ft) 60 37 77 122 6 87 57 111 Internal Link Dist (ft) 1197 596 1252 1196 Turn Bay Length (ft) 175 200 400 625 Base Capacity (vph) 619 1208 907 1135 903 2322 906 2298 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.04 0.11 0.21 0.01 0.15 0.20 0.22 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 19th Ave & W Graf St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 34 12 95 72 152 8 290 25 166 409 64 Future Volume (veh/h) 65 34 12 95 72 152 8 290 25 166 409 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1750 1750 1750 1723 1750 1736 1750 1736 1736 1709 Adj Flow Rate, veh/h 71 37 13 103 78 165 9 315 27 180 445 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 0 0 0 2 0 1 0 1 1 3 Cap, veh/h 233 299 105 419 121 256 497 1269 108 632 1409 220 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.01 0.41 0.41 0.09 0.49 0.49 Sat Flow, veh/h 1128 1237 435 1376 501 1059 1667 3077 262 1654 2858 447 Grp Volume(v), veh/h 71 0 50 103 0 243 9 168 174 180 256 259 Grp Sat Flow(s),veh/h/ln 1128 0 1672 1376 0 1559 1667 1650 1689 1654 1650 1656 Q Serve(g_s), s 3.7 0.0 1.4 3.8 0.0 8.5 0.2 4.0 4.1 3.4 5.6 5.7 Cycle Q Clear(g_c), s 12.1 0.0 1.4 5.3 0.0 8.5 0.2 4.0 4.1 3.4 5.6 5.7 Prop In Lane 1.00 0.26 1.00 0.68 1.00 0.16 1.00 0.27 Lane Grp Cap(c), veh/h 233 0 404 419 0 377 497 680 697 632 813 816 V/C Ratio(X) 0.30 0.00 0.12 0.25 0.00 0.65 0.02 0.25 0.25 0.28 0.31 0.32 Avail Cap(c_a), veh/h 778 0 1211 1083 0 1129 1220 1189 1218 1217 1189 1194 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.1 0.0 18.0 20.0 0.0 20.7 10.1 11.6 11.7 7.6 9.2 9.2 Incr Delay (d2), s/veh 0.7 0.0 0.1 0.3 0.0 1.9 0.0 0.2 0.2 0.2 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.5 1.2 0.0 3.0 0.1 1.1 1.2 0.8 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 0.0 18.1 20.3 0.0 22.5 10.1 11.8 11.8 7.9 9.4 9.5 LnGrp LOS C A B C A C B B B A A A Approach Vol, veh/h 121 346 351 695 Approach Delay, s/veh 23.2 21.9 11.8 9.1 Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.6 31.3 20.7 3.7 36.2 20.7 Change Period (Y+Rc), s 3.0 * 6.3 6.1 3.0 * 6.3 6.1 Max Green Setting (Gmax), s 27.0 * 44 43.9 27.0 * 44 43.9 Max Q Clear Time (g_c+I1), s 5.4 6.1 14.1 2.2 7.7 10.5 Green Ext Time (p_c), s 0.4 1.7 0.5 0.0 2.7 1.9 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 4: Fowler Lane & Stucky Rd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 447 5 9 494 6 22 Future Vol, veh/h 447 5 9 494 6 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 486 5 10 537 7 24 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 491 0 1046 489 Stage 1 - - - - 489 - Stage 2 - - - - 557 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1083 - 255 583 Stage 1 - - - - 621 - Stage 2 - - - - 578 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1083 - 252 583 Mov Cap-2 Maneuver - - - - 252 - Stage 1 - - - - 621 - Stage 2 - - - - 570 - Approach EB WB NB HCM Control Delay, s 0 0.1 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 455 - - 1083 - HCM Lane V/C Ratio 0.067 - - 0.009 - HCM Control Delay (s) 13.5 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - Queues 6: S 19th Ave & Stucky Rd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 477 240 58 134 67 485 100 567 448 v/c Ratio 1.05 0.34 0.14 0.20 0.36 0.36 0.29 0.79 0.51 Control Delay 78.5 7.5 13.1 6.7 18.7 12.6 11.8 23.0 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.5 7.5 13.1 6.7 18.7 12.6 11.8 23.0 4.1 Queue Length 50th (ft) ~194 24 13 12 16 58 24 208 83 Queue Length 95th (ft) #352 66 34 42 47 90 m31 m277 m12 Internal Link Dist (ft) 5165 524 1259 1271 Turn Bay Length (ft) 160 200 400 300 Base Capacity (vph) 455 703 414 667 188 1355 347 715 875 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.05 0.34 0.14 0.20 0.36 0.36 0.29 0.79 0.51 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: S 19th Ave & Stucky Rd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 439 93 128 53 50 74 62 419 28 92 522 412 Future Volume (veh/h) 439 93 128 53 50 74 62 419 28 92 522 412 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1695 1723 1750 1750 1723 1736 Adj Flow Rate, veh/h 477 101 139 58 54 80 67 455 30 100 567 448 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 4 2 0 0 2 1 Cap, veh/h 543 259 356 443 247 366 181 1299 85 413 718 613 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.42 0.42 0.42 0.28 0.28 0.28 Sat Flow, veh/h 1275 667 918 1158 637 943 547 3117 205 925 1723 1471 Grp Volume(v), veh/h 477 0 240 58 0 134 67 238 247 100 567 448 Grp Sat Flow(s),veh/h/ln 1275 0 1585 1158 0 1580 547 1637 1686 925 1723 1471 Q Serve(g_s), s 19.9 0.0 6.5 2.3 0.0 3.4 6.7 6.0 6.0 5.5 18.3 16.5 Cycle Q Clear(g_c), s 23.3 0.0 6.5 8.8 0.0 3.4 25.0 6.0 6.0 11.5 18.3 16.5 Prop In Lane 1.00 0.58 1.00 0.60 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 543 0 615 443 0 614 181 682 702 413 718 613 V/C Ratio(X) 0.88 0.00 0.39 0.13 0.00 0.22 0.37 0.35 0.35 0.24 0.79 0.73 Avail Cap(c_a), veh/h 543 0 615 443 0 614 181 682 702 413 718 613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 21.2 0.0 13.2 16.4 0.0 12.3 26.9 11.9 12.0 19.3 19.2 18.6 Incr Delay (d2), s/veh 15.2 0.0 0.4 0.1 0.0 0.2 5.7 1.4 1.4 1.2 7.3 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 0.0 2.0 0.6 0.0 1.1 1.1 1.9 2.0 1.2 8.3 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.4 0.0 13.6 16.5 0.0 12.4 32.6 13.4 13.3 20.5 26.5 24.9 LnGrp LOS D A B B A B C B B C C C Approach Vol, veh/h 717 192 552 1115 Approach Delay, s/veh 28.7 13.7 15.7 25.4 Approach LOS C B B C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 31.0 29.0 31.0 29.0 Change Period (Y+Rc), s * 6 * 5.7 * 6 * 5.7 Max Green Setting (Gmax), s * 25 * 23 * 25 * 23 Max Q Clear Time (g_c+I1), s 27.0 25.3 20.3 10.8 Green Ext Time (p_c), s 0.0 0.0 2.3 0.7 Intersection Summary HCM 6th Ctrl Delay 23.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 9: W Kagy Blvd & S 23rd Ave 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 6 Intersection Int Delay, s/veh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 48 78 37 45 5 Future Vol, veh/h 10 48 78 37 45 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 11 52 85 40 49 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 125 0 - 0 179 105 Stage 1 - - - - 105 - Stage 2 - - - - 74 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1474 - - - 815 955 Stage 1 - - - - 924 - Stage 2 - - - - 954 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1474 - - - 808 955 Mov Cap-2 Maneuver - - - - 808 - Stage 1 - - - - 917 - Stage 2 - - - - 954 - Approach EB WB SB HCM Control Delay, s 1.3 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1474 - - - 821 HCM Lane V/C Ratio 0.007 - - - 0.066 HCM Control Delay (s) 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 HCM 6th TWSC 11: W Kagy Blvd & Block 3 Access 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 7 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 58 50 33 0 5 Future Vol, veh/h 0 58 50 33 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 63 54 36 0 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 90 0 - 0 135 72 Stage 1 - - - - 72 - Stage 2 - - - - 63 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1518 - - - 863 996 Stage 1 - - - - 956 - Stage 2 - - - - 965 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1518 - - - 863 996 Mov Cap-2 Maneuver - - - - 863 - Stage 1 - - - - 956 - Stage 2 - - - - 965 - Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1518 - - - 996 HCM Lane V/C Ratio - - - - 0.005 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 13: W Kagy Blvd & S 25th Ave 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 21 22 33 37 4 Future Vol, veh/h 5 21 22 33 37 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 5 23 24 36 40 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 60 0 - 0 75 42 Stage 1 - - - - 42 - Stage 2 - - - - 33 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1556 - - - 933 1034 Stage 1 - - - - 986 - Stage 2 - - - - 995 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1556 - - - 930 1034 Mov Cap-2 Maneuver - - - - 930 - Stage 1 - - - - 983 - Stage 2 - - - - 995 - Approach EB WB SB HCM Control Delay, s 1.4 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1556 - - - 939 HCM Lane V/C Ratio 0.003 - - - 0.047 HCM Control Delay (s) 7.3 0 - - 9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 HCM 6th TWSC 15: W Kagy Blvd & Block 1 Access 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 9 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 15 14 12 11 2 Future Vol, veh/h 4 15 14 12 11 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 4 16 15 13 12 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 28 0 - 0 46 22 Stage 1 - - - - 22 - Stage 2 - - - - 24 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1599 - - - 969 1061 Stage 1 - - - - 1006 - Stage 2 - - - - 1004 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1599 - - - 966 1061 Mov Cap-2 Maneuver - - - - 966 - Stage 1 - - - - 1003 - Stage 2 - - - - 1004 - Approach EB WB SB HCM Control Delay, s 1.5 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1599 - - - 979 HCM Lane V/C Ratio 0.003 - - - 0.014 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 Queues 18: S 19th Ave & W College St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 122 352 223 121 343 110 252 824 148 795 v/c Ratio 0.44 0.83 0.32 0.45 0.84 0.17 0.68 0.62 0.43 0.63 Control Delay 27.9 59.3 7.4 28.4 62.1 4.0 24.0 30.4 18.5 34.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.9 59.3 7.4 28.4 62.1 4.0 24.0 30.4 18.5 34.3 Queue Length 50th (ft) 61 258 31 60 251 0 90 217 54 264 Queue Length 95th (ft) 95 350 74 94 353 31 167 406 101 372 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 345 516 731 289 448 753 398 1329 459 1261 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.68 0.31 0.42 0.77 0.15 0.63 0.62 0.32 0.63 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 324 205 111 316 101 232 643 115 136 655 76 Future Volume (veh/h) 112 324 205 111 316 101 232 643 115 136 655 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1723 1750 1723 1750 1750 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 122 352 223 121 343 110 252 699 125 148 712 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 0 2 0 0 2 0 0 1 0 Cap, veh/h 214 399 485 207 391 436 414 1317 235 467 1303 152 Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.21 0.95 0.95 0.07 0.44 0.44 Sat Flow, veh/h 1667 1750 1460 1667 1723 1483 1667 2774 496 1667 2977 347 Grp Volume(v), veh/h 122 352 223 121 343 110 252 412 412 148 394 401 Grp Sat Flow(s),veh/h/ln 1667 1750 1460 1667 1723 1483 1667 1637 1633 1667 1650 1674 Q Serve(g_s), s 6.6 23.3 14.4 6.6 23.1 6.8 10.2 3.1 3.1 5.8 21.2 21.2 Cycle Q Clear(g_c), s 6.6 23.3 14.4 6.6 23.1 6.8 10.2 3.1 3.1 5.8 21.2 21.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 0.21 Lane Grp Cap(c), veh/h 214 399 485 207 391 436 414 777 775 467 722 733 V/C Ratio(X) 0.57 0.88 0.46 0.58 0.88 0.25 0.61 0.53 0.53 0.32 0.55 0.55 Avail Cap(c_a), veh/h 329 516 582 256 436 475 477 777 775 647 722 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 44.7 31.6 34.5 44.7 32.3 15.3 1.7 1.7 16.2 24.9 24.9 Incr Delay (d2), s/veh 2.4 13.4 0.7 2.6 16.7 0.3 1.6 2.4 2.4 0.4 3.0 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 11.5 5.2 2.8 11.7 2.5 3.1 1.1 1.1 2.2 8.6 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.7 58.1 32.3 37.1 61.4 32.6 16.9 4.1 4.1 16.6 27.9 27.9 LnGrp LOS D E C D E C B A A B C C Approach Vol, veh/h 697 574 1076 943 Approach Delay, s/veh 46.1 50.8 7.1 26.1 Approach LOS D D A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 63.5 11.5 34.0 15.5 59.0 11.7 33.9 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 21.0 32.5 12.0 35.4 17.0 36.5 17.0 30.4 Max Q Clear Time (g_c+I1), s 7.8 5.1 8.6 25.3 12.2 23.2 8.6 25.1 Green Ext Time (p_c), s 0.3 5.3 0.1 2.1 0.3 3.9 0.2 1.2 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 12 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 36 18 554 13 65 449 926 30 943 v/c Ratio 0.39 0.14 0.84 0.13 0.42 0.61 0.35 0.08 0.59 Control Delay 63.8 52.6 39.1 53.2 35.1 19.6 4.2 8.2 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.8 52.6 39.1 53.2 35.1 19.6 4.2 8.2 25.7 Queue Length 50th (ft) 27 13 342 10 21 166 80 4 178 Queue Length 95th (ft) 61 36 431 30 65 237 141 m14 314 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 281 393 683 293 388 751 2649 442 1587 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.05 0.81 0.04 0.17 0.60 0.35 0.07 0.59 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 17 510 12 26 34 413 841 11 28 843 25 Future Volume (veh/h) 33 17 510 12 26 34 413 841 11 28 843 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1750 1750 1750 1736 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 36 18 554 13 28 37 449 914 12 30 916 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 1 0 0 1 0 Cap, veh/h 321 394 570 245 154 203 606 2066 27 401 1582 47 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.22 0.82 0.82 0.05 0.97 0.97 Sat Flow, veh/h 1358 1750 1471 854 684 904 1654 3334 44 1667 3272 96 Grp Volume(v), veh/h 36 18 554 13 0 65 449 452 474 30 462 481 Grp Sat Flow(s),veh/h/ln 1358 1750 1471 854 0 1587 1654 1650 1728 1667 1650 1719 Q Serve(g_s), s 2.6 1.0 27.0 1.5 0.0 4.0 16.1 9.1 9.1 1.1 2.5 2.5 Cycle Q Clear(g_c), s 6.6 1.0 27.0 2.4 0.0 4.0 16.1 9.1 9.1 1.1 2.5 2.5 Prop In Lane 1.00 1.00 1.00 0.57 1.00 0.03 1.00 0.06 Lane Grp Cap(c), veh/h 321 394 570 245 0 357 606 1022 1071 401 798 831 V/C Ratio(X) 0.11 0.05 0.97 0.05 0.00 0.18 0.74 0.44 0.44 0.07 0.58 0.58 Avail Cap(c_a), veh/h 321 394 570 245 0 357 888 1022 1071 523 798 831 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 Uniform Delay (d), s/veh 40.2 36.4 36.1 37.4 0.0 37.6 9.2 4.8 4.8 14.3 1.1 1.1 Incr Delay (d2), s/veh 0.2 0.0 30.7 0.1 0.0 0.2 1.9 1.4 1.3 0.1 2.5 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.4 20.6 0.3 0.0 1.6 4.8 2.6 2.7 0.4 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 36.5 66.8 37.4 0.0 37.8 11.1 6.2 6.1 14.3 3.6 3.5 LnGrp LOS D D E D A D B A A B A A Approach Vol, veh/h 608 78 1375 973 Approach Delay, s/veh 64.3 37.8 7.8 3.8 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 80.8 33.0 22.5 64.5 33.