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HomeMy WebLinkAbout008 - Appendix G - TIS BLOCK B CONDOMINIUM TRAFFIC IMPACT STUDY 23564 Mr. Kyle Scarr, PE TD&H Engineering 234 E Babcock Street, Suite 3 Bozeman, MT 59715 May 2024 Block B Condominium Building TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION AND DESCRIPTION ........................................................................................................ 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 5 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 7 Crash History .................................................................................................................................... 7 TRIP GENERATION ................................................................................................................................ 10 TRIP DISTRIBUTION ............................................................................................................................... 11 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 11 Traffic Volumes................................................................................................................................ 11 Intersection Capacity ....................................................................................................................... 12 Mitigation Alternatives ..................................................................................................................... 16 CONCLUSIONS AND RECOMMENDATIONS ......................................................................................... 17 Conclusions .................................................................................................................................... 17 Recommendations ........................................................................................................................... 18 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2024) APPENDIX C – CAPACITY CALCULATIONS – FULL BUILDOUT (2027) & FUTURE (2039) APPENDIX D – TRAFFIC SIGNAL WARRANT WORKSHEETS APPENDIX E – ALL-WAY STOP-CONTROL WARRANT WORKSHEETS LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 8 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 8 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................. 10 Block B Condominium Building TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT…………………………………………………………………… ..................................... 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ...................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2024) PEAK HOUR TRAFFIC VOLUMES .............................................. 6 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 13 FIGURE 6: FULL BUILDOUT (2027) TRAFFIC PROJECTIONS .................................................................... 14 FIGURE 7: FUTURE (2039) TRAFFIC PROJECTIONS ................................................................................. 15 Block B Condominium Building TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed Block B Condominium Building in Bozeman, Montana on the surrounding transportation system. This report also provides recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION AND DESCRIPTION The Block B Condominium Building site is located on five (5) parcels north of East Babcock Street between South Church Avenue and South Wallace Avenue in downtown Bozeman, Montana. The site currently contains three (3) single-family detached homes and two (2) 10-unit apartment buildings. The lots are bordered by East Babcock Street to the south, a drive aisle and existing buildings to the north, a single household dwelling unit and Cider House to the east, and an existing parking lot to the west. Figure 1 on the following page depicts the designated study area. SITE DEVELOPMENT PLAN The site redevelopment plan for the Block B Condominium Building proposes construction of a seven-story building to include 46 total apartments on the upper six floors. The first floor of the building is proposed to include access to an underground parking garage (80 spaces), 2,016-square-feet of commercial space, a private gym, storage units, and a pet/bike washing area, all for building residents. The site is anticipated to be completed in Quarter 2 of 2027. Access to the Block B Condominium Building parking garage is proposed via one (1) new approach on East Babcock Street, which is an eastbound one-way street. The new approach would be located on the eastern side of the site and would consolidate three (3) existing driveways. City of Bozeman Planning has inquired about providing access via the east/west drive aisle on the north side of the site. However, the existing drive aisle is narrow and does not provide adequate width for two-way traffic. Additionally, sight distance for both vehicles and pedestrians is inadequate and may present safety concerns at access intersections with South Church Avenue and South Wallace Avenue. These locations also see more north/south pedestrian traffic to and from downtown than what occurs along East Babcock Street. Finally, increased vehicle conflict points are present at four-leg, two-way intersections as compared to the proposed approach along a one-way street. Figure 2 on page three (3) shows the current proposed site plan for the Block B Condominium Building. EXISTING CONDITIONS Streets Figure 3 on page four (4) shows the City of Bozeman street classifications and speed limits on study area streets. Additional study area street conditions are described below. Main Street has a four-lane section in the study area. Mendenhall Street is a westbound two-lane one-way street west of North Rouse Avenue and Babcock Street is an eastbound two-lane one-way street in the study area. All other study area streets generally have one travel lane in each direction with turn lanes at some intersections. On-street parallel parking is present on all study streets with limited no-parking zones, and all streets have curb and gutter. Block B Condominium Building TIS 2 Figure 1: Study Area Block B Condominium Building TIS 3 Figure 2: Site Layout Block B Condominium Building TIS 4 Figure 3: Street and Intersection Characteristics Block B Condominium Building TIS 5 Intersections Figure 3 also shows the traffic control utilized at each study area intersection. Additional characteristics of study area intersections are described below. All signalized intersections along Main Street are coordinated with no protection for turning movements except for the Rouse Avenue/Main Street intersection, which has protected/permissive phasing for southbound left-turns. There is a dedicated northbound left-turn lane at the Willson Avenue/Main Street intersection, a southbound left-turn lane at the Rouse Avenue/Main Street intersection, and a northbound right-turn lane at the Wallace Avenue/Main Street intersection. All other intersections with Main Street have no dedicated turn lanes. There are no dedicated turn lanes at the signalized North Willson Avenue/Mendenhall Street intersection. The signalized intersection of South Willson Avenue/Babcock Street has dedicated northbound right-turn and southbound left-turn lanes. Neither intersection has protected phasing for any turning movements. The Mendenhall Street/North Rouse Avenue intersection has dedicated northbound and southbound left-turn lanes as well as a westbound right-turn lane. The traffic signal operates with protected/permissive phasing for northbound and southbound left-turns with a westbound right-turn overlap phase. The North Rouse Avenue/Peach Street intersection has dedicated left-turn lanes on all approaches with eastbound and westbound right-turn lanes. The traffic signal operates with protected/permissive phasing for all left-turns with right-turn overlap phasing on the eastbound and westbound approaches. The South Rouse Avenue/Babcock Street, South Church Avenue/Babcock Street, and South Wallace Avenue/Babcock Street intersections are all stop-controlled on the north and south approaches. The eastbound approach at South Wallace Avenue/Babcock Street allows left-turns from both lanes, with two northbound receiving lanes on South Wallace Avenue. Bicycle/Pedestrian Facilities There are sidewalks along all streets within the study area except on the east side of South Wallace Avenue south of Main Street. There are no designated bike lanes in the study area except on North Rouse Avenue beginning north of Mendenhall Street. There are bike “sharrows” on North Wallace Avenue, which is a designated bike route along with Mendenhall Street. There are signalized pedestrian crossings at all signalized intersections and striped pedestrian crosswalks at all other intersections. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for study area intersections on Thursday, February 22, 2024. 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 4:45 to 5:45 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 (2024) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Block B Condominium Building TIS 6 Figure 4: Existing Conditions (2024) Peak Hour Traffic Volumes Block B Condominium Building TIS 7 Intersection Capacity Existing Conditions (2024) intersection capacity calculations were performed for the study area intersections using Synchro, Version 12, which is based on the Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, which indicates 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 (2024) intersection capacity calculations show that all intersections and approaches currently operate at LOS C or better during both peak hours with three (3) exceptions in the PM peak hour. The southbound approach at the South Rouse Avenue/Babcock Street intersection operates at LOS E, the northbound approach at the Wallace Avenue/Main Street intersection operates at LOS D, and the southbound approach at the North Broadway Avenue/Main Street intersection operates at LOS D, but only 0.1-second above the LOS C cutoff value. Existing 95th percentile queuing is generally minimal, with some moderate queuing along North Rouse Avenue at its intersections with Mendenhall Street and Peach Street. Figure 4 also shows the Existing Conditions (2024) LOS results at each intersection. A detailed capacity summary table and capacity calculation worksheets for each of the study area intersections can be found in Appendix B. Crash History Historical crash data was obtained from MDT for the five-year period from January 1, 2018 through December 31, 2022 for all study area intersections. The crash data was analyzed for the purpose of calculating intersection crash and severity rates and evaluating collision type trends. Note that no crashes were reported at the South Wallace Avenue/ Babcock Street intersection. Tables 1 and 2 on page eight (8) illustrate the results of that analysis. Intersection crash frequency rates were calculated on the basis of crashes per million vehicles entering (MVE). The MVE metric was estimated based on published historical ADT volumes from the MDT website and 2024 peak hour counts. Crash rates for study area intersections with reported crashes ranged from 0.03 crashes/MVE to 0.42 crashes/MVE, as shown in Table 1 on the following page. As a means of evaluating the relative significance of the calculated historical crash rates, Sanderson Stewart also calculated an expected rate using the predictive crash rate formulas in the American Association of State Highway and Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane configurations and traffic control. The calculation results 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 at each intersection. The results of the calculations for this study showed that the historical crash rates are lower than the predicted crash rates at all except the South Willson Avenue/Babcock Street intersection, which experienced approximately 30 percent more crashes than would be predicted. The HSM rate predictions and five-year crash totals for each intersection are summarized in Table 1 on the following page. Block B Condominium Building TIS 8 Severity indexes were also calculated for all study area intersections based on standard MDT protocols. The severity index gives an indication of relative crash severity for a location based on the number of fatal, injury, and property damage only (PDO) crashes. The highest severity index was found to be 3.00 at the intersection of Wallace Avenue/ Main Street due to the only reported crash resulting in an injury. The severity index was also 2.00 or higher at the Main Street/North Broadway Avenue and North Rouse Avenue/Peach Street intersections due to half and two-thirds of crashes resulting in injuries, respectively. Severity index calculation results are also shown in Table 1 above. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis. Rear end, right-angle, and parked car-involved crashes were found to be the most common collision types in the study area. Table 1: Crash History – Frequency and Severity Statistics PDO Injury FatalityAverage Crash Frequency (Crash/Yr)Crash Rate (Crash/MVE)SeverityIndexPredicted Average Crash Frequency (Crash/Yr)Predicted Crash Rate (Crash/MVE)Main St & N Broadway Ave1438263301.200.232.001.820.35S Church Ave & Babcock St597822000.400.181.000.930.43Church Ave & Main St1466453201.000.191.802.660.50S Rouse Ave & Babcock St607733000.600.271.000.940.42Rouse Ave & Main St1717466001.200.191.002.890.46Mendenhall St & N Rouse Ave954054101.000.291.401.580.45N Rouse Ave & Peach St1277331200.600.132.331.180.25S Wallace Ave & Babcock St694700000.000.000.000.350.14Wallace Ave & Main St1621110100.200.033.002.690.45S Willson Ave & Babcock St1160597201.800.421.441.400.33Willson Ave & Main St1760396301.800.281.673.070.48N Willson Ave & Mendenhall St920211000.200.061.001.340.401 Daily Entering Volume (DEV) estimated from 2024 peak hour counts and 2018-2022 MDT published ADTs2 Crashes reported from January 1, 2018 to December 31, 20223 Crash rates expressed as crashes per million vehicles entering (MVE)⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodologyHSM Predictions⁴IntersectionCrash Data3Crash Type2018-2022 DEV1Reported Crashes2Table 2: Crash History – Collision Type Rear EndRight AngleLT, ODLT, SDSS, SDParked CarFixed ObjectPedestrian Bicycle Other TotalMain St & N Broadway Ave22116S Church Ave & Babcock St22Church Ave & Main St21115S Rouse Ave & Babcock St1113Rouse Ave & Main St13116Mendenhall St & N Rouse Ave11215N Rouse Ave & Peach St123S Wallace Ave & Babcock St0Wallace Ave & Main St11S Willson Ave & Babcock St819Willson Ave & Main St321129N Willson Ave & Mendenhall St11Collision Type Block B Condominium Building TIS 9 Right-angle crashes were the most commonly reported collision type in the study area, with nine (9) of the 11 intersections with reported crashes recording at least one right-angle collision. Two of these intersections are stop-controlled and the remainder are signalized. Right-angle crashes were particularly prevalent at the signalized South Willson Avenue/Babcock Street intersection, accounting for eight (8) of nine (9) total crashes (89 percent) reported at the intersection. Right-angle crashes typically occur at signalized intersections when there is an increased presence of red-light-running. It is suggested that all-red clearance times be reviewed at the South Willson Avenue/Babcock Street intersection, as the current intervals are inadequate based on posted speed limits and intersection width when applying ITE-recommended formulas. Consideration should also be given to increasing presence of enforcement to target red-light-running and improve safety at the intersection. Right-angle crashes typically occur at unsignalized intersections when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers incorrectly detecting speeds of approaching vehicles, and/or high speeds on the main roadway. Rear end crashes were the second most common collision type in the study area and all of the reported rear end crashes occurred at signalized intersections. Rear end collisions commonly occur at signalized intersections because the signalized control is dynamic, thereby requiring 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, although all speed limits within the study area are 25-mph. 