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 12.0 65.5 27.0 40.0 37.5 27.0 Max Q Clear Time (g_c+I1), s 3.1 11.1 29.0 18.1 4.5 6.0 Green Ext Time (p_c), s 0.0 6.6 0.0 1.4 6.4 0.4 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B HCM 6th TWSC 24: S 19th Ave & W Lincoln St 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 14 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 23 0 0 207 7 966 31 148 1075 3 Future Vol, veh/h 0 0 23 0 0 207 7 966 31 148 1075 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - Stop - - None - - None Storage Length - - 0 - - 0 210 - - 270 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 0 25 0 0 225 8 1050 34 161 1168 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 586 - - 542 1171 0 0 1084 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 459 0 0 490 604 - - 651 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 459 - - 490 604 - - 651 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.3 18.4 0.1 1.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 604 - - 459 490 651 - - HCM Lane V/C Ratio 0.013 - - 0.054 0.459 0.247 - - HCM Control Delay (s) 11 - - 13.3 18.4 12.3 - - HCM Lane LOS B - - B C B - - HCM 95th %tile Q(veh) 0 - - 0.2 2.4 1 - - Queues 27: S 19th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 141 102 47 328 127 778 46 504 273 632 647 v/c Ratio 0.43 0.19 0.09 0.91 0.24 0.77 0.17 0.60 0.47 0.91 0.36 Control Delay 36.9 30.7 0.9 70.1 31.6 17.8 12.5 37.9 8.3 41.1 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 30.7 0.9 70.1 31.6 17.8 12.5 37.9 8.3 41.1 12.9 Queue Length 50th (ft) 84 57 0 236 72 290 12 178 13 432 107 Queue Length 95th (ft) 143 99 4 #388 119 496 m20 m201 m36 #600 131 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 370 589 560 402 589 1016 336 861 584 695 1802 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.17 0.08 0.82 0.22 0.77 0.14 0.59 0.47 0.91 0.36 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 94 43 302 117 716 42 464 251 581 568 28 Future Volume (veh/h) 130 94 43 302 117 716 42 464 251 581 568 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1736 1750 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 141 102 47 328 127 778 46 504 273 632 617 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 0 1 0 0 1 0 0 0 Cap, veh/h 235 589 499 432 589 942 311 821 364 663 1672 81 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.07 0.49 0.49 0.10 0.17 0.17 Sat Flow, veh/h 616 1750 1483 1258 1750 1471 1667 3325 1471 1667 3227 157 Grp Volume(v), veh/h 141 102 47 328 127 778 46 504 273 632 318 329 Grp Sat Flow(s),veh/h/ln 616 1750 1483 1258 1750 1471 1667 1663 1471 1667 1663 1722 Q Serve(g_s), s 25.5 4.9 2.6 29.8 6.2 40.4 2.4 13.2 17.9 33.9 20.3 20.3 Cycle Q Clear(g_c), s 31.7 4.9 2.6 34.7 6.2 40.4 2.4 13.2 17.9 33.9 20.3 20.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 235 589 499 432 589 942 311 821 364 663 861 892 V/C Ratio(X) 0.60 0.17 0.09 0.76 0.22 0.83 0.15 0.61 0.75 0.95 0.37 0.37 Avail Cap(c_a), veh/h 235 589 499 432 589 942 409 821 364 684 861 892 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 28.0 27.3 40.3 28.5 16.5 30.9 26.2 27.4 34.5 32.4 32.4 Incr Delay (d2), s/veh 4.1 0.1 0.1 7.6 0.2 6.1 0.1 2.2 9.0 23.2 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 2.1 0.9 10.0 2.6 16.2 1.0 4.4 5.5 19.2 9.3 9.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.9 28.2 27.3 47.9 28.6 22.5 31.1 28.4 36.4 57.7 33.6 33.6 LnGrp LOS D C C D C C C C D E C C Approach Vol, veh/h 290 1233 823 1279 Approach Delay, s/veh 35.7 29.9 31.2 45.5 Approach LOS D C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 40.5 34.5 45.0 7.9 67.1 45.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 38.0 28.1 40.4 11.0 55.1 40.4 Max Q Clear Time (g_c+I1), s 35.9 19.9 33.7 4.4 22.3 42.4 Green Ext Time (p_c), s 0.6 2.6 1.1 0.0 4.0 0.0 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D HCM 6th TWSC 30: W Kagy Blvd & S 7th Ave 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 17 Intersection Int Delay, s/veh 43.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 110 892 8 9 725 23 9 9 58 41 9 297 Future Vol, veh/h 110 892 8 9 725 23 9 9 58 41 9 297 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 130 - - - - - - - 115 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 120 970 9 10 788 25 10 10 63 45 10 323 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 813 0 0 979 0 0 2202 2048 975 2072 2040 801 Stage 1 - - - - - - 1215 1215 - 821 821 - Stage 2 - - - - - - 987 833 - 1251 1219 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 823 - - 713 - - 32 57 308 ~ 40 57 388 Stage 1 - - - - - - 224 256 - 371 391 - Stage 2 - - - - - - 300 386 - 213 255 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 823 - - 713 - - ~ 4 48 308 ~ 24 48 388 Mov Cap-2 Maneuver - - - - - - ~ 4 48 - ~ 24 48 - Stage 1 - - - - - - 191 219 - 317 386 - Stage 2 - - - - - - 48 381 - 138 218 - Approach EB WB NB SB HCM Control Delay, s 1.1 0.1 $ 1121.4 27.8 HCM LOS F D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 29 823 - - 713 - - 244 388 HCM Lane V/C Ratio 2.849 0.145 - - 0.014 - - 0.481 0.555 HCM Control Delay (s) $ 1121.4 10.1 - - 10.1 - - 32.7 25.2 HCM Lane LOS F B - - B - - D D HCM 95th %tile Q(veh) 9.8 0.5 - - 0 - - 2.4 3.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Queues 33: S 11th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 18 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 112 893 105 1014 202 366 232 431 v/c Ratio 0.46 1.50 0.43 1.72 0.71 0.75 0.69 0.88 Control Delay 19.4 260.0 18.8 355.1 30.8 37.2 28.4 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.4 260.0 18.8 355.1 30.8 37.2 28.4 48.3 Queue Length 50th (ft) 34 ~742 32 ~892 69 174 80 215 Queue Length 95th (ft) 65 #980 62 #1134 #132 276 #145 #376 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 264 595 264 589 292 562 340 561 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 1.50 0.40 1.72 0.69 0.65 0.68 0.77 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 708 113 97 730 203 186 249 87 213 277 120 Future Volume (veh/h) 103 708 113 97 730 203 186 249 87 213 277 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 112 770 123 105 793 221 202 271 95 232 301 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 0 0 0 Cap, veh/h 191 509 81 186 451 126 302 354 124 356 333 144 Arrive On Green 0.06 0.35 0.35 0.06 0.34 0.34 0.11 0.29 0.29 0.11 0.29 0.29 Sat Flow, veh/h 1667 1472 235 1667 1317 367 1667 1238 434 1667 1159 501 Grp Volume(v), veh/h 112 0 893 105 0 1014 202 0 366 232 0 431 Grp Sat Flow(s),veh/h/ln 1667 0 1708 1667 0 1684 1667 0 1672 1667 0 1660 Q Serve(g_s), s 3.6 0.0 28.7 3.3 0.0 28.4 6.9 0.0 16.6 8.1 0.0 20.7 Cycle Q Clear(g_c), s 3.6 0.0 28.7 3.3 0.0 28.4 6.9 0.0 16.6 8.1 0.0 20.7 Prop In Lane 1.00 0.14 1.00 0.22 1.00 0.26 1.00 0.30 Lane Grp Cap(c), veh/h 191 0 591 186 0 577 302 0 478 356 0 477 V/C Ratio(X) 0.59 0.00 1.51 0.57 0.00 1.76 0.67 0.00 0.77 0.65 0.00 0.90 Avail Cap(c_a), veh/h 268 0 591 268 0 577 304 0 545 356 0 541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.6 0.0 27.1 20.7 0.0 27.2 20.5 0.0 27.1 19.8 0.0 28.4 Incr Delay (d2), s/veh 2.8 0.0 238.8 2.7 0.0 347.8 5.5 0.0 5.7 4.2 0.0 17.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 50.0 1.3 0.0 66.3 3.1 0.0 7.2 3.4 0.0 10.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 0.0 265.9 23.4 0.0 375.1 26.0 0.0 32.8 24.0 0.0 45.7 LnGrp LOS C A F C A F C A C C A D Approach Vol, veh/h 1005 1119 568 663 Approach Delay, s/veh 238.8 342.1 30.4 38.1 Approach LOS F F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 34.3 11.9 28.8 8.2 34.0 12.0 28.7 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 9.0 28.4 9.0 27.0 9.0 28.4 9.0 27.0 Max Q Clear Time (g_c+I1), s 5.3 30.7 8.9 22.7 5.6 30.4 10.1 18.6 Green Ext Time (p_c), s 0.1 0.0 0.0 1.1 0.1 0.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 198.3 HCM 6th LOS F Queues 36: W Kagy Blvd & S Willson Ave 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 240 687 107 203 553 167 103 218 124 210 403 v/c Ratio 0.75 1.27 0.15 0.71 1.10 0.34 0.34 0.51 0.28 0.44 0.80 Control Delay 39.8 169.6 10.6 38.6 108.5 20.9 23.7 44.5 15.4 24.2 50.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.8 169.6 10.6 38.6 108.5 20.9 23.7 44.5 15.4 24.2 50.3 Queue Length 50th (ft) 112 ~620 19 86 ~447 47 43 137 19 95 261 Queue Length 95th (ft) 226 #1057 63 191 #841 131 89 258 80 172 #478 Internal Link Dist (ft) 1326 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 Base Capacity (vph) 572 542 1050 574 504 486 596 499 493 637 505 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 1.27 0.10 0.35 1.10 0.34 0.17 0.44 0.25 0.33 0.80 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 03/22/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037)Synchro 11 Report Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 221 632 98 187 509 154 95 201 114 193 245 126 Future Volume (veh/h) 221 632 98 187 509 154 95 201 114 193 245 126 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1723 1736 1750 1750 1750 1750 Adj Flow Rate, veh/h 240 687 107 203 553 0 103 218 124 210 266 137 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 2 1 0 0 0 0 Cap, veh/h 295 610 616 248 584 222 383 328 388 297 153 Arrive On Green 0.12 0.35 0.35 0.10 0.33 0.00 0.07 0.22 0.22 0.12 0.27 0.27 Sat Flow, veh/h 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 1088 561 Grp Volume(v), veh/h 240 687 107 203 553 0 103 218 124 210 0 403 Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 0 1649 Q Serve(g_s), s 8.8 33.6 4.4 7.5 29.7 0.0 4.6 10.8 6.9 8.9 0.0 22.7 Cycle Q Clear(g_c), s 8.8 33.6 4.4 7.5 29.7 0.0 4.6 10.8 6.9 8.9 0.0 22.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 295 610 616 248 584 222 383 328 388 0 451 V/C Ratio(X) 0.81 1.13 0.17 0.82 0.95 0.46 0.57 0.38 0.54 0.00 0.89 Avail Cap(c_a), veh/h 737 610 616 714 599 742 594 508 829 0 564 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 31.4 17.8 22.7 31.3 0.0 27.9 33.5 31.9 23.6 0.0 33.7 Incr Delay (d2), s/veh 5.4 76.6 0.1 6.5 24.2 0.0 1.5 1.3 0.7 1.2 0.0 14.