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, all of the existing yellow change intervals were found to be adequate for the posted speed limits. Another factor that typically contributes to a high occurrence of rear end crashes includes a lack of dedicated turn lanes where high turning movements are prevalent, which is the case at several of the signalized intersections in the study area, especially along Main Street. Rear end crashes can also occur in signalized corridors due to traffic queued between intersections. Collisions involving parked cars were reported at or adjacent to five (5) study intersections, for six (6) total collisions. This is likely due to the prevalence of on-street parallel parking on nearly all downtown streets. Of these six (6) crashes, three (3) involved impaired drivers, two (2) were hit and runs, and three (3) occurred between 11:00 PM and 1:00 AM. The crash at the Willson Avenue/Main Street intersection involved an ATV entering the traffic lane traveling southbound and striking one (1) parked car and two (2) vehicles in the travel lane. At the Mendenhall Street/North Rouse Avenue intersection, both parked car crashes occurred in the northbound direction in 2018 and 2019; that approach has since been restriped to prohibit on-street parking closer to the intersection. There were four (4) pedestrian crashes reported in the study area across three (3) intersections along Main Street. Two (2) of these crashes cited glare as a contributing factor and the other two (2) occurred with rainy weather conditions. Pedestrian phases at these intersections occur simultaneously with conflicting permissive turning movements on adjacent streets. Pedestrian volumes are often very high along Main Street, causing increased delays for turning vehicles and potentially leading to riskier gap acceptance behaviors by drivers. Implementation of a leading pedestrian interval (LPI) in the signal timing plans may provide increased visibility for pedestrians in crosswalks and allow them to clear the intersection with enough green time left over for vehicles to perform turning movements. Although no pedestrian crashes were reported at the study intersections along Babcock Street, curb bulb-outs should be considered at intersections along that corridor to provide increased pedestrian visibility. Left-turn, opposite direction (LT, OD) crashes were reported at the signalized intersections of Main Street with Church Avenue, Rouse Avenue, and Willson Avenue. These crashes typically occur due to lack of protection for left-turning Block B Condominium Building TIS 10 vehicles with permissive phasing at signalized intersections, which is the case for left-turns from Main Street at all three (3) intersections. There are currently not dedicated left-turn lanes along Main Street, which would be required to provide protected pedestrian phasing. In total, 17 of 50 crashes in the study area (34 percent) occurred with wet, snowy, or icy roadway conditions, 14 crashes (28 percent) occurred at dawn, dark, or dusk, and nine (9) crashes (18 percent) involved an impaired driver. No other crash trends were noted in the study area. 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, 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 study, Land Use 221 – Multifamily Housing (Mid-Rise) and Land Use 822 – Strip Retail Plaza (<40k), were utilized to project trip generation for the Block B Condominium Building. Table 3 below illustrates the results of the trip generation calculations for the site. At full buildout, the Block B Condominium Building is projected to generate a total of 319 gross average weekday trips with 22 trips (7 entering/15 exiting) generated during the AM peak hour and 31 trips (18 entering/13 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. Table 3: Trip Generation Summary IntensityUnitstotalenterexittotalenterexittotalenterexitMultifamily Housing (Mid-Rise)146Dwelling Units209105104174131811718711000312Strip Retail Plaza (<40k)22.021000 SF GFA1105555532137618117000321Pass-By Trips** (Avg. Rate = 40%)371819211422319160159227153118133618180006333718192114222461241222061421138(1)Multifamily Housing (Mid-Rise) - Land Use 221*Units = Dwelling UnitsAverage 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)(2)Strip Retail Plaza (<40k) - Land Use 822*Units = 1000 SF GFAAverage 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, 2017Internal Capture Trips**Total Buildout Gross TripsTotal Buildout Internal Capture TripsTotal Pass-By TripsTotal Buildout New External TripsInternal Capture Trips**AM Peak HourPM Peak HourLand UseIndependent VariableAverage Weekday Block B Condominium Building TIS 11 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. The site is projected to generate a total of 36 daily IC trips between the residential units and the commercial space, with zero IC trips during the AM peak hour and 6 IC trips (3 entering/3 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 restaurants, convenience markets, and gas stations. A total of 37 daily weekday pass-by trips are projected for the site, with 2 trips (1 entering/1 exiting) during the AM peak hour, 4 trips (2 entering/2 exiting) during the PM peak hour. The 21 dwelling units and office space currently on the Block B Condominium Building site generate trips that are present in the Existing Conditions (2024) volumes. Based on ITE Trip Generation projections, approximately 50 percent of projected gross new daily trips to the Block B Condominium Building may exist on the network today. A portion of the external trips generated by the Block B Condominium Building are likely be made by alternate modes (walking, biking, and transit) due to the proximity to downtown, thereby reducing vehicular trips generated. There are sidewalks on area streets and nearby bus stops. However, no further reductions for alternate mode trips were assumed to be conservative for the purposes of this study. TRIP DISTRIBUTION Trip distribution is an estimate of site-generated trip routing, which can be determined by methods such as computerized travel demand models, calculation of travel time for various available routes, and/or inspection of existing traffic patterns in the project area. For this study, distribution percentages were calculated based on existing traffic volumes with slightly different entering and exiting distributions to account for the one-way streets of Babcock Street and Mendenhall Street. Figure 5 on page 13 presents the calculated trip distribution scheme for this study. 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, site-generated trips for the Block B Condominium Building were assigned to the study area intersections for the purposes of projecting future traffic volumes for analysis. All entering and exiting trips were assumed to access the site via the underground parking garage access on Babcock Street. The results of the traffic assignment exercise are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes Based on information from the Client, a buildout year of 2027 was utilized for calculating Full Buildout (2027) traffic projections. In addition, a 15-year Future (2039) 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 Block B Condominium Building TIS 12 in the Bozeman area and anticipated adjacent developments. To account for that growth, projected volume conditions from the Bozeman Transportation Master Plan (TMP) and historical MDT traffic data over the past 10 years was analyzed. It was seen that the historical traffic volumes in the study area have experienced fluctuations but are generally similar to or lower than they were 10 years ago. Volume projections from the TMP showed an average growth rate of 1.3 percent within the study area. An annual growth rate of 1.5 percent was selected to model ambient growth in the downtown area and account for growth due to anticipated redevelopment of the 608 East Main property to include hotel and mixed uses on an existing warehousing site. In addition to general background growth, trips from the adjacent Canopy Hotel development proposed on the northeast corner of South Rouse Avenue and Babcock Street were also included. Full Buildout (2027) and Future (2039) traffic projections for the Block B Condominium Building were then calculated by combining existing traffic volumes with anticipated background growth, adjacent development trips, and site-generated traffic assignments. Figures 6 and 7 on pages 14 and 15 illustrate the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Full Buildout (2027) and Future (2039) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 6 and 7. Peak hour factors (PHFs) for the design years were assumed to be 0.92 for all intersections, per HCM guidelines and common industry practice for future scenarios. The assumed values were utilized to not overestimate future congestion in the study area. Figures 6 and 7 also show the Full Buildout (2027) and Future (2039) LOS results at each intersection, respectively. Full Buildout (2027) capacity results are projected to be very similar to Existing Conditions (2024), with only the southbound approach at the South Rouse Avenue/Babcock Street intersection projected to worsen to LOS F during the PM peak hour. Projected 95th percentile queues are moderate at most signalized intersections, with some more substantial queues on North Rouse Avenue at its intersection with Peach Street. Future (2039) capacity results project that multiple approaches will begin to operate at LOS D or worse at the South Rouse Avenue/Babcock Street intersection during both peak hours, with an average intersection delay of LOS E during the PM peak hour due to extreme southbound delay. Projected 95th percentile queuing on the southbound approach would nearly reach Main Street during the PM peak hour. The northbound approach at the Rouse Avenue/Main Street intersection is projected to operate at LOS D in the PM peak hour, but only 0.2-seconds above the LOS C cutoff value. The northbound and southbound approaches at the Wallace Avenue/Main Street and North Broadway Avenue/Main Street intersections, respectively, are projected to continue operating at LOS D in the PM peak hour with southbound queuing projected to extend to Mendenhall Street on North Broadway Avenue. Projected 95th percentile queues are projected to become extreme on the southbound North Rouse Avenue approach at its intersection with Peach Street, extending for approximately two (2) blocks, and moderate northbound queuing is projected at the North Rouse Avenue/ Mendenhall Street intersection, both during the PM peak hour. The site access approach on Babcock Street is projected to operate at LOS B or better for both the Full Buildout (2027) and Future (2039) scenarios. Detailed intersection capacity summary tables and capacity calculation worksheets for the Full Buildout (2027) and Future (2039) traffic projection scenarios can be found in Appendix C. Block B Condominium Building TIS 13 Figure 5: Trip Distribution and Traffic Assignment Summary Block B Condominium Building TIS 14 Figure 6: Full Buildout (2027) Traffic Projections Block B Condominium Building TIS 15 Figure 7: Future (2039) Traffic Projections Block B Condominium Building TIS 16 Mitigation Alternatives A variety of potential mitigation improvement options were evaluated to address existing concerns and/or projected impacts for study area streets and intersections. The following sections provide details on that analysis. Traffic Signals Traffic signal warrants were evaluated at the South Rouse Avenue/Babcock Street, South Church Avenue/Babcock Street, and South Wallace Avenue/Babcock Street intersections using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the Existing Conditions (2024), Full Buildout (2027), and Future (2039) traffic volume scenarios. The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, all but Warrant 9 (Intersection Near a Grade Crossing) were evaluated. Warrant 9 was not evaluated because there are no railroad crossings near any of the intersections. Additionally, satisfaction of the Peak Hour warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. Traffic signal warrant worksheets for the Existing Conditions (2024), Full Buildout (2027), and Future (2039) scenarios can be found in Appendix D. No traffic signal warrants are currently met or are projected to be met in the Full Buildout (2027) scenario at any of the evaluated intersections. Warrant 3 (Peak Hour) is projected to be met at the South Rouse Avenue/Babcock Street intersection in the Future (2039) scenario, with no other warrants projected to be met in the Future (2039). Traffic signal warrants at this intersection should be reevaluated based on specific site development trip information when the 608 East Main development is presented to the City. All-Way Stop-Control Installation of all-way stop-control at the South Wallace Avenue/Babcock Street intersection was considered based on guidance presented in Section 2B.07 of the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD provides criteria for considering all-way stop-control based on crash trends and minimum entering volumes. All-way stop-control is also often implemented as an interim measure to control traffic in locations where a traffic signal is warranted but has not yet been installed. The minimum conditions were not met to warrant all-way stop control for any scenario at the South Wallace Avenue/Babcock Street intersection. The minimum combination volumes are met for three (3) of the required eight (8) hours in the Future (2039) scenario, the minimum minor street delay is 1.5 seconds per vehicle below the threshold, and no crashes were reported at the intersection in the most recent five years of available data. Annual growth would likely have to exceed 5.0 percent for the minimum combination conditions to be met within 15 years. All-way stop-control warrant worksheets can be found in Appendix E. Improved Intersection Capacity Main Street intersections: It was found that minor adjustments to the signal timing plans at the Rouse Avenue/Main Street, Wallace Avenue/Main Street, and North Broadway Avenue/Main Street intersections could improve operations from LOS D to LOS C on the north and south approaches during both peak hours. Any changes to the signal timing plans should be performed by MDT and checked against the corridor coordination plan. Block B Condominium Building TIS 17 South Rouse Avenue/Babcock Street intersection: A traffic signal was evaluated at the South Rouse Avenue/Babcock Street intersection, and it was found to operate at LOS B or better. As the Block B Condominium Building and other nearby developments are completed, volumes, operations, and safety at this intersection should be monitored to determine if a traffic signal should be installed. South