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 26.4 1.5 3.2 15.8 0.0 1.9 4.7 2.5 3.6 0.0 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.4 108.0 17.9 29.2 55.5 0.0 29.4 34.8 32.7 24.8 0.0 48.0 LnGrp LOS C F B C E C C C C A D Approach Vol, veh/h 1034 756 445 613 Approach Delay, s/veh 80.0 48.4 33.0 40.1 Approach LOS E D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 40.6 9.4 33.3 14.5 39.2 14.5 28.3 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 37.0 33.0 37.0 33.0 37.0 33.0 37.0 33.0 Max Q Clear Time (g_c+I1), s 9.5 35.6 6.6 24.7 10.8 31.7 10.9 12.8 Green Ext Time (p_c), s 0.6 0.0 0.3 1.7 0.7 0.5 0.6 1.7 Intersection Summary HCM 6th Ctrl Delay 55.7 HCM 6th LOS E Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. APPENDIX D CAPACITY CALCULATIONS – IMPROVEMENTS Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 51.3 D 9 47.0 D 11 WB 47.6 D 7 47.6 D 11 NB 1.8 A 6 3.2 A 14 SB 10.7 B 8 16.7 B 13 Intersection 20.2 C --22.6 C -- EB 34.9 C 14 34.8 C 14 WB 31.8 C 2 33.6 C 3 NB 3.8 A 3 20.1 C 4 SB 3.1 A 5 2.9 A 11 Intersection 10.6 B --17.0 B -- EB 43.4 D 7 32.6 C 6 WB 36.7 D 7 30.8 C 13 NB 12.6 B 11 10.4 B 8 SB 26.9 C 10 28.0 C 7 Intersection 25.5 B --25.1 C -- EB 34.6 C 28 24.7 C 21 WB 19.7 B 14 38.6 D 26 NB 34.2 C 14 33.4 C 9 SB 23.7 C 4 41.1 D 12 Intersection 29.6 C --34.1 C -- EB 7.6 A 3 9.8 A 3 WB 7.8 A 2 10.3 B 4 NB 13.1 B 4 10.3 B 3 SB 6.3 A 1 11.9 B 3 Intersection 8.9 A --10.5 B -- EB 5.6 A 5 8.2 A 9 WB 4.6 A 5 6.8 A 7 NB 13.5 B 1 12.5 B 2 SB 14.4 B 1 16.5 B 2 Intersection 5.8 A --9.1 A -- EB 12.1 B 8 13.9 B 10 WB 13.2 B 8 10.6 B 6 NB 6.5 A 1 8.8 A 1 SB 6.6 A 1 11.7 B 3 Intersection 12.2 B --12.2 B -- Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Signalized Kagy Boulevard & South 11th Avenue Intersection Control Roundabout Kagy Boulevard & South 7th Avenue Intersection Control Multi-Lane Roundabout Kagy Boulevard & South 7th Avenue South 19th Avenue & Kagy Boulevard South 19th Avenue & West Garfield Street Intersection Control Signalized Intersection Control Signalized South 19th Avenue & West College Street Intersection Control Signalized Intersection Approach Future (2026) - Improvements AM Peak PM Peak Queues 18: S 19th Ave & W College St 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 62 189 95 74 159 59 105 587 93 536 v/c Ratio 0.21 0.71 0.20 0.27 0.57 0.13 0.19 0.33 0.19 0.30 Control Delay 30.8 61.7 6.3 32.2 53.5 7.2 9.3 16.2 9.7 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 61.7 6.3 32.2 53.5 7.2 9.3 16.2 9.7 17.0 Queue Length 50th (ft) 35 141 0 43 115 0 25 132 24 114 Queue Length 95th (ft) 62 207 36 72 174 28 31 140 56 191 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 297 628 485 272 634 473 560 1753 516 1758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.30 0.20 0.27 0.25 0.12 0.19 0.33 0.18 0.30 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 174 87 68 146 54 97 489 51 86 450 43 Future Volume (veh/h) 57 174 87 68 146 54 97 489 51 86 450 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1695 1750 1723 1723 1736 1695 1750 1695 1709 1709 Adj Flow Rate, veh/h 62 189 95 74 159 59 105 532 55 93 489 47 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 4 0 2 2 1 4 0 4 3 3 Cap, veh/h 200 232 253 177 247 267 599 1814 187 626 1841 176 Arrive On Green 0.04 0.14 0.14 0.05 0.14 0.14 0.08 1.00 1.00 0.04 0.61 0.61 Sat Flow, veh/h 1667 1709 1437 1667 1723 1460 1654 2947 304 1615 2994 287 Grp Volume(v), veh/h 62 189 95 74 159 59 105 290 297 93 264 272 Grp Sat Flow(s),veh/h/ln 1667 1709 1437 1667 1723 1460 1654 1611 1641 1615 1624 1657 Q Serve(g_s), s 3.8 12.9 7.0 4.5 10.5 4.1 2.9 0.0 0.0 2.5 9.0 9.1 Cycle Q Clear(g_c), s 3.8 12.9 7.0 4.5 10.5 4.1 2.9 0.0 0.0 2.5 9.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.17 Lane Grp Cap(c), veh/h 200 232 253 177 247 267 599 991 1010 626 998 1019 V/C Ratio(X) 0.31 0.82 0.38 0.42 0.64 0.22 0.18 0.29 0.29 0.15 0.26 0.27 Avail Cap(c_a), veh/h 227 632 590 191 637 598 656 991 1010 683 998 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 50.4 43.6 42.4 48.5 41.7 7.7 0.0 0.0 7.6 10.6 10.6 Incr Delay (d2), s/veh 0.9 6.9 0.9 1.6 2.8 0.4 0.1 0.7 0.7 0.1 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 5.9 2.6 2.0 4.7 1.5 0.9 0.2 0.2 0.8 3.2 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.4 57.3 44.6 44.0 51.4 42.2 7.8 0.7 0.7 7.7 11.3 11.3 LnGrp LOS D E D D D D A A A A B B Approach Vol, veh/h 346 292 692 629 Approach Delay, s/veh 51.3 47.6 1.8 10.7 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.8 80.4 9.0 22.9 7.8 80.3 8.1 23.8 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 9.0 40.5 7.0 44.4 9.0 40.5 7.0 44.4 Max Q Clear Time (g_c+I1), s 4.5 2.0 6.5 14.9 4.9 11.1 5.8 12.5 Green Ext Time (p_c), s 0.1 3.6 0.0 1.4 0.1 3.2 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 7 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 9 15 424 7 32 280 697 15 647 v/c Ratio 0.11 0.14 0.82 0.08 0.29 0.34 0.25 0.03 0.34 Control Delay 54.9 55.5 43.4 54.2 44.6 2.4 1.7 4.9 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.9 55.5 43.4 54.2 44.6 2.4 1.7 4.9 10.5 Queue Length 50th (ft) 7 11 261 5 15 8 14 2 81 Queue Length 95th (ft) 24 33 330 21 47 30 63 6 118 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 523 641 522 523 613 821 2794 496 1885 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.81 0.01 0.05 0.34 0.25 0.03 0.34 Intersection Summary HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 14 390 6 18 11 258 635 6 14 560 35 Future Volume (veh/h) 8 14 390 6 18 11 258 635 6 14 560 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1709 1750 1750 1709 1709 Adj Flow Rate, veh/h 9 15 424 7 20 12 280 690 7 15 609 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 2 3 0 0 3 3 Cap, veh/h 431 490 566 449 287 172 608 1892 19 452 1489 93 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.22 1.00 1.00 0.03 0.96 0.96 Sat Flow, veh/h 1399 1750 1448 1421 1025 615 1641 3293 33 1667 3104 193 Grp Volume(v), veh/h 9 15 424 7 0 32 280 340 357 15 318 329 Grp Sat Flow(s),veh/h/ln 1399 1750 1448 1421 0 1639 1641 1624 1703 1667 1624 1674 Q Serve(g_s), s 0.6 0.7 30.2 0.4 0.0 1.7 10.7 0.0 0.0 0.5 1.6 1.6 Cycle Q Clear(g_c), s 2.3 0.7 30.2 1.2 0.0 1.7 10.7 0.0 0.0 0.5 1.6 1.6 Prop In Lane 1.00 1.00 1.00 0.38 1.00 0.02 1.00 0.12 Lane Grp Cap(c), veh/h 431 490 566 449 0 459 608 933 979 452 779 803 V/C Ratio(X) 0.02 0.03 0.75 0.02 0.00 0.07 0.46 0.36 0.36 0.03 0.41 0.41 Avail Cap(c_a), veh/h 553 642 692 572 0 601 795 933 979 494 779 803 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 32.6 31.4 31.5 31.8 0.0 31.7 10.0 0.0 0.0 15.1 1.3 1.3 Incr Delay (d2), s/veh 0.0 0.0 3.6 0.0 0.0 0.1 0.5 1.1 1.1 0.0 1.5 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 11.1 0.2 0.0 0.7 2.9 0.3 0.3 0.2 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.6 31.4 35.1 31.8 0.0 31.8 10.5 1.1 1.1 15.1 2.8 2.8 LnGrp LOS C C D C A C B A A B A A Approach Vol, veh/h 448 39 977 662 Approach Delay, s/veh 34.9 31.8 3.8 3.1 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 75.5 39.6 16.3 64.1 39.6 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 5.0 55.5 44.0 27.0 33.5 44.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 32.2 12.7 3.6 3.7 Green Ext Time (p_c), s 0.0 4.5 1.3 0.7 3.9 0.2 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B Queues 27: S 19th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 142 124 45 133 82 327 77 646 274 509 419 v/c Ratio 0.71 0.43 0.10 0.82 0.29 0.50 0.14 0.39 0.31 0.77 0.20 Control Delay 64.7 47.7 6.1 81.7 44.0 20.2 7.7 21.4 5.3 54.1 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.7 47.7 6.1 81.7 44.0 20.2 7.7 21.4 5.3 54.1 6.4 Queue Length 50th (ft) 105 87 0 100 56 136 13 150 9 192 51 Queue Length 95th (ft) 163 135 21 161 96 170 36 255 67 m250 m86 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 130 350 300 350 Base Capacity (vph) 353 506 434 287 501 722 559 1673 896 834 2144 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.25 0.10 0.46 0.16 0.45 0.14 0.39 0.31 0.61 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 114 41 122 75 301 71 594 252 468 346 40 Future Volume (veh/h) 131 114 41 122 75 301 71 594 252 468 346 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1750 1682 1709 1723 1750 1723 1750 1750 1695 1750 Adj Flow Rate, veh/h 142 124 45 133 82 327 77 646 274 509 376 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 5 3 2 0 2 0 0 4 0 Cap, veh/h 281 358 365 241 355 564 617 1640 743 577 1869 212 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.05 0.67 0.67 0.30 1.00 1.00 Sat Flow, veh/h 1316 1723 1483 1237 1709 1460 1667 3273 1483 3233 2915 331 Grp Volume(v), veh/h 142 124 45 133 82 327 77 646 274 509 207 212 Grp Sat Flow(s),veh/h/ln 1316 1723 1483 1237 1709 1460 1667 1637 1483 1617 1611 1636 Q Serve(g_s), s 12.1 7.4 2.8 12.3 4.8 21.3 2.7 10.7 9.8 18.0 0.0 0.0 Cycle Q Clear(g_c), s 16.9 7.4 2.8 19.7 4.8 21.3 2.7 10.7 9.8 18.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 281 358 365 241 355 564 617 1640 743 577 1033 1049 V/C Ratio(X) 0.51 0.35 0.12 0.55 0.23 0.58 0.12 0.39 0.37 0.88 0.20 0.20 Avail Cap(c_a), veh/h 396 508 495 349 504 691 622 1640 743 835 1033 1049 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 40.6 35.1 49.0 39.5 29.1 13.2 11.8 11.6 40.9 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.6 0.1 2.0 0.3 0.9 0.1 0.6 1.2 7.9 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 3.2 1.0 3.9 2.0 7.5 1.0 3.4 3.0 6.8 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.0 41.1 35.3 50.9 39.9 30.1 13.2 12.4 12.8 48.8 0.4 0.4 LnGrp LOS D D D D D C B B B D A A Approach Vol, veh/h 311 542 997 928 Approach Delay, s/veh 43.4 36.7 12.6 26.9 Approach LOS D D B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.4 65.0 29.6 8.6 81.8 29.6 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 31.0 40.1 35.4 5.0 66.1 35.4 Max Q Clear Time (g_c+I1), s 20.0 12.7 18.9 4.7 2.0 23.3 Green Ext Time (p_c), s 1.4 5.5 1.2 0.0 2.5 1.7 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C Queues 30: W Kagy Blvd & S 7th Ave 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) 217 531 29 566 15 17 61 v/c Ratio 0.61 0.59 0.08 0.63 0.05 0.07 0.18 Control Delay 13.6 8.0 3.9 8.7 13.1 15.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.6 8.0 3.9 8.7 13.1 15.3 7.3 Queue Length 50th (ft) 20 47 2 51 1 2 0 Queue Length 95th (ft) 68 105 8 116 14 17 24 Internal Link Dist (ft) 1296 1326 218 664 Turn Bay Length (ft) 100 130 115 Base Capacity (vph) 676 1714 726 1687 1063 849 985 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.31 0.04 0.34 0.01 0.02 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 30: W Kagy Blvd & S 7th Ave 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 459 29 27 460 61 1 8 5 7 8 56 Future Volume (veh/h) 200 459 29 27 460 61 1 8 5 7 8 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1736 1695 1750 1723 1723 1750 1750 1750 1518 1559 1750 Adj Flow Rate, veh/h 217 499 32 29 500 66 1 9 5 8 9 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 4 0 2 2 0 0 0 17 14 0 Cap, veh/h 556 986 63 587 910 120 114 145 76 206 144 206 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 858 1614 104 887 1491 197 48 1045 547 425 1036 1483 Grp Volume(v), veh/h 217 0 531 29 0 566 15 0 0 17 0 61 Grp Sat Flow(s),veh/h/ln 858 0 1718 887 0 1687 1641 0 0 1461 0 1483 Q Serve(g_s), s 7.1 0.0 6.3 0.7 0.0 7.1 0.0 0.0 0.0 0.0 0.0 1.3 Cycle Q Clear(g_c), s 14.2 0.0 6.3 7.0 0.0 7.1 0.3 0.0 0.0 0.3 0.0 1.3 Prop In Lane 1.00 0.06 1.00 0.12 0.07 0.33 0.47 1.00 Lane Grp Cap(c), veh/h 556 0 1049 587 0 1030 335 0 0 350 0 206 V/C Ratio(X) 0.39 0.00 0.51 0.05 0.00 0.55 0.04 0.00 0.00 0.05 0.00 0.30 Avail Cap(c_a), veh/h 1476 0 2890 1538 0 2839 1037 0 0 957 0 846 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.3 0.0 3.9 5.9 0.0 4.1 13.4 0.0 0.0 13.5 0.0 13.9 Incr Delay (d2), s/veh 0.4 0.0 0.4 0.0 0.0 0.5 0.1 0.0 0.0 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.9 0.1 0.0 1.0 0.1 0.0 0.0 0.1 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.7 0.0 4.3 5.9 0.0 4.6 13.5 0.0 0.0 13.5 0.0 14.7 LnGrp LOS A A A A A A B A A B A B Approach Vol, veh/h 748 595 15 78 Approach Delay, s/veh 5.6 4.6 13.5 14.4 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.5 9.5 26.5 9.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 60.5 20.5 60.5 20.5 Max Q Clear Time (g_c+I1), s 16.2 3.3 9.1 2.3 Green Ext Time (p_c), s 5.8 0.2 4.7 0.0 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A Queues 33: S 11th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 82 736 16 497 108 380 65 131 v/c Ratio 0.24 0.88 0.07 0.70 0.24 0.84 0.26 0.29 Control Delay 12.8 35.2 11.3 27.1 17.2 45.1 18.0 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.8 35.2 11.3 27.1 17.2 45.1 18.0 22.6 Queue Length 50th (ft) 21 338 4 221 32 167 19 42 Queue Length 95th (ft) 45 #679 14 350 72 #340 48 97 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 336 836 220 784 458 541 261 534 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.88 0.07 0.63 0.24 0.70 0.25 0.25 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 597 80 15 379 78 99 266 84 60 88 32 Future Volume (veh/h) 75 597 80 15 379 78 99 266 84 60 88 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1709 1736 1723 1723 1709 1723 1682 1750 Adj Flow Rate, veh/h 82 649 87 16 412 85 108 289 91 65 96 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 3 1 2 2 3 2 5 0 Cap, veh/h 334 692 93 157 589 122 422 332 104 209 281 102 Arrive On Green 0.04 0.46 0.46 0.02 0.43 0.43 0.07 0.26 0.26 0.04 0.24 0.24 Sat Flow, veh/h 1641 1511 203 1667 1374 284 1641 1256 395 1641 1176 429 Grp Volume(v), veh/h 82 0 736 16 0 497 108 0 380 65 0 131 Grp Sat Flow(s),veh/h/ln 1641 0 1714 1667 0 1658 1641 0 1652 1641 0 1605 Q Serve(g_s), s 2.0 0.0 30.6 0.4 0.0 18.4 3.6 0.0 16.5 2.2 0.0 5.1 Cycle Q Clear(g_c), s 2.0 0.0 30.6 0.4 0.0 18.4 3.6 0.0 16.5 2.2 0.0 5.1 Prop In Lane 1.00 0.12 1.00 0.17 1.00 0.24 1.00 0.27 Lane Grp Cap(c), veh/h 334 0 784 157 0 711 422 0 436 209 0 383 V/C Ratio(X) 0.25 0.00 0.94 0.10 0.00 0.70 0.26 0.00 0.87 0.31 0.00 0.34 Avail Cap(c_a), veh/h 371 0 831 243 0 804 464 0 550 293 0 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.1 0.0 19.3 17.2 0.0 17.5 19.0 0.0 26.4 21.7 0.0 23.7 Incr Delay (d2), s/veh 0.4 0.0 17.6 0.3 0.0 2.3 0.3 0.0 12.0 0.8 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 14.4 0.1 0.0 6.7 1.4 0.0 7.7 0.9 0.0 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 0.0 36.9 17.5 0.0 19.8 19.3 0.0 38.4 22.6 0.0 24.2 LnGrp LOS B A D B A B B A D C A C Approach Vol, veh/h 818 513 488 196 Approach Delay, s/veh 34.6 19.7 34.2 23.7 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.1 40.0 8.0 22.9 6.3 37.8 6.2 24.8 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 5.0 36.4 7.0 25.0 5.0 36.4 7.0 25.0 Max Q Clear Time (g_c+I1), s 2.4 32.6 5.6 7.1 4.0 20.4 4.2 18.5 Green Ext Time (p_c), s 0.0 1.7 0.0 0.6 0.0 2.8 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 29.6 HCM 6th LOS C Queues 18: S 19th Ave & W College St 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 88 254 165 92 248 79 186 736 107 717 v/c Ratio 0.32 0.76 0.27 0.34 0.75 0.15 0.43 0.46 0.26 0.47 Control Delay 29.4 59.7 4.2 29.9 59.5 5.6 14.3 26.0 12.8 24.