Wallace Avenue/Babcock Street intersection: Although warrants were not met, all-way stop-control was evaluated at the South Wallace Avenue/Babcock Street intersection and was shown to operate at LOS B or better during both peak hours in the Future (2039) scenario. In both future scenarios, there are no projected capacity deficiencies at this intersection. However, the current configuration may cause confusion for drivers, as northbound and southbound movements are required to stop while eastbound left- and right-turning vehicles can move unrestricted. The existing configuration is less intuitive, as a similar three-leg intersection would typically be stop-controlled on the west leg. Additionally, it appears that sight distance may be inadequate for vehicles on South Wallace Avenue due to buildings, trees, and parallel parking allowed within the sight triangle. Based on these factors, implementation of all-way stop-control is recommended at this intersection. Operations at this intersection should continue to be monitored with future development on the 608 East Main site. Babcock Street Reconfiguration The City of Bozeman’s current street classification system shows Babcock Street as a minor arterial until South Rouse Avenue, where the minor arterial designation turns north and changes to South Rouse Avenue. Rouse Avenue then becomes a principal arterial north of Main Street. Currently, a majority of vehicles stay on Babcock Street east of South Rouse Avenue and continue to South Wallace Avenue before accessing Main Street. The potential redevelopment of the property east of South Wallace Avenue may produce large traffic volumes with destinations to the west, but Babcock Street’s current one-way configuration would require all trips from that site to use either Main Street or Olive Street to travel west. If Babcock Street were converted to two-way operations east of South Rouse Avenue, it would mirror the configuration and limits of the current one-way couplet with Mendenhall Street and allow trips from the east to funnel to the designated arterial route of South Rouse Avenue. With conversion of the east leg of the South Rouse Avenue/Babcock Street intersection, a traffic signal and adequate signage should be installed to maintain safe operations. Installation of curb bulb-outs should also be considered along the Babcock Street corridor to improve pedestrian visibility. CONCLUSIONS AND RECOMMENDATIONS Conclusions The preceding analysis has shown that redevelopment on the Block B Condominium Building site will generate a minimal volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 246 total new external vehicle trips could be generated daily. The development plan proposes construction of a multi-story building with 46 apartments, indoor parking, storage, and commercial space to be built by 2027. Access is currently proposed via one new approach on East Babcock Street, which is preferable to providing access via the existing drive aisle on the north side of the site due to several factors, including inadequate width of the drive aisle and improved sight distance and safety for an approach on East Babcock Street. The Existing Conditions (2024) capacity analysis showed that one approach at each of the South Rouse Avenue/Babcock Street, Wallace Avenue/Main Street, and North Broadway Avenue/Main Street intersections currently operates at LOS Block B Condominium Building TIS 18 D or E during the PM peak hour. Existing 95th percentile queuing is moderate at most intersections with the exception of North Rouse Avenue, which experiences lengthier queues at its intersection with Peach Street. Historical crash data was evaluated in the study area, and it was found that crash rates were equal to or lower than what would be expected based on HSM predictive methodology at all but the South Willson Avenue/Babcock Street intersection. Rear end, right-angle, and parked car collisions were found to be the most common crash types in the study area, with a particularly high volume of right-angle crashes reported at the South Willson Avenue/Babcock Street intersection. Full Buildout (2027) and Future (2039) scenario intersection capacity results are similar to Existing Conditions (2024). The southbound approach at the South Rouse Avenue/Babcock Street intersection is projected to worsen to LOS F in the PM peak hour in the Full Buildout (2027) scenario, with additional approaches beginning to operate at LOS D during both peak hours in the Future (2039) scenario. The northbound approach at the Rouse Avenue/Main Street intersection is projected to worsen to LOS D during the PM peak hour with a delay value very close to the LOS C cutoff. Queues are projected to become extreme along North Rouse Avenue at its intersections with Peach Street and Babcock Street, with some moderate queuing also projected at its intersection with Mendenhall Street, all during the PM peak hour. A substantial southbound queue on North Broadway Avenue at the Main Street intersection is also projected in the Future (2039) scenario. Traffic signal warrants were evaluated at the South Rouse Avenue/Babcock Street, South Church Avenue/Babcock Street, and South Wallace Avenue/Babcock Street intersections for all three (3) traffic-volume scenarios. No warrants are currently met or projected to be met at any of the intersections in either future scenario, except for the Peak Hour Warrant, which is projected to be met at the South Rouse Avenue/Babcock Street intersection in the Future (2039) scenario. A traffic signal at this intersection would operate at LOS B or better. Minor changes to signal timing plans were found to improve north/south operations at traffic signals along the Main Street corridor, but any alterations to plans would be overseen by MDT. All-way stop-control was found to operate at LOS B or better at the South Wallace Avenue/Babcock Street intersection and is recommended for implementation due to sight distance concerns and driver expectations at a three-leg intersection. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author. It should be noted that the improvements are recommended not only due to the impacts of the Block B Condominium Building but also based on existing deficiencies present within the study area. The visionary network improvements are recommended based on the preceding evaluation of existing and projected safety and operational concerns. Improvements Adjacent to Site • Access to the Block B Condominium Building garage should be provided at the proposed location on East Babcock Street. The proposed location would consolidate three (3) existing driveways, provide adequate sight distance for both vehicles and pedestrians, and may present a safer configuration by reducing vehicle conflict points. Block B Condominium Building TIS 19 • With City of Bozeman review and concurrence, all-way stop-control should be installed at the South Wallace Avenue/Babcock Street intersection due to sight distance concerns and potential varying driver expectations at three-leg intersections. Visionary Network Improvements • Traffic volumes and operations should be monitored at the South Rouse Avenue/Babcock Street intersection to determine when a traffic signal may become warranted. Additionally, consideration should be given to converting operations on Babcock Street east of this intersection to two-way travel, mirroring the existing configuration on the one-way couplet with Mendenhall Street. This would allow vehicles to travel westbound to the designated arterial route on South Rouse Avenue towards Main Street from Babcock Street, rather than using local streets. • Operations should be monitored at the Main Street intersections of Rouse Avenue, Wallace Avenue, and North Broadway Avenue to determine if minor signal timing changes should be evaluated to improve delay on the side streets, which are not projected to operate worse than LOS D. Coordination with MDT would be required for any changes to the Main Street signal corridor. • Based on historically observed crash trends, an increased presence of law enforcement for red-light-running should be considered to improve safety at the South Willson Avenue/Babcock Street intersection. All-red clearance times should also be reviewed, as preliminary calculations show that there is not adequate time for vehicles entering on yellow to clear the intersection. • Installation of curb bulb-outs along Babcock Street and implementation of leading pedestrian intervals (LPIs) along Main Street (through MDT requests and coordination) should be considered to improve pedestrian visibility in the study area. 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 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 7 27 0 0 34 0 17 18 0 35 0 0 0 0 0 2 50 28 0 80 149 8:00 AM 8 27 0 0 35 0 14 14 0 28 0 0 0 0 0 2 55 16 0 73 136 8:15 AM 2 20 0 0 22 0 14 16 0 30 0 0 0 0 0 2 49 20 0 71 123 8:30 AM 4 20 0 0 24 0 17 8 0 25 0 0 0 0 0 3 45 25 0 73 122 Grand Total 21 94 0 0 115 0 62 56 0 118 0 0 0 0 0 9 199 89 0 297 530 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 4.5 9.0 0.0 5.7 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.5 9.0 0.0 5.7 Total % 4.0 17.7 0.0 0.0 21.7 0.0 11.7 10.6 0.0 22.3 0.0 0.0 0.0 0.0 0.0 1.7 37.5 16.8 0.0 56.0 100.0 PHF 0.85 0.85 0.85 0.84 0.84 0.84 1.00 1.00 1.00 0.93 0.93 0.93 0.89 RT TH LT U 21 94 0 0 9RT199TH89LT0UU0LT0TH0RT00 56 62 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North Willson Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound North Willson Avenue Northbound West Mendenhall Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N Willson Avenue & W Mendenhall StreetCounted By:West Mendenhall StreetWest Mendenhall Street0Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS North Willson Avenue West Mendenhall Street West Mendenhall Street Vehicle Volumes and Adjustments North Willson Avenue 115 In Out 71 In276Out0Total Entering 530Out 297In183 118 Out In North Willson Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 7 32 0 0 39 0 13 14 0 27 0 0 0 0 0 9 94 44 0 147 213 5:00 PM 10 35 0 0 45 0 23 25 0 48 0 0 0 0 0 8 106 47 0 161 254 5:15 PM 10 30 0 0 40 0 29 24 0 53 0 0 0 0 0 4 71 41 0 116 209 5:30 PM 6 17 0 0 23 1 23 12 0 36 0 0 0 0 0 7 89 39 0 135 194 Grand Total 33 114 0 0 147 1 88 75 0 164 0 0 0 0 0 28 360 171 0 559 870 Medium Truck % 0.0 0.9 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 4.1 0.0 2.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.9 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 4.1 0.0 2.3 Total % 3.8 13.1 0.0 0.0 16.9 0.1 10.1 8.6 0.0 18.9 0.0 0.0 0.0 0.0 0.0 3.2 41.4 19.7 0.0 64.3 100.0 PHF 0.82 0.82 0.82 0.85 0.85 0.85 1.00 1.00 1.00 0.87 0.87 0.87 0.86 RT TH LT U 33 114 0 0 28RT360TH171LT0UU0LT0TH0RT00 75 88 1 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N Willson Avenue & W Mendenhall Street North/South Street: North Willson Avenue West Mendenhall Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street:West Mendenhall StreetOut468Vehicle Volumes and Adjustments North Willson Avenue North Willson Avenue West Mendenhall Street West Mendenhall Street Southbound Northbound Eastbound Westbound In01OutNorth Willson Avenue In Out 147 116 North Willson Avenue West Mendenhall StreetTotal Entering 870 559In285 164 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 7:45 AM 3 53 6 0 62 9 26 23 0 58 16 89 3 0 108 4 79 4 0 87 315 8:00 AM 6 35 2 0 43 5 22 29 0 56 20 66 4 0 90 3 77 9 0 89 278 8:15 AM 5 31 2 0 38 12 28 20 0 60 18 89 3 0 110 4 65 17 0 86 294 8:30 AM 2 38 3 0 43 9 20 14 0 43 18 90 1 0 109 3 63 10 0 76 271 Grand Total 16 157 13 0 186 35 96 86 0 217 72 334 11 0 417 14 284 40 0 338 1158 Medium Truck % 0.0 5.1 7.7 0.0 4.8 5.7 1.0 1.2 0.0 1.8 1.4 0.9 9.1 0.0 1.2 0.0 1.4 0.0 0.0 1.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 1.4 0.0 1.4 0.0 0.0 1.2 Total Truck % 0.0 5.1 7.7 0.0 4.8 5.7 1.0 1.2 0.0 1.8 1.4 2.7 9.1 0.0 2.6 0.0 2.8 0.0 0.0 2.4 Total % 1.4 13.6 1.1 0.0 16.1 3.0 8.3 7.4 0.0 18.7 6.2 28.8 0.9 0.0 36.0 1.2 24.5 3.5 0.0 29.2 100.0 PHF 0.75 0.75 0.75 0.94 0.94 0.94 0.96 0.96 0.96 0.97 0.97 0.97 0.92 RT TH LT U 16 157 13 0 14RT284TH40LT0UU0LT11TH334RT720 86 96 35 U LT TH RT 269 217 Out In Willson AvenueIn386 Out382Total Entering 1158Out 338InWillson Avenue 186 In Out 121 West Main StreetWest Main Street417Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS Willson Avenue West Main Street West Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Willson Avenue & W Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Willson Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound Willson Avenue Northbound West Main Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 4:45 PM 11 59 4 0 74 11 25 23 0 59 12 87 2 0 101 4 112 12 0 128 362 5:00 PM 10 69 5 0 84 8 36 31 0 75 16 109 5 0 130 9 123 9 0 141 430 5:15 PM 9 58 5 0 72 13 44 29 0 86 26 108 9 0 143 4 119 17 0 140 441 5:30 PM 14 46 5 0 65 7 27 32 0 66 29 116 8 0 153 3 85 10 0 98 382 Grand Total 44 232 19 0 295 39 132 115 0 286 83 420 24 0 527 20 439 48 0 507 1615 Medium Truck % 0.0 3.0 5.3 0.0 2.7 0.0 0.0 1.7 0.0 0.7 0.0 0.7 0.0 0.0 0.6 0.0 0.5 0.0 0.0 0.4 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.9 0.0 0.2 0.0 0.0 0.2 Total Truck % 0.0 3.0 5.3 0.0 2.7 0.0 0.0 1.7 0.0 0.7 0.0 1.9 0.0 0.0 1.5 0.0 0.7 0.0 0.0 0.6 Total % 2.7 14.4 1.2 0.0 18.3 2.4 8.2 7.1 0.0 17.7 5.1 26.0 1.5 0.0 32.6 1.2 27.2 3.0 0.0 31.4 100.0 PHF 1.00 1.00 1.00 0.83 0.83 0.83 0.92 0.92 0.92 0.90 0.90 0.90 0.92 RT TH LT U 44 232 19 0 20RT439TH48LT0UU0LT24TH420RT830 115 132 39 U LT TH RT Willson Avenue West Main StreetTotal Entering 1615 507In363 286 Out In Willson Avenue In Out 295 176 West Main StreetOut598Vehicle Volumes and Adjustments Willson Avenue Willson Avenue West Main Street West Main Street Southbound Northbound Eastbound Westbound In527478OutNorth/South Street: Willson Avenue West Main Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Willson Avenue & W Main Street NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 0 59 8 0 67 52 58 0 0 110 9 72 3 0 84 0 0 0 0 0 261 8:00 AM 0 49 9 0 58 51 55 0 0 106 4 58 3 0 65 0 0 0 0 0 229 8:15 AM 0 44 14 0 58 56 53 0 0 109 13 62 4 0 79 0 0 0 0 0 246 8:30 AM 0 56 8 0 64 45 42 0 0 87 11 56 4 0 71 0 0 0 0 0 222 Grand Total 0 208 39 0 247 204 208 0 0 412 37 248 14 0 299 0 0 0 0 0 958 Medium Truck % 0.0 3.8 2.6 0.0 3.6 1.5 1.9 0.0 0.0 1.7 2.7 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 3.8 2.6 0.0 3.6 1.5 1.9 0.0 0.0 1.7 2.7 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 21.7 4.1 0.0 25.8 21.3 21.7 0.0 0.0 43.0 3.9 25.9 1.5 0.0 31.2 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 0.97 RT TH LT U 0 208 39 0 0RT0TH0LT0UU0LT14TH248RT370 0 208 204 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) 23564Project Number: Southbound South Willson Avenue Northbound West Babcock Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S Willson Avenue & W Babcock StreetCounted By:West Babcock StreetWest Babcock Street299Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS South Willson Avenue West Babcock Street West Babcock Street Vehicle Volumes and Adjustments South Willson Avenue 247 In Out 222 In0Out491Total Entering 958Out 0In245 412 Out In South Willson Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 0 75 5 1 81 47 47 0 0 94 29 62 10 0 101 0 0 0 0 0 276 5:00 PM 0 78 11 0 89 46 68 0 0 114 12 79 4 0 95 0 0 0 0 0 298 5:15 PM 0 76 10 0 86 54 76 0 0 130 28 91 8 0 127 0 0 0 0 0 343 5:30 PM 0 65 6 0 71 44 55 0 0 99 16 60 6 0 82 0 0 0 0 0 252 Grand Total 0 294 32 1 327 191 246 0 0 437 85 292 28 0 405 0 0 0 0 0 1169 