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.4 59.7 4.2 29.9 59.5 5.6 14.3 26.0 12.8 24.9 Queue Length 50th (ft) 48 188 0 50 184 0 45 237 31 190 Queue Length 95th (ft) 77 260 39 79 255 30 105 332 69 308 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 308 632 627 302 620 569 446 1588 447 1528 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.40 0.26 0.30 0.40 0.14 0.42 0.46 0.24 0.47 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 234 152 85 228 73 171 590 87 98 604 55 Future Volume (veh/h) 81 234 152 85 228 73 171 590 87 98 604 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1723 1750 1723 1750 1750 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 88 254 165 92 248 79 186 641 95 107 657 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 0 2 0 0 2 0 0 1 0 Cap, veh/h 195 304 353 191 303 327 482 1611 238 530 1651 151 Arrive On Green 0.06 0.17 0.17 0.06 0.18 0.18 0.14 1.00 1.00 0.04 0.54 0.54 Sat Flow, veh/h 1667 1750 1460 1667 1723 1483 1667 2860 423 1667 3057 279 Grp Volume(v), veh/h 88 254 165 92 248 79 186 366 370 107 354 363 Grp Sat Flow(s),veh/h/ln 1667 1750 1460 1667 1723 1483 1667 1637 1647 1667 1650 1686 Q Serve(g_s), s 5.1 16.8 11.6 5.4 16.6 5.3 6.0 0.0 0.0 3.4 15.1 15.1 Cycle Q Clear(g_c), s 5.1 16.8 11.6 5.4 16.6 5.3 6.0 0.0 0.0 3.4 15.1 15.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.17 Lane Grp Cap(c), veh/h 195 304 353 191 303 327 482 922 928 530 891 911 V/C Ratio(X) 0.45 0.84 0.47 0.48 0.82 0.24 0.39 0.40 0.40 0.20 0.40 0.40 Avail Cap(c_a), veh/h 266 633 627 259 623 603 535 922 928 622 891 911 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 47.9 38.9 38.7 47.6 38.5 10.4 0.0 0.0 11.1 16.2 16.2 Incr Delay (d2), s/veh 1.6 6.1 1.0 1.9 5.4 0.4 0.5 1.2 1.2 0.2 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 7.8 4.3 2.3 7.7 2.0 1.8 0.3 0.3 1.2 5.7 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 54.0 39.9 40.6 53.1 38.9 10.9 1.2 1.2 11.2 17.5 17.5 LnGrp LOS D D D D D D B A A B B B Approach Vol, veh/h 507 419 922 824 Approach Delay, s/veh 47.0 47.6 3.2 16.7 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.4 74.1 10.1 27.4 11.2 71.3 9.8 27.7 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 12.0 33.5 12.0 43.4 12.0 33.5 12.0 43.4 Max Q Clear Time (g_c+I1), s 5.4 2.0 7.4 18.8 8.0 17.1 7.1 18.6 Green Ext Time (p_c), s 0.1 4.7 0.1 2.0 0.2 3.8 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 22.6 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 7 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 26 13 405 10 48 328 851 22 868 v/c Ratio 0.31 0.11 0.81 0.11 0.36 0.49 0.32 0.05 0.44 Control Delay 61.6 53.2 46.2 53.9 36.2 7.1 3.4 5.3 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.6 53.2 46.2 53.9 36.2 7.1 3.4 5.3 14.3 Queue Length 50th (ft) 20 10 260 7 16 36 64 2 113 Queue Length 95th (ft) 49 30 336 25 54 85 100 m11 256 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 465 641 520 480 604 690 2675 442 1958 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.02 0.78 0.02 0.08 0.48 0.32 0.05 0.44 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 12 373 9 19 25 302 775 8 20 780 18 Future Volume (veh/h) 24 12 373 9 19 25 302 775 8 20 780 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1750 1750 1750 1736 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 26 13 405 10 21 27 328 842 9 22 848 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 1 0 0 1 0 Cap, veh/h 393 463 556 315 184 236 560 1955 21 360 1624 38 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.08 0.39 0.39 0.04 0.99 0.99 Sat Flow, veh/h 1379 1750 1471 984 695 894 1654 3344 36 1667 3294 78 Grp Volume(v), veh/h 26 13 405 10 0 48 328 415 436 22 425 443 Grp Sat Flow(s),veh/h/ln 1379 1750 1471 984 0 1589 1654 1650 1730 1667 1650 1722 Q Serve(g_s), s 1.7 0.7 28.4 0.9 0.0 2.7 10.8 22.1 22.1 0.8 0.9 0.9 Cycle Q Clear(g_c), s 4.5 0.7 28.4 1.6 0.0 2.7 10.8 22.1 22.1 0.8 0.9 0.9 Prop In Lane 1.00 1.00 1.00 0.56 1.00 0.02 1.00 0.05 Lane Grp Cap(c), veh/h 393 463 556 315 0 420 560 965 1012 360 813 849 V/C Ratio(X) 0.07 0.03 0.73 0.03 0.00 0.11 0.59 0.43 0.43 0.06 0.52 0.52 Avail Cap(c_a), veh/h 534 642 706 415 0 583 744 965 1012 393 813 849 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay (d), s/veh 35.2 32.7 32.1 33.3 0.0 33.5 11.1 21.9 21.9 14.5 0.4 0.4 Incr Delay (d2), s/veh 0.1 0.0 2.8 0.0 0.0 0.1 1.0 1.4 1.3 0.1 2.2 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.3 10.5 0.2 0.0 1.1 4.1 9.4 9.8 0.3 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.3 32.7 34.9 33.3 0.0 33.6 12.1 23.3 23.2 14.6 2.6 2.5 LnGrp LOS D C C C A C B C C B A A Approach Vol, veh/h 444 58 1179 890 Approach Delay, s/veh 34.8 33.6 20.1 2.9 Approach LOS C C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 76.7 37.7 16.6 65.7 37.7 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 5.0 55.5 44.0 27.0 33.5 44.0 Max Q Clear Time (g_c+I1), s 2.8 24.1 30.4 12.8 2.9 4.7 Green Ext Time (p_c), s 0.0 5.6 1.4 0.8 5.7 0.3 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Queues 27: S 19th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 130 93 40 237 123 561 41 457 197 458 586 v/c Ratio 0.50 0.22 0.07 0.82 0.29 0.75 0.09 0.31 0.26 0.72 0.29 Control Delay 44.2 35.3 3.6 63.7 36.9 26.6 10.5 23.3 6.1 45.1 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 35.3 3.6 63.7 36.9 26.6 10.5 23.3 6.1 45.1 11.6 Queue Length 50th (ft) 87 58 0 174 78 292 6 111 10 153 95 Queue Length 95th (ft) 134 92 14 242 117 309 m24 198 51 154 166 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 130 350 300 350 Base Capacity (vph) 381 618 534 425 618 879 435 1493 770 940 2009 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.15 0.07 0.56 0.20 0.64 0.09 0.31 0.26 0.49 0.29 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 86 37 218 113 516 38 420 181 421 513 26 Future Volume (veh/h) 120 86 37 218 113 516 38 420 181 421 513 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1736 1750 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 130 93 40 237 123 561 41 457 197 458 558 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 0 1 0 0 1 0 0 0 Cap, veh/h 276 588 544 441 588 737 437 1285 569 534 1678 84 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.06 0.77 0.77 0.22 0.69 0.69 Sat Flow, veh/h 757 1750 1483 1277 1750 1471 1667 3325 1471 3233 3222 161 Grp Volume(v), veh/h 130 93 40 237 123 561 41 457 197 458 288 298 Grp Sat Flow(s),veh/h/ln 757 1750 1483 1277 1750 1471 1667 1663 1471 1617 1663 1721 Q Serve(g_s), s 17.8 4.5 2.1 19.2 6.0 36.9 1.8 5.2 5.0 16.3 8.3 8.3 Cycle Q Clear(g_c), s 23.8 4.5 2.1 23.7 6.0 36.9 1.8 5.2 5.0 16.3 8.3 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 276 588 544 441 588 737 437 1285 569 534 866 896 V/C Ratio(X) 0.47 0.16 0.07 0.54 0.21 0.76 0.09 0.36 0.35 0.86 0.33 0.33 Avail Cap(c_a), veh/h 290 618 570 463 618 763 455 1285 569 943 866 896 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 28.0 24.7 36.3 28.5 24.2 20.2 8.9 8.9 45.5 10.1 10.1 Incr Delay (d2), s/veh 1.2 0.1 0.1 1.1 0.2 4.4 0.1 0.6 1.3 4.1 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 1.9 0.7 6.0 2.5 13.2 0.7 1.6 1.5 6.4 2.9 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.2 28.1 24.8 37.4 28.6 28.5 20.3 9.5 10.2 49.6 11.1 11.1 LnGrp LOS D C C D C C C A B D B B Approach Vol, veh/h 263 921 695 1044 Approach Delay, s/veh 32.6 30.8 10.4 28.0 Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.8 51.3 44.9 7.7 67.4 44.9 Change Period (Y+Rc), s 4.0 4.9 4.6 4.0 4.9 4.6 Max Green Setting (Gmax), s 35.0 29.1 42.4 5.0 59.1 42.4 Max Q Clear Time (g_c+I1), s 18.3 7.2 25.8 3.8 10.3 38.9 Green Ext Time (p_c), s 1.5 3.5 1.4 0.0 3.6 1.4 Intersection Summary HCM 6th Ctrl Delay 25.1 HCM 6th LOS C Queues 30: W Kagy Blvd & S 7th Ave 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) 88 718 8 604 62 40 235 v/c Ratio 0.24 0.72 0.03 0.60 0.19 0.17 0.50 Control Delay 5.9 10.7 3.9 8.3 10.6 19.1 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 10.7 3.9 8.3 10.6 19.1 7.8 Queue Length 50th (ft) 7 82 1 62 3 7 0 Queue Length 95th (ft) 27 217 5 162 32 35 50 Internal Link Dist (ft) 1296 1326 218 664 Turn Bay Length (ft) 100 130 115 Base Capacity (vph) 634 1744 493 1739 843 705 917 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.41 0.02 0.35 0.07 0.06 0.26 Intersection Summary HCM 6th Signalized Intersection Summary 30: W Kagy Blvd & S 7th Ave 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 654 6 7 539 17 7 7 42 29 7 216 Future Volume (veh/h) 81 654 6 7 539 17 7 7 42 29 7 216 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 88 711 7 8 586 18 8 8 46 32 8 235 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 442 952 9 361 929 29 121 69 245 407 83 325 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 829 1730 17 745 1689 52 76 314 1120 1098 377 1483 Grp Volume(v), veh/h 88 0 718 8 0 604 62 0 0 40 0 235 Grp Sat Flow(s),veh/h/ln 829 0 1747 745 0 1741 1509 0 0 1475 0 1483 Q Serve(g_s), s 3.2 0.0 12.2 0.3 0.0 9.3 0.0 0.0 0.0 0.0 0.0 5.7 Cycle Q Clear(g_c), s 12.5 0.0 12.2 12.6 0.0 9.3 1.3 0.0 0.0 0.7 0.0 5.7 Prop In Lane 1.00 0.01 1.00 0.03 0.13 0.74 0.80 1.00 Lane Grp Cap(c), veh/h 442 0 961 361 0 958 435 0 0 489 0 325 V/C Ratio(X) 0.20 0.00 0.75 0.02 0.00 0.63 0.14 0.00 0.00 0.08 0.00 0.72 Avail Cap(c_a), veh/h 1272 0 2710 1107 0 2700 882 0 0 929 0 780 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.4 0.0 6.7 11.5 0.0 6.0 12.4 0.0 0.0 12.2 0.0 14.1 Incr Delay (d2), s/veh 0.2 0.0 1.2 0.0 0.0 0.7 0.1 0.0 0.0 0.1 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 2.7 0.0 0.0 2.0 0.4 0.0 0.0 0.2 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.6 0.0 7.9 11.5 0.0 6.7 12.5 0.0 0.0 12.2 0.0 17.2 LnGrp LOS B A A B A A B A A B A B Approach Vol, veh/h 806 612 62 275 Approach Delay, s/veh 8.2 6.8 12.5 16.5 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.0 13.0 26.0 13.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 60.5 20.5 60.5 20.5 Max Q Clear Time (g_c+I1), s 14.5 7.7 14.6 3.3 Green Ext Time (p_c), s 6.9 0.8 4.8 0.2 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A Queues 33: S 11th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 86 660 76 751 151 264 167 318 v/c Ratio 0.46 0.81 0.30 0.93 0.60 0.67 0.56 0.81 Control Delay 16.8 29.5 11.9 42.1 31.8 37.5 29.3 45.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 29.5 11.9 42.1 31.8 37.5 29.3 45.7 Queue Length 50th (ft) 20 307 18 383 59 125 66 155 Queue Length 95th (ft) 42 #519 38 #640 #105 208 115 #277 Internal Link Dist (ft) 602 1296 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 189 877 253 869 253 467 298 468 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.75 0.30 0.86 0.60 0.57 0.56 0.68 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 9:16 am 08/15/2022 Future (2026)Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 523 85 70 545 146 139 180 63 154 200 93 Future Volume (veh/h) 79 523 85 70 545 146 139 180 63 154 200 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 86 568 92 76 592 159 151 196 68 167 217 101 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 0 0 0 Cap, veh/h 189 696 113 263 624 168 240 271 94 286 247 115 Arrive On Green 0.04 0.47 0.47 0.04 0.47 0.47 0.07 0.22 0.22 0.07 0.22 0.22 Sat Flow, veh/h 1667 1469 238 1667 1329 357 1667 1242 431 1667 1130 526 Grp Volume(v), veh/h 86 0 660 76 0 751 151 0 264 167 0 318 Grp Sat Flow(s),veh/h/ln 1667 0 1707 1667 0 1686 1667 0 1672 1667 0 1655 Q Serve(g_s), s 2.2 0.0 27.9 2.0 0.0 35.9 6.0 0.0 12.3 6.0 0.0 15.7 Cycle Q Clear(g_c), s 2.2 0.0 27.9 2.0 0.0 35.9 6.0 0.0 12.3 6.0 0.0 15.7 Prop In Lane 1.00 0.14 1.00 0.21 1.00 0.26 1.00 0.32 Lane Grp Cap(c), veh/h 189 0 809 263 0 792 240 0 366 286 0 362 V/C Ratio(X) 0.45 0.00 0.82 0.29 0.00 0.95 0.63 0.00 0.72 0.58 0.00 0.88 Avail Cap(c_a), veh/h 196 0 839 276 0 828 240 0 437 286 0 432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.1 0.0 19.0 15.6 0.0 21.4 25.1 0.0 30.5 25.7 0.0 31.8 Incr Delay (d2), s/veh 1.7 0.0 6.1 0.6 0.0 19.5 5.2 0.0 4.7 3.0 0.0 16.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 11.3 0.7 0.0 16.9 2.7 0.0 5.4 2.8 0.0 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 0.0 25.1 16.2 0.0 40.8 30.3 0.0 35.2 28.7 0.0 48.1 LnGrp LOS C A C B A D C A D C A D Approach Vol, veh/h 746 827 415 485 Approach Delay, s/veh 24.7 38.6 33.4 41.4 Approach LOS C D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.3 45.5 9.0 23.4 6.7 45.2 9.0 23.4 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 4.0 41.4 6.0 22.0 4.0 41.4 6.0 22.0 Max Q Clear Time (g_c+I1), s 4.0 29.9 8.0 17.7 4.2 37.9 8.0 14.3 Green Ext Time (p_c), s 0.0 3.4 0.0 0.8 0.0 1.7 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C MOVEMENT SUMMARY Site: 101 [Kagy & 11th 2026 AM 2-lane (Site Folder: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Avenue 3 L2 99 3.0 108 3.0 0.268 13.6 LOS B 1.0 26.7 0.66 0.66 0.66 24.1 8 T1 266 3.0 289 3.0 0.526 13.0 LOS B 3.6 93.4 0.73 0.90 1.08 22.7 18 R2 84 3.0 91 3.0 0.526 13.0 LOS B 3.6 93.4 0.73 0.90 1.08 24.7 Approach 449 3.0 488 3.0 0.526 13.1 LOS B 3.6 93.4 0.71 0.85 0.99 23.4 East: Kagy Blvd 1 L2 15 3.0 16 3.0 0.308 7.8 LOS A 1.5 39.2 0.58 0.53 0.58 27.6 6 T1 379 3.0 412 3.0 0.308 7.8 LOS A 1.5 39.2 0.58 0.53 0.58 30.9 16 R2 78 3.0 85 3.0 0.308 7.8 LOS A 1.5 39.2 0.58 0.53 0.58 26.2 Approach 472 3.0 513 3.0 0.308 7.8 LOS A 1.5 39.2 0.58 0.53 0.58 29.9 North: S 11th Avenue 7 L2 60 3.0 65 3.0 0.100 6.7 LOS A 0.4 10.2 0.54 0.47 0.54 26.0 4 T1 88 3.0 96 3.0 0.159 6.0 LOS A 0.7 17.5 0.53 0.47 0.53 24.4 14 R2 32 3.0 35 3.0 0.159 6.0 LOS A 0.7 17.5 0.53 0.47 0.53 26.8 Approach 180 3.0 196 3.0 0.159 6.3 LOS A 0.7 17.5 0.53 0.47 0.53 25.3 West: Kagy Blvd 5 L2 75 3.0 82 3.0 0.393 7.6 LOS A 2.2 56.8 0.42 0.29 0.42 27.4 2 T1 597 3.0 649 3.0 0.393 7.6 LOS A 2.2 56.8 0.42 0.29 0.42 30.8 12 R2 80 3.0 87 3.0 0.393 7.6 LOS A 2.2 56.8 0.42 0.29 0.42 26.3 Approach 752 3.0 817 3.0 0.393 7.6 LOS A 2.2 56.8 0.42 0.29 0.42 29.9 All Vehicles 1853 3.0 2014 3.0 0.526 8.9 LOS A 3.6 93.4 0.55 0.50 0.61 27.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 5:21:22 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improvements-2026\Kagy_Roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Kagy & 11th 2026 PM 2-lane (Site Folder: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Avenue 3 L2 139 3.0 151 3.0 0.269 10.1 LOS B 1.2 30.3 0.67 0.67 0.67 25.0 8 T1 180 3.0 196 3.0 0.385 10.4 LOS B 2.1 53.4 0.70 0.76 0.81 23.3 18 R2 63 3.0 68 3.0 0.385 10.4 LOS B 2.1 53.4 0.70 0.76 0.81 25.5 Approach 382 3.0 415 3.0 0.385 10.3 LOS B 2.1 53.4 0.69 0.73 0.76 24.2 East: Kagy Blvd 1 L2 70 3.0 76 3.0 0.477 10.3 LOS B 3.2 81.6 0.63 0.64 0.76 26.6 6 T1 545 3.0 592 3.0 0.477 10.3 LOS B 3.2 81.6 0.63 0.64 0.76 29.7 16 R2 146 3.0 159 3.0 0.477 10.3 LOS B 3.2 81.6 0.63 0.64 0.76 25.4 Approach 761 3.0 827 3.0 0.477 10.3 LOS B 3.2 81.6 0.63 0.64 0.76 28.5 North: S 11th Avenue 7 L2 154 3.0 167 3.0 0.310 11.2 LOS B 1.4 36.1 0.69 0.70 0.70 24.7 4 T1 200 3.0 217 3.0 0.466 12.2 LOS B 3.0 76.8 0.74 0.86 0.99 22.8 14 R2 93 3.0 101 3.0 0.466 12.2 LOS B 3.0 76.8 0.74 0.86 0.99 25.0 Approach 447 3.0 486 3.0 0.466 11.9 LOS B 3.0 76.8 0.72 0.81 0.89 23.9 West: Kagy Blvd 5 L2 79 3.0 86 3.0 0.441 9.8 LOS A 2.7 67.9 0.63 0.62 0.71 26.7 2 T1 523 3.0 568 3.0 0.441 9.8 LOS A 2.7 67.9 0.63 0.62 0.71 29.9 12 R2 85 3.0 92 3.0 0.441 9.8 LOS A 2.7 67.9 0.63 0.62 0.71 25.6 Approach 687 3.0 747 3.0 0.441 9.8 LOS A 2.7 67.9 0.63 0.62 0.71 28.9 All Vehicles 2277 3.0 2475 3.0 0.477 10.5 LOS B 3.2 81.6 0.66 0.68 0.77 26.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 5:22:07 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improvements-2026\Kagy_Roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Kagy & 7th 2026 AM (Site Folder: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 7th Ave 3 L2 1 3.0 1 3.0 0.026 6.5 LOS A 0.1 3.7 0.71 0.54 0.71 27.4 8 T1 8 3.0 9 3.0 0.026 6.5 LOS A 0.1 3.7 0.71 0.54 0.71 24.1 18 R2 5 3.0 5 3.0 0.026 6.5 LOS A 0.1 3.7 0.71 0.54 0.71 26.5 Approach 14 3.0 15 3.0 0.026 6.5 LOS A 0.1 3.7 0.71 0.54 0.71 25.2 East: Kagy Blvd 1 L2 27 3.0 29 3.0 0.630 13.2 LOS B 7.2 184.8 0.72 0.63 0.86 25.9 6 T1 460 3.0 500 3.0 0.630 13.2 LOS B 7.2 184.8 0.72 0.63 0.86 28.8 16 R2 61 3.0 66 3.0 0.630 13.2 LOS B 7.2 184.8 0.72 0.63 0.86 24.7 Approach 548 3.0 596 3.0 0.630 13.2 LOS B 7.2 184.8 0.72 0.63 0.86 28.1 North: S 7th Ave 7 L2 7 3.0 8 3.0 0.114 6.6 LOS A 0.7 16.9 0.68 0.55 0.68 27.3 4 T1 8 3.0 9 3.0 0.114 6.6 LOS A 0.7 16.9 0.68 0.55 0.68 24.0 14 R2 56 3.0 61 3.0 0.114 6.6 LOS A 0.7 16.9 0.68 0.55 0.68 26.4 Approach 71 3.0 77 3.0 0.114 6.6 LOS A 0.7 16.9 0.68 0.55 0.68 26.2 West: Kagy Blvd 5 L2 200 3.0 217 3.0 0.654 12.1 LOS B 7.7 196.5 0.41 0.18 0.41 25.9 2 T1 459 3.0 499 3.0 0.654 12.1 LOS B 7.7 196.5 0.41 0.18 0.41 28.7 12 R2 29 3.0 32 3.0 0.654 12.1 LOS B 7.7 196.5 0.41 0.18 0.41 24.6 Approach 688 3.0 748 3.0 0.654 12.1 LOS B 7.7 196.5 0.41 0.18 0.41 27.6 All Vehicles 1321 3.0 1436 3.0 0.654 12.2 LOS B 7.7 196.5 0.56 0.39 0.61 27.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 5:16:31 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improvements-2026\Kagy_Roundabouts.sip9 MOVEMENT SUMMARY Site: 101 [Kagy & 7th 2026 PM (Site Folder: General)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 7th Ave 3 L2 7 3.0 8 3.0 0.122 8.8 LOS A 0.7 18.5 0.80 0.72 0.80 26.5 8 T1 7 3.0 8 3.0 0.122 8.8 LOS A 0.7 18.5 0.80 0.72 0.80 23.4 18 R2 42 3.0 46 3.0 0.122 8.8 LOS A 0.7 18.5 0.80 0.72 0.80 25.7 Approach 56 3.0 61 3.0 0.122 8.8 LOS A 0.7 18.5 0.80 0.72 0.80 25.5 East: Kagy Blvd 1 L2 7 3.0 8 3.0 0.571 10.6 LOS B 5.2 132.8 0.50 0.30 0.50 26.8 6 T1 539 3.0 586 3.0 0.571 10.6 LOS B 5.2 132.8 0.50 0.30 0.50 29.8 16 R2 17 3.0 18 3.0 0.571 10.6 LOS B 5.2 132.8 0.50 0.30 0.50 25.4 Approach 563 3.0 612 3.0 0.571 10.6 LOS B 5.2 132.8 0.50 0.30 0.50 29.7 North: S 7th Ave 7 L2 29 3.0 32 3.0 0.423 11.7 LOS B 3.0 76.7 0.80 0.81 0.88 25.6 4 T1 7 3.0 8 3.0 0.423 11.7 LOS B 3.0 76.7 0.80 0.81 0.88 22.7 14 R2 216 3.0 235 3.0 0.423 11.7 LOS B 3.0 76.7 0.80 0.81 0.88 24.9 Approach 252 3.0 274 3.0 0.423 11.7 LOS B 3.0 76.7 0.80 0.81 0.88 24.9 West: Kagy Blvd 5 L2 81 3.0 88 3.0 0.707 13.9 LOS B 9.8 252.0 0.50 0.22 0.50 25.6 2 T1 654 3.0 711 3.0 0.707 13.9 LOS B 9.8 252.0 0.50 0.22 0.50 28.4 12 R2 6 3.0 7 3.0 0.707 13.9 LOS B 9.8 252.0 0.50 0.22 0.50 24.4 Approach 741 3.0 805 3.0 0.707 13.9 LOS B 9.8 252.0 0.50 0.22 0.50 28.0 All Vehicles 1612 3.0 1752 3.0 0.707 12.2 LOS B 9.8 252.0 0.56 0.36 0.57 27.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 5:17:04 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improvements-2026\Kagy_Roundabouts.sip9 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 47.2 D 11 43.8 D 14 WB 44.3 D 9 45.7 D 14 NB 2.8 A 8 6.4 A 16 SB 15.2 B 10 24.9 C 15 Intersection 22.4 C --26.5 C -- EB 46.1 D 19 34.3 C 18 WB 31.8 C 3 32.2 C 3 NB 4.8 A 5 9.2 A 6 SB 8.5 A 5 13.1 B 8 Intersection 16.5 B --16.1 B -- EB 43.7 D 7 40.6 D 6 WB 33.8 C 8 28.3 C 12 NB 11.2 B 15 27.0 C 11 SB 32.4 C 13 30.4 C 13 Intersection 26.4 C --29.7 C -- EB 29.7 C 16 26.4 C 13 WB 24.7 C 9 33.5 C 16 NB 29.8 C 18 31.3 C 11 SB 19.4 B 5 32.2 C 6 Intersection 27.4 C --30.7 C -- EB 9.3 A 3 17.2 C 7 WB 11.3 B 3 18.4 C 8 NB 20.3 C 6 15.2 C 3 SB 7.5 A 1 29.1 D 8 Intersection 12.4 B --19.6 C -- EB 5.5 A 7 19.3 B 30 WB 3.6 A 8 11.7 B 18 NB 23.3 C 2 21.7 C 2 SB 29.3 C 2 33.8 C 6 Intersection 6.2 A --19.1 B -- EB 17.6 C 13 23.1 C 18 WB 24.1 C 22 13.9 B 7 NB 8.1 A 1 12.1 B 1 SB 7.7 A 1 20.8 C 6 Intersection 19.7 C --19.2 C -- EB 27.0 C 17 29.7 C 28 WB 32.3 C 22 27.0 C 20 NB 33.1 C 19 35.4 D 9 SB 25.8 C 6 35.6 D 11 Intersection 30.2 C --31.1 C -- Intersection Control Multi-Lane Roundabout Kagy Boulevard & South 11th Avenue Intersection Control Roundabout Kagy Boulevard & South 7th Avenue Kagy Boulevard & South 7th Avenue Intersection Control Signalized, SB RT lane Kagy Boulevard & South Willson Avenue Intersection Control Signalized, addl. E/W lanes Kagy Boulevard & South 11th Avenue Intersection Control Signalized Intersection Control Signalized, dual SB LT, WB RT lanes South 19th Avenue & Kagy Boulevard South 19th Avenue & West College Street Intersection Control Signalized, optimized South 19th Avenue & West Garfield Street Intersection Approach Future (2037) - Improvements AM Peak PM Peak Intersection Control Signalized, optimized Queues 18: S 19th Ave & W College St 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 86 262 127 99 221 82 138 641 128 598 v/c Ratio 0.26 0.76 0.22 0.36 0.58 0.14 0.30 0.42 0.30 0.40 Control Delay 27.6 58.9 4.5 29.6 47.6 5.0 9.5 16.4 13.3 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 58.9 4.5 29.6 47.6 5.0 9.5 16.4 13.3 23.0 Queue Length 50th (ft) 46 193 0 53 157 0 22 118 40 152 Queue Length 95th (ft) 76 264 35 85 222 29 49 192 81 241 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 334 685 602 278 692 606 491 1521 462 1510 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.38 0.21 0.36 0.32 0.14 0.28 0.42 0.28 0.40 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 241 117 91 203 75 127 527 63 118 491 59 Future Volume (veh/h) 79 241 117 91 203 75 127 527 63 118 491 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1709 1750 1723 1723 1736 1709 1750 1709 1709 1709 Adj Flow Rate, veh/h 86 262 127 99 221 82 138 573 68 128 534 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 3 0 2 2 1 3 0 3 3 3 Cap, veh/h 228 310 342 195 318 345 518 1608 190 571 1596 191 Arrive On Green 0.05 0.18 0.18 0.06 0.18 0.18 0.11 1.00 1.00 0.05 0.55 0.55 Sat Flow, veh/h 1667 1709 1448 1667 1723 1460 1654 2924 346 1628 2921 349 Grp Volume(v), veh/h 86 262 127 99 221 82 138 318 323 128 296 302 Grp Sat Flow(s),veh/h/ln 1667 1709 1448 1667 1723 1460 1654 1624 1647 1628 1624 1646 Q Serve(g_s), s 5.0 17.8 8.8 5.8 14.4 5.5 4.5 0.0 0.0 4.1 12.1 12.2 Cycle Q Clear(g_c), s 5.0 17.8 8.8 5.8 14.4 5.5 4.5 0.0 0.0 4.1 12.1 12.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.21 Lane Grp Cap(c), veh/h 228 310 342 195 318 345 518 893 906 571 887 900 V/C Ratio(X) 0.38 0.85 0.37 0.51 0.69 0.24 0.27 0.36 0.36 0.22 0.33 0.34 Avail Cap(c_a), veh/h 233 689 664 195 695 664 593 893 906 650 887 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 47.5 38.4 38.3 45.8 37.1 10.5 0.0 0.0 10.5 15.1 15.1 Incr Delay (d2), s/veh 1.0 6.3 0.7 2.2 2.7 0.4 0.3 1.1 1.1 0.2 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 8.0 3.2 2.5 6.5 0.0 1.4 0.3 0.3 1.4 4.5 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 53.8 39.0 40.5 48.5 37.5 10.8 1.1 1.1 10.7 16.1 16.1 LnGrp LOS D D D D D D B A A B B B Approach Vol, veh/h 475 402 779 726 Approach Delay, s/veh 47.2 44.3 2.8 15.2 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 72.5 10.0 28.3 9.6 72.1 9.6 28.8 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 12.0 33.5 7.0 48.4 12.0 33.5 7.0 48.4 Max Q Clear Time (g_c+I1), s 6.1 2.0 7.8 19.8 6.5 14.2 7.0 16.4 Green Ext Time (p_c), s 0.1 4.0 0.0 2.0 0.1 3.3 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 7 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 12 21 583 9 44 380 747 21 712 v/c Ratio 0.15 0.19 0.94 0.11 0.36 0.47 0.28 0.05 0.43 Control Delay 55.7 55.9 53.6 54.2 44.9 10.2 3.0 3.9 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.7 55.9 53.6 54.2 44.9 10.2 3.0 3.9 12.7 Queue Length 50th (ft) 9 16 403 7 20 59 50 1 89 Queue Length 95th (ft) 29 42 453 24 58 111 65 m6 125 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 360 495 620 368 479 803 2681 450 1663 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.94 0.02 0.09 0.47 0.28 0.05 0.43 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 19 536 8 25 16 350 679 8 19 607 48 Future Volume (veh/h) 11 19 536 8 25 16 350 679 8 19 607 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1709 1750 1750 1750 1723 1709 1750 1750 1709 1709 Adj Flow Rate, veh/h 12 21 583 9 27 17 380 738 9 21 660 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 3 0 0 0 2 3 0 0 3 3 Cap, veh/h 425 496 646 448 284 179 598 1861 23 403 1296 102 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.32 1.00 1.00 0.04 0.85 0.85 Sat Flow, veh/h 1384 1750 1448 1413 1004 632 1641 3285 40 1667 3049 240 Grp Volume(v), veh/h 12 21 583 9 0 44 380 365 382 21 351 361 Grp Sat Flow(s),veh/h/ln 1384 1750 1448 1413 0 1636 1641 1624 1702 1667 1624 1666 Q Serve(g_s), s 0.8 1.0 34.0 0.6 0.0 2.4 16.5 0.0 0.0 0.8 6.9 6.9 Cycle Q Clear(g_c), s 3.1 1.0 34.0 1.6 0.0 2.4 16.5 0.0 0.0 0.8 6.9 6.9 Prop In Lane 1.00 1.00 1.00 0.39 1.00 0.02 1.00 0.14 Lane Grp Cap(c), veh/h 425 496 646 448 0 464 598 920 964 403 690 708 V/C Ratio(X) 0.03 0.04 0.90 0.02 0.00 0.09 0.64 0.40 0.40 0.05 0.51 0.51 Avail Cap(c_a), veh/h 425 496 646 448 0 464 769 920 964 466 690 708 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 32.8 31.2 30.8 31.8 0.0 31.7 10.7 0.0 0.0 18.2 5.7 5.7 Incr Delay (d2), s/veh 0.0 0.0 16.1 0.0 0.0 0.1 1.1 1.3 1.2 0.0 2.5 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.4 18.3 0.2 0.0 1.0 3.9 0.3 0.3 0.3 2.