Medium Truck % 0.0 1.7 3.1 0.0 1.8 1.6 0.4 0.0 0.0 0.9 1.2 1.7 3.6 0.0 1.7 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.7 3.1 0.0 1.8 1.6 0.4 0.0 0.0 0.9 1.2 1.7 3.6 0.0 1.7 0.0 0.0 0.0 0.0 0.0 Total % 0.0 25.1 2.7 0.1 28.0 16.3 21.0 0.0 0.0 37.4 7.3 25.0 2.4 0.0 34.6 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.95 0.95 0.95 0.84 0.84 0.84 0.79 0.79 0.79 1.00 1.00 1.00 0.85 RT TH LT U 0 294 32 1 0RT0TH0LT0UU0LT28TH292RT850 0 246 191 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain S Willson Avenue & W Babcock Street North/South Street: South Willson Avenue West Babcock Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street:West Babcock StreetOut0Vehicle Volumes and Adjustments South Willson Avenue South Willson Avenue West Babcock Street West Babcock Street Southbound Northbound Eastbound Westbound In405515OutSouth Willson Avenue In Out 327 275 South Willson Avenue West Babcock StreetTotal Entering 1169 0In379 437 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 9 76 16 0 101 2 54 8 0 64 23 29 16 0 68 11 16 2 0 29 262 8:00 AM 10 101 27 0 138 3 75 13 0 91 24 16 10 0 50 20 24 0 0 44 323 8:15 AM 11 77 14 0 102 7 78 7 0 92 24 20 14 0 58 17 20 2 0 39 291 8:30 AM 15 63 9 0 87 3 72 7 0 82 13 25 15 0 53 17 12 2 0 31 253 Grand Total 45 317 66 0 428 15 279 35 0 329 84 90 55 0 229 65 72 6 0 143 1129 Medium Truck % 11.1 3.2 4.5 0.0 4.2 6.7 2.2 8.6 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 2.2 0.6 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.7 0.0 0.7 Total Truck % 13.3 3.8 4.5 0.0 4.9 6.7 2.2 8.6 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.7 0.0 0.7 Total % 4.0 28.1 5.8 0.0 37.9 1.3 24.7 3.1 0.0 29.1 7.4 8.0 4.9 0.0 20.3 5.8 6.4 0.5 0.0 12.7 100.0 PHF 0.78 0.78 0.78 0.90 0.90 0.90 1.00 1.00 1.00 0.81 0.81 0.81 0.87 RT TH LT U 45 317 66 0 65RT72TH6LT0UU0LT55TH90RT840 35 279 15 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound North Rouse Avenue Northbound East Peach Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N Rouse Avenue & E Peach StreetCounted By:East Peach StreetEast Peach Street229Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS North Rouse Avenue East Peach Street East Peach Street Vehicle Volumes and Adjustments North Rouse Avenue 428 In Out 399 In152Out171Total Entering 1129Out 143In407 329 Out In North Rouse Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 25 100 12 0 137 5 79 16 0 100 13 16 18 0 47 17 17 4 0 38 322 5:00 PM 11 122 20 0 153 2 78 19 0 99 16 25 17 0 58 22 36 1 0 59 369 5:15 PM 12 114 27 0 153 0 80 16 0 96 15 19 9 0 43 22 31 5 0 58 350 5:30 PM 19 100 13 0 132 1 70 13 0 84 19 14 12 0 45 20 23 2 0 45 306 Grand Total 67 436 72 0 575 8 307 64 0 379 63 74 56 0 193 81 107 12 0 200 1347 Medium Truck % 0.0 0.7 5.6 0.0 1.2 0.0 1.0 0.0 0.0 0.8 0.0 0.0 5.4 0.0 1.6 1.2 0.0 8.3 0.0 1.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.7 5.6 0.0 1.2 0.0 1.0 0.0 0.0 0.8 0.0 0.0 5.4 0.0 1.6 1.2 0.0 8.3 0.0 1.0 Total % 5.0 32.4 5.3 0.0 42.7 0.6 22.8 4.8 0.0 28.1 4.7 5.5 4.2 0.0 14.3 6.0 7.9 0.9 0.0 14.8 100.0 PHF 0.94 0.94 0.94 0.96 0.96 0.96 0.83 0.83 0.83 0.85 0.85 0.85 0.91 RT TH LT U 67 436 72 0 81RT107TH12LT0UU0LT56TH74RT630 64 307 8 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N Rouse Avenue & E Peach Street North/South Street: North Rouse Avenue East Peach Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street:East Peach StreetOut238Vehicle Volumes and Adjustments North Rouse Avenue North Rouse Avenue East Peach Street East Peach Street Southbound Northbound Eastbound Westbound In193154OutNorth Rouse Avenue In Out 575 444 North Rouse Avenue East Peach StreetTotal Entering 1347 200In511 379 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 36 41 18 0 95 3 66 11 0 80 0 0 0 0 0 13 23 0 0 36 211 8:00 AM 21 45 15 0 81 2 63 15 0 80 0 0 0 0 0 26 31 9 0 66 227 8:15 AM 28 53 18 0 99 1 65 13 0 79 0 0 0 0 0 12 27 3 0 42 220 8:30 AM 33 47 4 0 84 0 71 12 0 83 0 0 0 0 0 7 30 2 0 39 206 Grand Total 118 186 55 0 359 6 265 51 0 322 0 0 0 0 0 58 111 14 0 183 864 Medium Truck % 5.1 3.8 3.6 0.0 4.2 0.0 3.8 13.7 0.0 5.3 0.0 0.0 0.0 0.0 0.0 1.7 4.5 0.0 0.0 3.3 Heavy Truck % 0.0 1.1 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 5.1 4.8 3.6 0.0 4.7 0.0 3.8 13.7 0.0 5.3 0.0 0.0 0.0 0.0 0.0 1.7 4.5 0.0 0.0 3.3 Total % 13.7 21.5 6.4 0.0 41.6 0.7 30.7 5.9 0.0 37.3 0.0 0.0 0.0 0.0 0.0 6.7 12.8 1.6 0.0 21.2 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.69 0.69 0.69 0.95 RT TH LT U 118 186 55 0 58RT111TH14LT0UU0LT0TH0RT00 51 265 6 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound North Rouse Avenue Northbound East Mendenhall Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N Rouse Avenue & E Mendenhall StreetCounted By:East Mendenhall StreetEast Mendenhall Street0Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS North Rouse Avenue East Mendenhall Street East Mendenhall Street Vehicle Volumes and Adjustments North Rouse Avenue 359 In Out 323 In280Out61Total Entering 864Out 183In200 322 Out In North Rouse Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 57 67 10 0 134 0 82 21 0 103 0 0 0 0 0 21 30 2 0 53 290 5:00 PM 43 81 13 0 137 5 82 16 0 103 0 0 0 0 0 20 46 2 0 68 308 5:15 PM 44 78 17 0 139 3 69 15 0 87 0 0 0 0 0 26 29 3 0 58 284 5:30 PM 28 76 14 0 118 2 74 18 0 94 0 0 0 0 0 15 45 3 0 63 275 Grand Total 172 302 54 0 528 10 307 70 0 387 0 0 0 0 0 82 150 10 0 242 1157 Medium Truck % 1.7 0.0 0.0 0.0 0.6 0.0 0.7 8.6 0.0 2.1 0.0 0.0 0.0 0.0 0.0 1.2 2.0 0.0 0.0 1.7 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 1.7 0.0 0.0 0.0 0.6 0.0 0.7 8.6 0.0 2.1 0.0 0.0 0.0 0.0 0.0 1.2 2.0 0.0 0.0 1.7 Total % 14.9 26.1 4.7 0.0 45.6 0.9 26.5 6.1 0.0 33.4 0.0 0.0 0.0 0.0 0.0 7.1 13.0 0.9 0.0 20.9 100.0 PHF 0.96 0.96 0.96 0.94 0.94 0.94 1.00 1.00 1.00 0.89 0.89 0.89 0.94 RT TH LT U 172 302 54 0 82RT150TH10LT0UU0LT0TH0RT00 70 307 10 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N Rouse Avenue & E Mendenhall Street North/South Street: North Rouse Avenue East Mendenhall Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street:East Mendenhall StreetOut392Vehicle Volumes and Adjustments North Rouse Avenue North Rouse Avenue East Mendenhall Street East Mendenhall Street Southbound Northbound Eastbound Westbound In064OutNorth Rouse Avenue In Out 528 389 North Rouse Avenue East Mendenhall StreetTotal Entering 1157 242In312 387 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 7:45 AM 4 3 24 0 31 0 47 3 0 50 2 67 7 0 76 26 81 1 0 108 265 8:00 AM 7 13 29 0 49 0 41 4 0 45 0 54 13 0 67 31 84 2 0 117 278 8:15 AM 6 17 34 0 57 0 47 0 0 47 5 57 11 0 73 26 70 3 0 99 276 8:30 AM 9 19 18 0 46 3 44 4 0 51 1 66 23 0 90 26 68 1 0 95 282 Grand Total 26 52 105 0 183 3 179 11 0 193 8 244 54 0 306 109 303 7 0 419 1101 Medium Truck % 7.7 1.9 4.8 0.0 4.4 0.0 5.0 9.1 0.0 5.2 0.0 2.0 3.7 0.0 2.3 3.7 1.0 0.0 0.0 1.7 Heavy Truck % 0.0 0.0 1.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 2.0 0.0 1.0 0.0 0.0 0.7 Total Truck % 7.7 1.9 5.7 0.0 4.9 0.0 5.0 9.1 0.0 5.2 0.0 4.5 3.7 0.0 4.2 3.7 2.0 0.0 0.0 2.4 Total % 2.4 4.7 9.5 0.0 16.6 0.3 16.3 1.0 0.0 17.5 0.7 22.2 4.9 0.0 27.8 9.9 27.5 0.6 0.0 38.1 100.0 PHF 0.99 0.99 0.99 0.95 0.95 0.95 0.85 0.85 0.85 1.00 1.00 1.00 0.98 RT TH LT U 26 52 105 0 109RT303TH7LT0UU0LT54TH244RT80 11 179 3 U LT TH RT 67 193 Out In Rouse AvenueIn340 Out352Total Entering 1101Out 419InRouse Avenue 183 In Out 342 East Main StreetEast Main Street306Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS Rouse Avenue East Main Street East Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Rouse Avenue & E Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound Rouse Avenue Northbound East Main Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 4:45 PM 23 21 26 0 70 5 55 6 0 66 6 71 14 0 91 36 89 3 0 128 355 5:00 PM 25 22 31 0 78 6 56 6 0 68 3 84 13 0 100 31 106 1 0 138 384 5:15 PM 26 26 38 0 90 2 58 10 0 70 3 75 16 1 95 19 78 1 0 98 353 5:30 PM 17 27 30 0 74 4 40 3 0 47 5 87 15 0 107 35 110 2 0 147 375 Grand Total 91 96 125 0 312 17 209 25 0 251 17 317 58 1 393 121 383 7 0 511 1467 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 3.3 4.0 0.0 3.2 0.0 1.6 0.0 0.0 1.3 0.8 0.0 0.0 0.0 0.