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 31.2 46.9 31.8 0.0 31.8 11.8 1.3 1.2 18.3 8.2 8.1 LnGrp LOS C C D C A C B A A B A A Approach Vol, veh/h 616 53 1127 733 Approach Delay, s/veh 46.1 31.8 4.8 8.5 Approach LOS D C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 74.5 40.0 22.5 57.5 40.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 7.0 63.5 34.0 32.0 38.5 34.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 36.0 18.5 8.9 4.4 Green Ext Time (p_c), s 0.0 4.9 0.0 1.0 4.4 0.2 Intersection Summary HCM 6th Ctrl Delay 16.5 HCM 6th LOS B Queues 27: S 19th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 143 135 50 183 90 453 101 715 379 702 473 v/c Ratio 0.49 0.64 0.12 0.69 0.38 0.35 0.24 0.62 0.43 0.80 0.26 Control Delay 42.1 63.3 1.8 51.5 50.9 9.4 14.2 38.5 7.7 46.5 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 63.3 1.8 51.5 50.9 9.4 14.2 38.5 7.7 46.5 11.9 Queue Length 50th (ft) 87 101 0 115 65 55 32 276 36 252 93 Queue Length 95th (ft) 144 161 7 #187 112 78 m54 358 95 m311 m105 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 294 414 410 267 428 1303 418 1161 888 903 1794 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.33 0.12 0.69 0.21 0.35 0.24 0.62 0.43 0.78 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 132 124 46 168 83 417 93 658 349 646 383 52 Future Volume (veh/h) 132 124 46 168 83 417 93 658 349 646 383 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1750 1695 1709 1723 1750 1723 1750 1750 1709 1750 Adj Flow Rate, veh/h 143 135 50 183 90 453 101 715 379 702 416 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 4 3 2 0 2 0 0 3 0 Cap, veh/h 331 261 299 293 278 1015 505 1266 697 752 1634 223 Arrive On Green 0.07 0.15 0.15 0.08 0.16 0.16 0.10 0.77 0.77 0.39 0.95 0.95 Sat Flow, veh/h 1641 1723 1483 1615 1709 2569 1667 3273 1483 3233 2871 391 Grp Volume(v), veh/h 143 135 50 183 90 453 101 715 379 702 234 239 Grp Sat Flow(s),veh/h/ln 1641 1723 1483 1615 1709 1285 1667 1637 1483 1617 1624 1639 Q Serve(g_s), s 8.7 8.7 3.3 10.0 5.6 15.5 4.4 10.6 12.3 25.0 1.1 1.1 Cycle Q Clear(g_c), s 8.7 8.7 3.3 10.0 5.6 15.5 4.4 10.6 12.3 25.0 1.1 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 331 261 299 293 278 1015 505 1266 697 752 924 933 V/C Ratio(X) 0.43 0.52 0.17 0.62 0.32 0.45 0.20 0.56 0.54 0.93 0.25 0.26 Avail Cap(c_a), veh/h 331 416 433 293 432 1246 505 1266 697 808 924 933 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.7 46.8 39.6 41.1 44.4 26.7 19.2 9.5 7.4 35.8 1.3 1.3 Incr Delay (d2), s/veh 0.9 1.6 0.3 4.1 0.7 0.3 0.1 1.4 2.3 17.1 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 3.9 1.2 1.0 2.4 4.7 1.6 2.7 2.7 10.0 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.6 48.4 39.8 45.3 45.1 27.0 19.4 10.9 9.7 52.9 2.0 2.0 LnGrp LOS D D D D D C B B A D A A Approach Vol, veh/h 328 726 1195 1175 Approach Delay, s/veh 43.7 33.8 11.2 32.4 Approach LOS D C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 31.9 51.3 14.0 22.8 10.0 73.2 12.7 24.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.6 4.0 4.9 4.0 4.6 Max Green Setting (Gmax), s 30.0 33.5 10.0 29.0 6.0 57.5 8.7 30.3 Max Q Clear Time (g_c+I1), s 27.0 14.3 12.0 10.7 6.4 3.1 10.7 17.5 Green Ext Time (p_c), s 0.9 5.9 0.0 0.8 0.0 2.9 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 26.4 HCM 6th LOS C Queues 30: W Kagy Blvd & S 7th Ave 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) 298 716 40 773 21 22 83 v/c Ratio 0.61 0.50 0.08 0.55 0.13 0.17 0.37 Control Delay 10.6 4.2 2.4 4.7 28.3 36.7 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 4.2 2.4 4.7 28.3 36.7 13.8 Queue Length 50th (ft) 41 82 3 94 7 11 0 Queue Length 95th (ft) 155 168 10 195 27 32 40 Internal Link Dist (ft) 241 698 218 664 Turn Bay Length (ft) 100 130 115 Base Capacity (vph) 496 1461 536 1436 445 359 466 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.49 0.07 0.54 0.05 0.06 0.18 Intersection Summary HCM 6th Signalized Intersection Summary 30: W Kagy Blvd & S 7th Ave 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 274 617 41 37 627 84 2 11 6 9 11 76 Future Volume (veh/h) 274 617 41 37 627 84 2 11 6 9 11 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1736 1709 1750 1723 1723 1750 1750 1750 1545 1614 1750 Adj Flow Rate, veh/h 298 671 45 40 682 91 2 12 7 10 12 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 3 0 2 2 0 0 0 15 10 0 Cap, veh/h 517 1210 81 562 1119 149 80 82 44 132 88 121 Arrive On Green 0.75 0.75 0.75 0.75 0.75 0.75 0.08 0.08 0.08 0.08 0.08 0.08 Sat Flow, veh/h 708 1609 108 747 1488 199 84 1005 544 435 1076 1483 Grp Volume(v), veh/h 298 0 716 40 0 773 21 0 0 22 0 83 Grp Sat Flow(s),veh/h/ln 708 0 1717 747 0 1687 1633 0 0 1511 0 1483 Q Serve(g_s), s 18.0 0.0 9.6 1.3 0.0 11.3 0.0 0.0 0.0 0.0 0.0 2.9 Cycle Q Clear(g_c), s 29.3 0.0 9.6 10.9 0.0 11.3 0.6 0.0 0.0 0.7 0.0 2.9 Prop In Lane 1.00 0.06 1.00 0.12 0.10 0.33 0.45 1.00 Lane Grp Cap(c), veh/h 517 0 1291 562 0 1268 206 0 0 220 0 121 V/C Ratio(X) 0.58 0.00 0.55 0.07 0.00 0.61 0.10 0.00 0.00 0.10 0.00 0.69 Avail Cap(c_a), veh/h 805 0 1988 866 0 1954 629 0 0 601 0 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 2.9 5.2 0.0 3.1 23.1 0.0 0.0 23.1 0.0 24.1 Incr Delay (d2), s/veh 1.0 0.0 0.4 0.1 0.0 0.5 0.2 0.0 0.0 0.2 0.0 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 1.1 0.2 0.0 1.3 0.2 0.0 0.0 0.3 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.8 0.0 3.2 5.2 0.0 3.5 23.3 0.0 0.0 23.3 0.0 30.8 LnGrp LOS B A A A A A C A A C A C Approach Vol, veh/h 1014 813 21 105 Approach Delay, s/veh 5.5 3.6 23.3 29.3 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 45.1 8.9 45.1 8.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 62.5 18.5 62.5 18.5 Max Q Clear Time (g_c+I1), s 31.3 4.9 13.3 2.6 Green Ext Time (p_c), s 9.3 0.2 7.6 0.0 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Queues 33: S 11th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 103 989 22 674 146 527 90 176 v/c Ratio 0.35 0.80 0.12 0.65 0.27 0.84 0.39 0.30 Control Delay 17.7 28.5 15.1 26.6 14.1 35.9 18.3 19.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 28.5 15.1 26.6 14.1 35.9 18.3 19.8 Queue Length 50th (ft) 31 218 6 155 38 224 23 56 Queue Length 95th (ft) 64 #379 20 223 82 #437 54 116 Internal Link Dist (ft) 602 975 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 292 1464 189 1328 533 803 233 733 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.68 0.12 0.51 0.27 0.66 0.39 0.24 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 95 805 105 20 513 107 134 368 117 83 122 40 Future Volume (veh/h) 95 805 105 20 513 107 134 368 117 83 122 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1709 1736 1723 1723 1709 1723 1709 1750 Adj Flow Rate, veh/h 103 875 114 22 558 116 146 400 127 90 133 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 3 1 2 2 3 2 3 0 Cap, veh/h 291 1038 135 172 833 173 529 450 143 232 411 133 Arrive On Green 0.06 0.35 0.35 0.02 0.31 0.31 0.08 0.36 0.36 0.05 0.33 0.33 Sat Flow, veh/h 1641 2958 385 1667 2678 555 1641 1253 398 1641 1237 400 Grp Volume(v), veh/h 103 492 497 22 338 336 146 0 527 90 0 176 Grp Sat Flow(s),veh/h/ln 1641 1663 1681 1667 1624 1609 1641 0 1651 1641 0 1637 Q Serve(g_s), s 3.1 20.8 20.8 0.7 13.8 13.9 4.3 0.0 22.9 2.7 0.0 6.1 Cycle Q Clear(g_c), s 3.1 20.8 20.8 0.7 13.8 13.9 4.3 0.0 22.9 2.7 0.0 6.1 Prop In Lane 1.00 0.23 1.00 0.34 1.00 0.24 1.00 0.24 Lane Grp Cap(c), veh/h 291 584 590 172 505 501 529 0 593 232 0 544 V/C Ratio(X) 0.35 0.84 0.84 0.13 0.67 0.67 0.28 0.00 0.89 0.39 0.00 0.32 Avail Cap(c_a), veh/h 322 685 693 227 627 621 550 0 737 232 0 666 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.7 22.8 22.8 19.4 22.8 22.8 14.2 0.0 23.0 18.4 0.0 19.0 Incr Delay (d2), s/veh 0.7 8.3 8.2 0.3 2.0 2.0 0.3 0.0 11.0 1.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 8.8 8.8 0.3 5.2 5.2 1.6 0.0 10.3 1.0 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.4 31.0 31.0 19.8 24.8 24.9 14.5 0.0 34.0 19.5 0.0 19.4 LnGrp LOS B C C B C C B A C B A B Approach Vol, veh/h 1092 696 673 266 Approach Delay, s/veh 29.7 24.7 29.8 19.4 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.5 32.3 9.0 30.3 7.5 29.3 7.0 32.4 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 4.0 31.4 7.0 31.0 6.0 29.4 4.0 34.0 Max Q Clear Time (g_c+I1), s 2.7 22.8 6.3 8.1 5.1 15.9 4.7 24.9 Green Ext Time (p_c), s 0.0 4.0 0.0 1.0 0.0 3.4 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 120 448 65 178 571 259 121 420 200 142 143 127 v/c Ratio 0.46 0.73 0.08 0.49 0.86 0.37 0.26 0.86 0.27 0.59 0.30 0.18 Control Delay 20.0 38.2 1.7 18.6 43.8 6.2 23.0 55.6 7.1 33.7 33.0 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 38.2 1.7 18.6 43.8 6.2 23.0 55.6 7.1 33.7 33.0 4.6 Queue Length 50th (ft) 41 272 0 64 356 16 52 273 21 62 77 0 Queue Length 95th (ft) 76 407 13 109 526 71 102 #467 70 117 143 38 Internal Link Dist (ft) 548 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 100 Base Capacity (vph) 259 786 775 383 863 836 470 604 763 241 598 694 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.57 0.08 0.46 0.66 0.31 0.26 0.70 0.26 0.59 0.24 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 01/12/2023 AM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 412 60 164 525 238 111 386 184 131 132 117 Future Volume (veh/h) 110 412 60 164 525 238 111 386 184 131 132 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1723 1723 1709 1709 1750 1736 1723 1736 1750 Adj Flow Rate, veh/h 120 448 65 178 571 0 121 420 200 142 143 127 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 0 2 2 3 3 0 1 2 1 0 Cap, veh/h 232 602 619 335 639 460 486 540 246 489 514 Arrive On Green 0.06 0.35 0.35 0.09 0.37 0.00 0.07 0.28 0.28 0.07 0.28 0.28 Sat Flow, veh/h 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 1736 1483 Grp Volume(v), veh/h 120 448 65 178 571 0 121 420 200 142 143 127 Grp Sat Flow(s),veh/h/ln 1641 1736 1483 1641 1723 1448 1628 1750 1471 1641 1736 1483 Q Serve(g_s), s 4.4 21.4 2.5 6.3 29.4 0.0 4.9 21.5 9.4 5.8 6.1 5.8 Cycle Q Clear(g_c), s 4.4 21.4 2.5 6.3 29.4 0.0 4.9 21.5 9.4 5.8 6.1 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 232 602 619 335 639 460 486 540 246 489 514 V/C Ratio(X) 0.52 0.74 0.11 0.53 0.89 0.26 0.86 0.37 0.58 0.29 0.25 Avail Cap(c_a), veh/h 248 847 828 398 932 466 650 677 246 644 647 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.2 27.1 16.8 19.4 27.9 0.0 21.8 32.3 21.9 24.5 26.5 22.0 Incr Delay (d2), s/veh 1.8 2.2 0.1 1.3 8.0 0.0 0.3 9.1 0.4 3.3 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 8.8 0.9 2.4 12.8 0.0 1.9 10.2 3.3 2.4 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.9 29.4 16.8 20.7 35.9 0.0 22.1 41.4 22.3 27.8 26.8 22.3 LnGrp LOS C C B C D C D C C C C Approach Vol, veh/h 633 749 741 412 Approach Delay, s/veh 27.0 32.3 33.1 25.8 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.4 39.7 9.6 33.6 9.1 42.0 10.0 33.2 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 12.0 46.0 7.0 35.0 7.0 51.0 7.0 35.0 Max Q Clear Time (g_c+I1), s 8.3 23.4 6.9 8.1 6.4 31.4 7.8 23.5 Green Ext Time (p_c), s 0.2 2.9 0.0 1.3 0.0 3.5 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. Queues 18: S 19th Ave & W College St 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 122 352 223 121 343 110 252 824 148 795 v/c Ratio 0.47 0.81 0.32 0.47 0.81 0.17 0.65 0.60 0.43 0.64 Control Delay 30.0 56.5 10.0 30.3 56.3 3.7 25.6 28.0 18.0 34.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.0 56.5 10.0 30.3 56.3 3.7 25.6 28.0 18.0 34.4 Queue Length 50th (ft) 61 257 49 60 250 0 74 285 54 274 Queue Length 95th (ft) 97 333 90 96 326 29 148 395 99 363 Internal Link Dist (ft) 602 630 1224 724 Turn Bay Length (ft) 300 300 175 175 450 330 Base Capacity (vph) 262 632 704 255 620 673 387 1374 367 1244 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.56 0.32 0.47 0.55 0.16 0.65 0.60 0.40 0.64 Intersection Summary HCM 6th Signalized Intersection Summary 18: S 19th Ave & W College St 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 324 205 111 316 101 232 643 115 136 655 76 Future Volume (veh/h) 112 324 205 111 316 101 232 643 115 136 655 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1723 1750 1723 1750 1750 1723 1750 1750 1736 1750 Adj Flow Rate, veh/h 122 352 223 121 343 110 252 699 125 148 712 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 2 0 2 0 0 2 0 0 1 0 Cap, veh/h 197 406 485 190 400 440 419 1347 241 472 1340 156 Arrive On Green 0.06 0.23 0.23 0.06 0.23 0.23 0.20 0.97 0.97 0.06 0.45 0.45 Sat Flow, veh/h 1667 1750 1460 1667 1723 1483 1667 2774 496 1667 2977 347 Grp Volume(v), veh/h 122 352 223 121 343 110 252 412 412 148 394 401 Grp Sat Flow(s),veh/h/ln 1667 1750 1460 1667 1723 1483 1667 1637 1633 1667 1650 1674 Q Serve(g_s), s 6.7 23.2 14.4 6.7 22.9 6.8 10.0 1.7 1.7 5.7 20.7 20.8 Cycle Q Clear(g_c), s 6.7 23.2 14.4 6.7 22.9 6.8 10.0 1.7 1.7 5.7 20.7 20.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 0.21 Lane Grp Cap(c), veh/h 197 406 485 190 400 440 419 795 793 472 743 754 V/C Ratio(X) 0.62 0.87 0.46 0.64 0.86 0.25 0.60 0.52 0.52 0.31 0.53 0.53 Avail Cap(c_a), veh/h 197 633 674 190 623 632 419 795 793 531 743 754 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 44.3 31.6 35.2 44.2 32.0 14.8 0.9 0.9 15.5 23.8 23.8 Incr Delay (d2), s/veh 5.9 7.7 0.7 6.8 7.2 0.3 2.3 2.3 2.3 0.4 2.7 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 10.8 5.2 3.1 10.6 2.5 3.1 0.8 0.8 2.1 8.3 8.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.0 52.0 32.3 42.0 51.3 32.3 17.0 3.2 3.2 15.9 26.5 26.5 LnGrp LOS D D C D D C B A A B C C Approach Vol, veh/h 697 574 1076 943 Approach Delay, s/veh 43.8 45.7 6.4 24.9 Approach LOS D D A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 64.8 10.0 34.5 15.0 60.5 10.0 34.5 Change Period (Y+Rc), s 3.0 6.5 3.0 6.6 3.0 6.5 3.0 6.6 Max Green Setting (Gmax), s 12.0 38.5 7.0 43.4 12.0 38.5 7.0 43.4 Max Q Clear Time (g_c+I1), s 7.7 3.7 8.7 25.2 12.0 22.8 8.7 24.9 Green Ext Time (p_c), s 0.1 5.5 0.0 2.7 0.0 4.2 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Queues 21: S 19th Ave & W Garfield St 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 7 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 36 18 554 13 65 449 926 30 943 v/c Ratio 0.39 0.14 0.93 0.13 0.42 0.66 0.35 0.08 0.53 Control Delay 63.8 52.6 54.3 53.2 35.1 13.2 3.0 3.8 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.8 52.6 54.3 53.2 35.1 13.2 3.0 3.8 13.0 Queue Length 50th (ft) 27 13 388 10 21 60 65 1 122 Queue Length 95th (ft) 61 36 429 30 65 136 95 m5 181 Internal Link Dist (ft) 871 595 1234 1224 Turn Bay Length (ft) 150 150 90 230 240 Base Capacity (vph) 354 495 595 370 480 683 2648 386 1766 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.04 0.93 0.04 0.14 0.66 0.35 0.08 0.53 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 21: S 19th Ave & W Garfield St 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 17 510 12 26 34 413 841 11 28 843 25 Future Volume (veh/h) 33 17 510 12 26 34 413 841 11 28 843 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1736 1750 1750 1750 1736 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 36 18 554 13 28 37 449 914 12 30 916 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 1 0 0 0 1 1 0 0 1 0 Cap, veh/h 403 496 687 295 194 256 532 1871 25 352 1322 39 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.37 1.00 1.00 0.05 0.81 0.81 Sat Flow, veh/h 1358 1750 1471 854 684 904 1654 3334 44 1667 3272 96 Grp Volume(v), veh/h 36 18 554 13 0 65 449 452 474 30 462 481 Grp Sat Flow(s),veh/h/ln 1358 1750 1471 854 0 1587 1654 1650 1728 1667 1650 1719 Q Serve(g_s), s 2.4 0.9 34.0 1.3 0.0 3.7 21.9 0.0 0.0 1.2 14.6 14.6 Cycle Q Clear(g_c), s 6.1 0.9 34.0 2.2 0.0 3.7 21.9 0.0 0.0 1.2 14.6 14.6 Prop In Lane 1.00 1.00 1.00 0.57 1.00 0.03 1.00 0.06 Lane Grp Cap(c), veh/h 403 496 687 295 0 450 532 926 970 352 667 695 V/C Ratio(X) 0.09 0.04 0.81 0.04 0.00 0.14 0.84 0.49 0.49 0.09 0.69 0.69 Avail Cap(c_a), veh/h 403 496 687 295 0 450 532 926 970 377 667 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 34.4 31.1 27.4 31.9 0.0 32.1 12.8 0.0 0.0 19.3 8.3 8.3 Incr Delay (d2), s/veh 0.1 0.0 7.1 0.1 0.0 0.1 11.8 1.8 1.8 0.1 4.8 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.4 14.8 0.3 0.0 1.5 6.1 0.5 0.5 0.5 3.6 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.5 31.2 34.4 32.0 0.0 32.3 24.6 1.8 1.8 19.4 13.0 12.8 LnGrp LOS C C C C A C C A A B B B Approach Vol, veh/h 608 78 1375 973 Approach Delay, s/veh 34.3 32.2 9.2 13.1 Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 73.8 40.0 25.0 55.0 40.0 Change Period (Y+Rc), s 3.0 6.5 6.0 3.0 6.5 6.0 Max Green Setting (Gmax), s 5.0 65.5 34.0 22.0 48.5 34.0 Max Q Clear Time (g_c+I1), s 3.2 2.0 36.0 23.9 16.6 5.7 Green Ext Time (p_c), s 0.0 6.6 0.0 0.0 6.4 0.4 Intersection Summary HCM 6th Ctrl Delay 16.1 HCM 6th LOS B Queues 27: S 19th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph) 141 102 47 328 127 778 46 504 273 632 647 v/c Ratio 0.52 0.57 0.12 0.75 0.35 0.55 0.15 0.50 0.30 0.80 0.38 Control Delay 36.2 63.2 0.6 42.9 41.9 13.3 20.0 42.5 5.8 51.3 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 63.2 0.6 42.9 41.9 13.3 20.0 42.5 5.8 51.3 18.6 Queue Length 50th (ft) 77 77 0 204 85 138 17 177 29 217 146 Queue Length 95th (ft) 120 130 0 280 133 173 m26 m261 m60 m309 m176 Internal Link Dist (ft) 1196 1964 1271 1273 Turn Bay Length (ft) 140 140 125 130 350 300 350 Base Capacity (vph) 278 268 398 453 487 1443 310 1018 918 822 1688 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.38 0.12 0.72 0.26 0.54 0.15 0.50 0.30 0.77 0.38 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 27: S 19th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 130 94 43 302 117 716 42 464 251 581 568 28 Future Volume (veh/h) 130 94 43 302 117 716 42 464 251 581 568 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1750 1750 1750 1736 1750 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 141 102 47 328 127 778 46 504 273 632 617 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 0 1 0 0 1 0 0 0 Cap, veh/h 304 292 296 500 452 1219 348 975 692 688 1527 74 Arrive On Green 0.09 0.17 0.17 0.18 0.26 0.26 0.04 0.39 0.39 0.36 0.79 0.79 Sat Flow, veh/h 1641 1750 1483 1667 1750 2590 1667 3325 1471 3233 3227 157 Grp Volume(v), veh/h 141 102 47 328 127 778 46 504 273 632 318 329 Grp Sat Flow(s),veh/h/ln 1641 1750 1483 1667 1750 1295 1667 1663 1471 1617 1663 1722 Q Serve(g_s), s 8.4 6.2 3.1 18.8 7.0 27.3 2.3 13.9 13.5 22.4 7.1 7.1 Cycle Q Clear(g_c), s 8.4 6.2 3.1 18.8 7.0 27.3 2.3 13.9 13.5 22.4 7.1 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 304 292 296 500 452 1219 348 975 692 688 787 815 V/C Ratio(X) 0.46 0.35 0.16 0.66 0.28 0.64 0.13 0.52 0.39 0.92 0.40 0.40 Avail Cap(c_a), veh/h 307 292 296 560 487 1272 363 975 692 781 787 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.67 1.67 1.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.63 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.6 44.2 39.7 30.9 35.6 24.0 27.7 30.1 17.6 37.7 7.4 7.4 Incr Delay (d2), s/veh 1.1 0.7 0.2 2.4 0.3 1.0 0.1 1.2 1.1 14.7 1.5 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 2.8 1.2 7.7 3.0 8.2 0.9 5.2 4.3 8.9 2.3 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.7 44.9 39.9 33.3 36.0 25.0 27.8 31.4 18.7 52.4 8.9 8.9 LnGrp LOS D D D C D C C C B D A A Approach Vol, veh/h 290 1233 823 1279 Approach Delay, s/veh 40.6 28.3 27.0 30.4 Approach LOS D C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 29.5 40.1 25.7 24.7 7.9 61.7 14.8 35.6 Change Period (Y+Rc), s 4.0 4.9 4.5 4.6 4.0 4.9 4.5 4.6 Max Green Setting (Gmax), s 29.0 29.1 25.5 18.4 5.0 53.1 10.5 33.4 Max Q Clear Time (g_c+I1), s 24.4 15.9 20.8 8.2 4.3 9.1 10.4 29.3 Green Ext Time (p_c), s 1.1 3.4 0.4 0.4 0.0 4.1 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 29.7 HCM 6th LOS C Queues 30: W Kagy Blvd & S 7th Ave 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) 120 979 10 813 83 55 323 v/c Ratio 0.41 0.84 0.05 0.70 0.25 0.22 0.73 Control Delay 11.8 18.4 6.2 12.1 12.2 27.4 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.8 18.4 6.2 12.1 12.2 27.4 21.8 Queue Length 50th (ft) 18 240 1 164 7 21 50 Queue Length 95th (ft) 77 #737 9 443 42 53 141 Internal Link Dist (ft) 241 698 218 664 Turn Bay Length (ft) 100 130 115 Base Capacity (vph) 358 1421 229 1416 677 546 741 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.69 0.04 0.57 0.12 0.10 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 30: W Kagy Blvd & S 7th Ave 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 892 8 9 725 23 9 9 58 41 9 297 Future Volume (veh/h) 110 892 8 9 725 23 9 9 58 41 9 297 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 120 970 9 10 788 25 10 10 63 45 10 323 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 302 1082 10 185 1054 33 75 71 284 380 75 372 Arrive On Green 0.63 0.63 0.63 0.63 0.63 0.63 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 682 1731 16 584 1687 54 77 283 1135 1156 300 1483 Grp Volume(v), veh/h 120 0 979 10 0 813 83 0 0 55 0 323 Grp Sat Flow(s),veh/h/ln 682 0 1747 584 0 1740 1496 0 0 1455 0 1483 Q Serve(g_s), s 10.9 0.0 34.6 1.1 0.0 23.8 0.0 0.0 0.0 0.0 0.0 15.1 Cycle Q Clear(g_c), s 34.6 0.0 34.6 35.6 0.0 23.8 3.1 0.0 0.0 1.8 0.0 15.1 Prop In Lane 1.00 0.01 1.00 0.03 0.12 0.76 0.82 1.00 Lane Grp Cap(c), veh/h 302 0 1092 185 0 1088 430 0 0 455 0 372 V/C Ratio(X) 0.40 0.00 0.90 0.05 0.00 0.75 0.19 0.00 0.00 0.12 0.00 0.87 Avail Cap(c_a), veh/h 389 0 1316 260 0 1311 597 0 0 618 0 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.7 0.0 11.6 26.8 0.0 9.5 21.5 0.0 0.0 21.0 0.0 26.0 Incr Delay (d2), s/veh 0.8 0.0 7.4 0.1 0.0 1.9 0.2 0.0 0.0 0.1 0.0 10.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 12.6 0.2 0.0 7.7 1.1 0.0 0.0 0.7 0.0 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 18.9 26.9 0.0 11.5 21.7 0.0 0.0 21.1 0.0 36.0 LnGrp LOS C A B C A B C A A C A D Approach Vol, veh/h 1099 823 83 378 Approach Delay, s/veh 19.3 11.7 21.7 33.8 Approach LOS B B C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 49.7 22.6 49.7 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 54.5 26.5 54.5 26.5 Max Q Clear Time (g_c+I1), s 36.6 17.1 37.6 5.1 Green Ext Time (p_c), s 8.6 1.0 5.8 0.4 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B Queues 33: S 11th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 112 893 105 1014 202 366 232 431 v/c Ratio 0.65 0.72 0.49 0.87 0.72 0.76 0.68 0.83 Control Delay 35.1 26.5 22.6 33.5 32.5 36.8 26.7 39.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.1 26.5 22.6 33.5 32.5 36.8 26.7 39.8 Queue Length 50th (ft) 31 206 29 244 66 167 77 199 Queue Length 95th (ft) #93 305 64 #392 #132 266 #133 313 Internal Link Dist (ft) 602 975 406 533 Turn Bay Length (ft) 115 150 220 200 Base Capacity (vph) 173 1286 216 1281 279 621 342 661 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.69 0.49 0.79 0.72 0.59 0.68 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 33: S 11th Ave & W Kagy Blvd 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 708 113 97 730 203 186 249 87 213 277 120 Future Volume (veh/h) 103 708 113 97 730 203 186 249 87 213 277 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 112 770 123 105 793 221 202 271 95 232 301 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 0 0 0 Cap, veh/h 213 1021 163 250 913 254 286 336 118 349 344 149 Arrive On Green 0.05 0.36 0.36 0.05 0.36 0.36 0.09 0.27 0.27 0.11 0.30 0.30 Sat Flow, veh/h 1667 2871 459 1667 2568 716 1667 1238 434 1667 1159 501 Grp Volume(v), veh/h 112 446 447 105 513 501 202 0 366 232 0 431 Grp Sat Flow(s),veh/h/ln 1667 1663 1667 1667 1663 1621 1667 0 1672 1667 0 1660 Q Serve(g_s), s 3.4 18.7 18.7 3.2 22.8 22.9 7.0 0.0 16.2 7.7 0.0 19.6 Cycle Q Clear(g_c), s 3.4 18.7 18.7 3.2 22.8 22.9 7.0 0.0 16.2 7.7 0.0 19.6 Prop In Lane 1.00 0.28 1.00 0.44 1.00 0.26 1.00 0.30 Lane Grp Cap(c), veh/h 213 591 593 250 591 576 286 0 454 349 0 493 V/C Ratio(X) 0.53 0.75 0.75 0.42 0.87 0.87 0.71 0.00 0.81 0.66 0.00 0.88 Avail Cap(c_a), veh/h 213 658 660 250 658 641 286 0 611 349 0 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.1 22.5 22.5 17.6 23.8 23.8 21.0 0.0 27.0 19.1 0.0 26.5 Incr Delay (d2), s/veh 2.4 4.4 4.4 1.1 11.1 11.4 7.6 0.0 5.7 4.7 0.0 10.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 7.5 7.5 1.2 10.1 9.9 3.2 0.0 7.0 3.3 0.0 8.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.5 27.0 27.0 18.7 35.0 35.2 28.6 0.0 32.7 23.8 0.0 36.8 LnGrp LOS C C C B C D C A C C A D Approach Vol, veh/h 1005 1119 568 663 Approach Delay, s/veh 26.4 33.5 31.3 32.2 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 33.8 10.0 28.5 7.0 33.8 12.0 26.5 Change Period (Y+Rc), s 3.0 5.6 3.0 5.0 3.0 5.6 3.0 5.0 Max Green Setting (Gmax), s 4.0 31.4 7.0 31.0 4.0 31.4 9.0 29.0 Max Q Clear Time (g_c+I1), s 5.2 20.7 9.0 21.6 5.4 24.9 9.7 18.2 Green Ext Time (p_c), s 0.0 4.1 0.0 2.0 0.0 3.4 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C Queues 36: W Kagy Blvd & S Willson Ave 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 240 687 107 203 553 167 103 218 124 210 266 137 v/c Ratio 0.60 0.87 0.12 0.70 0.74 0.23 0.39 0.71 0.21 0.67 0.74 0.21 Control Delay 16.9 39.5 4.4 26.2 32.9 6.6 29.5 53.3 5.1 37.9 51.3 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 39.5 4.4 26.2 32.9 6.6 29.5 53.3 5.1 37.9 51.3 4.1 Queue Length 50th (ft) 66 393 7 55 298 12 48 137 0 105 165 0 Queue Length 95th (ft) 128 #698 35 #148 #493 58 87 215 38 168 254 36 Internal Link Dist (ft) 548 652 509 408 Turn Bay Length (ft) 170 190 320 210 350 115 160 100 Base Capacity (vph) 406 801 896 288 750 714 264 590 577 315 647 664 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.86 0.12 0.70 0.74 0.23 0.39 0.37 0.21 0.67 0.41 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 36: W Kagy Blvd & S Willson Ave 01/12/2023 PM Peak West University 3:45 pm 01/11/2023 Future (2037) - improved Synchro 11 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 221 632 98 187 509 154 95 201 114 193 245 126 Future Volume (veh/h) 221 632 98 187 509 154 95 201 114 193 245 126 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1750 1723 1736 1750 1750 1750 1750 Adj Flow Rate, veh/h 240 687 107 203 553 0 103 218 124 210 266 137 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 0 2 1 0 0 0 0 Cap, veh/h 381 755 737 273 731 235 280 372 286 339 441 Arrive On Green 0.10 0.43 0.43 0.09 0.42 0.00 0.07 0.16 0.16 0.10 0.19 0.19 Sat Flow, veh/h 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 1750 1483 Grp Volume(v), veh/h 240 687 107 203 553 0 103 218 124 210 266 137 Grp Sat Flow(s),veh/h/ln 1667 1750 1483 1667 1750 1483 1641 1736 1483 1667 1750 1483 Q Serve(g_s), s 7.3 33.6 3.6 6.2 24.6 0.0 4.7 11.0 6.2 9.0 13.2 6.5 Cycle Q Clear(g_c), s 7.3 33.6 3.6 6.2 24.6 0.0 4.7 11.0 6.2 9.0 13.2 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 381 755 737 273 731 235 280 372 286 339 441 V/C Ratio(X) 0.63 0.91 0.15 0.74 0.76 0.44 0.78 0.33 0.73 0.78 0.31 Avail Cap(c_a), veh/h 427 901 861 287 843 235 666 702 286 728 771 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.7 24.3 12.4 19.9 22.6 0.0 29.8 36.8 27.9 28.7 35.0 24.8 Incr Delay (d2), s/veh 2.5 11.8 0.1 9.5 3.4 0.0 1.3 4.7 0.5 9.4 4.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 15.3 1.2 2.9 10.1 0.0 1.9 5.0 2.3 4.5 6.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 36.1 12.5 29.4 26.0 0.0 31.0 41.5 28.5 38.1 39.0 25.2 LnGrp LOS B D B C C C D C D D C Approach Vol, veh/h 1034 756 445 613 Approach Delay, s/veh 29.7 27.0 35.4 35.6 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 46.4 9.0 24.7 12.5 45.1 12.0 21.7 Change Period (Y+Rc), s 3.0 7.0 3.0 7.0 3.0 7.0 3.0 7.0 Max Green Setting (Gmax), s 9.0 47.0 6.0 38.0 12.0 44.0 9.0 35.0 Max Q Clear Time (g_c+I1), s 8.2 35.6 6.7 15.2 9.3 26.6 11.0 13.0 Green Ext Time (p_c), s 0.0 3.8 0.0 2.1 0.2 3.3 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. MOVEMENT SUMMARY Site: 101 [11th & Kagy AM 2037 2-lane (Site Folder: Improvements - 2037)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 134 3.0 146 3.0 0.306 12.4 LOS B 1.2 29.8 0.71 0.75 0.83 29.6 8 T1 368 3.0 400 3.0 0.739 26.9 LOS D 5.6 144.0 0.85 1.15 1.90 26.4 18 R2 117 3.0 127 3.0 0.215 8.8 LOS A 0.8 19.2 0.64 0.64 0.64 32.2 Approach 619 3.0 673 3.0 0.739 20.3 LOS C 5.6 144.0 0.78 0.97 1.43 28.0 East: Kagy Blvd 1 L2 20 3.0 22 3.0 0.467 11.8 LOS B 2.7 68.2 0.69 0.78 0.98 31.9 6 T1 513 3.0 558 3.0 0.467 11.4 LOS B 2.7 68.5 0.68 0.78 0.96 32.0 16 R2 107 3.0 116 3.0 0.467 10.9 LOS B 2.7 68.5 0.67 0.76 0.95 31.3 Approach 640 3.0 696 3.0 0.467 11.3 LOS B 2.7 68.5 0.68 0.77 0.96 31.9 North: S 11th Ave 7 L2 83 3.0 90 3.0 0.137 7.0 LOS A 0.5 12.5 0.58 0.58 0.58 31.8 4 T1 122 3.0 133 3.0 0.241 7.7 LOS A 0.9 23.0 0.59 0.59 0.59 33.8 14 R2 40 3.0 43 3.0 0.241 7.7 LOS A 0.9 23.0 0.59 0.59 0.59 32.8 Approach 245 3.0 266 3.0 0.241 7.5 LOS A 0.9 23.0 0.59 0.59 0.59 32.9 West: Kagy Blvd 5 L2 95 3.0 103 3.0 0.508 9.5 LOS A 2.9 74.8 0.54 0.43 0.54 32.6 2 T1 805 3.0 875 3.0 0.508 9.3 LOS A 2.9 74.8 0.53 0.41 0.53 32.8 12 R2 105 3.0 114 3.0 0.508 9.1 LOS A 2.9 73.9 0.52 0.40 0.52 32.2 Approach 1005 3.0 1092 3.0 0.508 9.3 LOS A 2.9 74.8 0.53 0.41 0.53 32.7 All Vehicles 2509 3.0 2727 3.0 0.739 12.4 LOS B 5.6 144.0 0.63 0.66 0.87 31.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 4:14:18 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improved - Future 2037\Kagy roundabouts-West University.sip9 MOVEMENT SUMMARY Site: 101 [11th & Kagy PM 2037 2-lane (Site Folder: Improvements - 2037)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 11th Ave 3 L2 186 3.0 202 3.0 0.443 16.2 LOS C 2.0 50.9 0.77 0.87 1.12 28.2 8 T1 249 3.0 271 3.0 0.520 16.8 LOS C 2.6 67.4 0.77 0.91 1.25 29.9 18 R2 87 3.0 95 3.0 0.165 8.3 LOS A 0.6 14.3 0.63 0.63 0.63 32.4 Approach 522 3.0 567 3.0 0.520 15.2 LOS C 2.6 67.4 0.74 0.85 1.10 29.6 East: Kagy Blvd 1 L2 97 3.0 105 3.0 0.709 19.1 LOS C 7.4 190.7 0.82 1.11 1.65 28.7 6 T1 730 3.0 793 3.0 0.709 18.5 LOS C 7.7 196.7 0.82 1.11 1.64 29.0 16 R2 203 3.0 221 3.0 0.709 17.8 LOS C 7.7 196.7 0.81 1.10 1.63 28.6 Approach 1030 3.0 1120 3.0 0.709 18.4 LOS C 7.7 196.7 0.82 1.11 1.64 28.9 North: S 11th Ave 7 L2 213 3.0 232 3.0 0.501 17.9 LOS C 2.4 62.4 0.78 0.91 1.23 27.7 4 T1 277 3.0 301 3.0 0.821 35.1 LOS E 7.5 192.0 0.89 1.31 2.36 24.0 14 R2 120 3.0 130 3.0 0.821 35.1 LOS E 7.5 192.0 0.89 1.31 2.36 23.5 Approach 610 3.0 663 3.0 0.821 29.1 LOS D 7.5 192.0 0.85 1.17 1.97 25.1 West: Kagy Blvd 5 L2 103 3.0 112 3.0 0.668 17.9 LOS C 6.0 152.6 0.80 1.04 1.52 29.1 2 T1 708 3.0 770 3.0 0.668 17.2 LOS C 6.1 157.0 0.79 1.04 1.51 29.4 12 R2 113 3.0 123 3.0 0.668 16.6 LOS C 6.1 157.0 0.78 1.03 1.50 29.1 Approach 924 3.0 1004 3.0 0.668 17.2 LOS C 6.1 157.0 0.79 1.04 1.51 29.4 All Vehicles 3086 3.0 3354 3.0 0.821 19.6 LOS C 7.7 196.7 0.80 1.05 1.57 28.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 4:14:26 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improved - Future 2037\Kagy roundabouts-West University.sip9 MOVEMENT SUMMARY Site: 101 [7th & Kagy AM 2037 (Site Folder: Improvements - 2037)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 7th Ave 3 L2 2 3.0 2 3.0 0.043 8.1 LOS A 0.2 3.9 0.65 0.64 0.65 33.4 8 T1 11 3.0 12 3.0 0.043 8.1 LOS A 0.2 3.9 0.65 0.64 0.65 33.3 18 R2 6 3.0 7 3.0 0.043 8.1 LOS A 0.2 3.9 0.65 0.64 0.65 32.4 Approach 19 3.0 21 3.0 0.043 8.1 LOS A 0.2 3.9 0.65 0.64 0.65 33.0 East: Kagy Blvd 1 L2 37 3.0 40 3.0 0.842 24.1 LOS C 21.5 550.7 0.99 1.43 2.19 27.1 6 T1 627 3.0 682 3.0 0.842 24.1 LOS C 21.5 550.7 0.99 1.43 2.19 27.1 16 R2 84 3.0 91 3.0 0.842 24.1 LOS C 21.5 550.7 0.99 1.43 2.19 26.5 Approach 748 3.0 813 3.0 0.842 24.1 LOS C 21.5 550.7 0.99 1.43 2.19 27.0 North: S 7th Ave 7 L2 9 3.0 10 3.0 0.167 7.7 LOS A 0.7 16.7 0.63 0.63 0.63 33.5 4 T1 11 3.0 12 3.0 0.167 7.7 LOS A 0.7 16.7 0.63 0.63 0.63 33.4 14 R2 76 3.0 83 3.0 0.167 7.7 LOS A 0.7 16.7 0.63 0.63 0.63 32.5 Approach 96 3.0 104 3.0 0.167 7.7 LOS A 0.7 16.7 0.63 0.63 0.63 32.7 West: Kagy Blvd 5 L2 274 3.0 298 3.0 0.807 17.6 LOS C 12.3 313.6 0.64 0.31 0.64 28.9 2 T1 617 3.0 671 3.0 0.807 17.6 LOS C 12.3 313.6 0.64 0.31 0.64 28.9 12 R2 41 3.0 45 3.0 0.807 17.6 LOS C 12.3 313.6 0.64 0.31 0.64 28.2 Approach 932 3.0 1013 3.0 0.807 17.6 LOS C 12.3 313.6 0.64 0.31 0.64 28.9 All Vehicles 1795 3.0 1951 3.0 0.842 19.7 LOS C 21.5 550.7 0.79 0.80 1.29 28.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 4:29:16 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improved - Future 2037\Kagy roundabouts-West University.sip9 MOVEMENT SUMMARY Site: 101 [7th & Kagy PM 2037 (Site Folder: Improvements - 2037)] New Site Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h %v/c sec veh ft mph South: S 7th Ave 3 L2 9 3.0 10 3.0 0.203 12.1 LOS B 0.7 18.7 0.74 0.74 0.74 31.4 8 T1 9 3.0 10 3.0 0.203 12.1 LOS B 0.7 18.7 0.74 0.74 0.74 31.3 18 R2 58 3.0 63 3.0 0.203 12.1 LOS B 0.7 18.7 0.74 0.74 0.74 30.5 Approach 76 3.0 83 3.0 0.203 12.1 LOS B 0.7 18.7 0.74 0.74 0.74 30.7 East: Kagy Blvd 1 L2 9 3.0 10 3.0 0.711 13.9 LOS B 7.0 179.8 0.66 0.44 0.66 31.0 6 T1 725 3.0 788 3.0 0.711 13.9 LOS B 7.0 179.8 0.66 0.44 0.66 30.9 16 R2 23 3.0 25 3.0 0.711 13.9 LOS B 7.0 179.8 0.66 0.44 0.66 30.1 Approach 757 3.0 823 3.0 0.711 13.9 LOS B 7.0 179.8 0.66 0.44 0.66 30.9 North: S 7th Ave 7 L2 41 3.0 45 3.0 0.658 20.8 LOS C 5.1 129.8 0.84 1.07 1.57 28.0 4 T1 9 3.0 10 3.0 0.658 20.8 LOS C 5.1 129.8 0.84 1.07 1.57 27.9 14 R2 297 3.0 323 3.0 0.658 20.8 LOS C 5.1 129.8 0.84 1.07 1.57 27.2 Approach 347 3.0 377 3.0 0.658 20.8 LOS C 5.1 129.8 0.84 1.07 1.57 27.3 West: Kagy Blvd 5 L2 110 3.0 120 3.0 0.877 23.1 LOS C 17.3 442.9 0.85 0.42 0.85 27.4 2 T1 892 3.0 970 3.0 0.877 23.1 LOS C 17.3 442.9 0.85 0.42 0.85 27.3 12 R2 8 3.0 9 3.0 0.877 23.1 LOS C 17.3 442.9 0.85 0.42 0.85 26.7 Approach 1010 3.0 1098 3.0 0.877 23.1 LOS C 17.3 442.9 0.85 0.42 0.85 27.3 All Vehicles 2190 3.0 2380 3.0 0.877 19.2 LOS C 17.3 442.9 0.78 0.54 0.89 28.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: SANDERSON STEWART | Licence: PLUS / 1PC | Processed: Thursday, January 12, 2023 4:29:23 PM Project: P:\22191_West_University_TIS_Bozeman\TRAFFIC\Capacity Calcs\Improved - Future 2037\Kagy roundabouts-West University.sip9 APPENDIX E ACCESS SPACING MEMORANDUM MEMORANDUM To: Simon Lindley, City of Bozeman Engineering From: Joey Staszcuk, PE, PTOE, RSP1, Senior Transportation Engineer Date: 3/22/23 Reference: 22191, Aaker Subdivision Supplemental PP-RC Comments The purpose of this memo is to address the City of Bozeman comments provided by the Engineering Department that require further information for the Aaker Subdivision Preliminary Plat Application. Specifically, this memo will address the Transportation Comments provided in the City’s February 17, 2023, correspondence. Access to the Aaker Subdivision is proposed via four new approaches on Kagy Boulevard and one new approach on Remington Way. These access points are modeled in the February 2023 TIS on page 15, Figure 5. The easternmost approach from Kagy Boulevard, South 23rd Avenue (TIS intersection #11), is located 475 feet west of South 22nd Avenue. The second approach on Kagy Boulevard (TIS intersection #12) is located 300-feet west of intersection #11 and 700- feet west of the South 22nd Avenue intersection. The third approach on Kagy Boulevard, South 25th Avenue (TIS intersection #13) is located 360-feet west of intersection #12 and 1060-feet west of South 22nd Avenue/ Kagy Boulevard intersection. The fourth proposed access (TIS intersection #14) is located 400-feet west of intersection #13 and 1460-feet west of South 22nd Avenue. There are approaches on the south side of Kagy Boulevard that mirror the approaches mentioned, with a planned center median on Kagy Boulevard. The purpose of intersection #12 is to serve access to the residential neighborhood with right-in, right-out movements. Adjacent to the site development, Kagy Boulevard is classified by the City of Bozeman as a Principal Arterial with a 35-mph speed limit. The roadway section is proposed to be a 2-lane cross section with a center median and center turn lanes. The City of Bozeman Uniform Development Code (UDC) (Table 38.400.090-I) outlines the required distance for partial access spacing on arterial streets, as Kagy Boulevard is classified adjacent to the site, to be 315- feet. The minimum separation for access locations on arterial streets is also noted as 315-feet in the same referenced table. TIS intersection #12 fall short of the required 315-feet spacing. A deviation is requested per the UDC, Section 38.400.090.H, for the two proposed approaches (TIS intersections #12 and the opposing access on the south side of the roadway) on Kagy March 22, 2023 2 Boulevard. UDC 38.400.090.H.3.a through 38.400.090.H.3.c are addressed in the TIS for both intersections. As provided in the TIS analysis, the 95th percentile max queueing occurring on Kagy Boulevard at both approaches is modeled to be less than a single vehicle on Kagy Boulevard. The intersection capacity analyses in the TIS noted that both intersections will operate at LOS A with minimal delay. The signalized intersection of South 19th Avenue and Kagy Boulevard is expected to have a max westbound queue of 175-feet in the future conditions analysis. Therefore, the two proposed approaches will not interfere with operations along Kagy Boulevard. Intersection Sight Distance (ISD) was evaluated at the proposed approach location using criteria from the MDT Traffic Engineering Manual, Chapter 28.9.2, and a 35-mph design speed was utilized based on the speed limit. Left turns are not permitted out of the accesses. For an egress right-turn movement, 335 feet is required to the east. There do not appear to be any vision restrictions within the sight triangles. Clear sight triangles should be evaluated during construction for any temporary traffic control restrictions. It is recommended that the two Aaker Subdivision approaches (TIS intersections #12 and the opposing access on the south side of Kagy Boulevard) deviations requests be approved as they are not anticipated to impact the health, safety or welfare of the public. Please feel free to contact me if you have any questions.