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 1.5 0.0 0.3 0.0 0.0 0.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 3.3 4.0 0.0 3.2 0.0 3.5 0.0 0.0 2.8 0.8 0.3 0.0 0.0 0.4 Total % 6.2 6.5 8.5 0.0 21.3 1.2 14.2 1.7 0.0 17.1 1.2 21.6 4.0 0.1 26.8 8.2 26.1 0.5 0.0 34.8 100.0 PHF 1.00 1.00 1.00 0.93 0.93 0.93 0.98 0.98 0.98 0.92 0.92 0.92 0.95 RT TH LT U 91 96 125 0 121RT383TH7LT0UU1LT58TH317RT170 25 209 17 U LT TH RT Rouse Avenue East Main StreetTotal Entering 1467 511In120 251 Out In Rouse Avenue In Out 312 388 East Main StreetOut500Vehicle Volumes and Adjustments Rouse Avenue Rouse Avenue East Main Street East Main Street Southbound Northbound Eastbound Westbound In393459OutNorth/South Street: Rouse Avenue East Main Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Rouse Avenue & E Main Street NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 0 2 3 0 5 0 8 0 0 8 1 60 45 0 106 0 0 0 0 0 119 8:00 AM 0 10 3 0 13 3 1 0 0 4 1 58 45 0 104 0 0 0 0 0 121 8:15 AM 0 15 5 0 20 3 8 0 0 11 0 62 39 0 101 0 0 0 0 0 132 8:30 AM 0 15 6 0 21 3 13 0 0 16 3 46 43 0 92 0 0 0 0 0 129 Grand Total 0 42 17 0 59 9 30 0 0 39 5 226 172 0 403 0 0 0 0 0 501 Medium Truck % 0.0 2.4 0.0 0.0 1.7 0.0 3.3 0.0 0.0 2.6 0.0 0.4 6.4 0.0 3.0 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 0.4 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.4 0.0 0.0 1.7 0.0 3.3 0.0 0.0 2.6 0.0 0.9 6.4 0.0 3.2 0.0 0.0 0.0 0.0 0.0 Total % 0.0 8.4 3.4 0.0 11.8 1.8 6.0 0.0 0.0 7.8 1.0 45.1 34.3 0.0 80.4 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.73 0.73 0.73 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 0.95 RT TH LT U 0 42 17 0 0RT0TH0LT0UU0LT172TH226RT50 0 30 9 U LT TH RT 47 39 Out In South Rouse AvenueIn0 Out252Total Entering 501Out 0InSouth Rouse Avenue 59 In Out 202 East Babcock StreetEast Babcock Street403Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS South Rouse Avenue East Babcock Street East Babcock Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S Rouse Avenue & E Babcock StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound South Rouse Avenue Northbound East Babcock Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 0 18 6 1 25 0 11 0 0 11 9 65 51 0 125 0 0 0 0 0 161 5:00 PM 0 18 8 0 26 3 9 0 0 12 4 103 60 0 167 0 0 0 0 0 205 5:15 PM 0 16 13 0 29 2 4 0 0 6 8 79 60 0 147 0 0 0 0 0 182 5:30 PM 0 20 10 0 30 1 12 0 0 13 4 65 39 0 108 0 0 0 0 0 151 Grand Total 0 72 37 1 110 6 36 0 0 42 25 312 210 0 547 0 0 0 0 0 699 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 2.4 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 2.4 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Total % 0.0 10.3 5.3 0.1 15.7 0.9 5.2 0.0 0.0 6.0 3.6 44.6 30.0 0.0 78.3 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.88 0.88 0.88 0.82 0.82 0.82 1.00 1.00 1.00 0.85 RT TH LT U 0 72 37 1 0RT0TH0LT0UU0LT210TH312RT250 0 36 6 U LT TH RT South Rouse Avenue East Babcock StreetTotal Entering 699 0In97 42 Out In South Rouse Avenue In Out 110 247 East Babcock StreetOut0Vehicle Volumes and Adjustments South Rouse Avenue South Rouse Avenue East Babcock Street East Babcock Street Southbound Northbound Eastbound Westbound In547355OutNorth/South Street: South Rouse Avenue East Babcock Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain S Rouse Avenue & E Babcock Street NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 7:45 AM 2 0 0 0 2 3 8 9 0 20 0 93 1 0 94 3 96 10 0 109 225 8:00 AM 4 2 8 0 14 1 5 11 0 17 5 74 2 0 81 5 102 16 0 123 235 8:15 AM 3 6 2 0 11 4 10 5 0 19 5 87 3 0 95 4 91 6 0 101 226 8:30 AM 3 3 0 1 7 3 9 9 0 21 3 84 3 0 90 4 87 9 0 100 218 Grand Total 12 11 10 1 34 11 32 34 0 77 13 338 9 0 360 16 376 41 0 433 904 Medium Truck % 0.0 0.0 20.0 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 3.1 0.0 2.4 2.4 0.0 2.3 Heavy Truck % 8.3 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 1.7 0.0 1.1 0.0 0.0 0.9 Total Truck % 8.3 0.0 20.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 4.7 0.0 3.5 2.4 0.0 3.2 Total % 1.3 1.2 1.1 0.1 3.8 1.2 3.5 3.8 0.0 8.5 1.4 37.4 1.0 0.0 39.8 1.8 41.6 4.5 0.0 47.9 100.0 PHF 0.61 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.96 RT TH LT U 12 11 10 1 16RT376TH41LT0UU0LT9TH338RT130 34 32 11 U LT TH RT 65 77 Out In Church AvenueIn422 Out359Total Entering 904Out 433InChurch Avenue 34 In Out 58 East Main StreetEast Main Street360Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS Church Avenue East Main Street East Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Church Avenue & E Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Church Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound Church Avenue Northbound East Main Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 4:45 PM 1 6 0 0 7 5 12 5 0 22 10 90 6 0 106 6 123 11 0 140 275 5:00 PM 4 2 6 0 12 10 17 8 0 35 5 114 4 0 123 2 132 13 0 147 317 5:15 PM 2 6 1 0 9 4 16 6 0 26 6 104 4 0 114 7 99 15 0 121 270 5:30 PM 1 7 2 0 10 3 13 13 0 29 7 101 8 0 116 8 132 18 0 158 313 Grand Total 8 21 9 0 38 22 58 32 0 112 28 409 22 0 459 23 486 57 0 566 1175 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 1.1 0.0 0.2 0.0 0.0 0.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.6 1.2 0.0 0.0 1.3 0.0 0.2 0.0 0.0 0.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.6 2.4 0.0 0.0 2.4 0.0 0.4 0.0 0.0 0.4 Total % 0.7 1.8 0.8 0.0 3.2 1.9 4.9 2.7 0.0 9.5 2.4 34.8 1.9 0.0 39.1 2.0 41.4 4.9 0.0 48.2 100.0 PHF 0.79 0.79 0.79 0.79 0.79 0.79 0.93 0.93 0.93 0.96 0.96 0.96 0.93 RT TH LT U 8 21 9 0 23RT486TH57LT0UU0LT22TH409RT280 32 58 22 U LT TH RT Church Avenue East Main StreetTotal Entering 1175 566In106 112 Out In Church Avenue In Out 38 103 East Main StreetOut526Vehicle Volumes and Adjustments Church Avenue Church Avenue East Main Street East Main Street Southbound Northbound Eastbound Westbound In459440OutNorth/South Street: Church Avenue East Main Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Church Avenue & E Main Street NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 0 9 1 0 10 13 16 0 0 29 4 52 2 0 58 0 0 0 0 0 97 8:00 AM 0 17 2 0 19 7 14 0 0 21 5 58 4 0 67 0 0 0 0 0 107 8:15 AM 0 15 1 0 16 11 13 0 0 24 9 52 10 0 71 0 0 0 0 0 111 8:30 AM 0 11 1 0 12 2 18 0 0 20 8 40 4 0 52 0 0 0 0 0 84 Grand Total 0 52 5 0 57 33 61 0 0 94 26 202 20 0 248 0 0 0 0 0 399 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 13.0 1.3 0.0 14.3 8.3 15.3 0.0 0.0 23.6 6.5 50.6 5.0 0.0 62.2 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.87 0.87 0.87 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 0.90 RT TH LT U 0 52 5 0 0RT0TH0LT0UU0LT20TH202RT260 0 61 33 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South Church Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound South Church Avenue Northbound East Babcock Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S Church Avenue & E Babcock StreetCounted By:East Babcock StreetEast Babcock Street248Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS South Church Avenue East Babcock Street East Babcock Street Vehicle Volumes and Adjustments South Church Avenue 57 In Out 81 In0Out240Total Entering 399Out 0In78 94 Out In South Church Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 0 29 2 0 31 7 12 0 0 19 10 54 8 0 72 0 0 0 0 0 122 5:00 PM 0 18 1 0 19 9 25 0 0 34 11 89 10 0 110 0 0 0 0 0 163 5:15 PM 0 21 4 0 25 15 14 0 0 29 12 75 9 0 96 0 0 0 0 0 150 5:30 PM 0 29 0 0 29 7 21 0 0 28 8 53 6 0 67 0 0 0 0 0 124 Grand Total 0 97 7 0 104 38 72 0 0 110 41 271 33 0 345 0 0 0 0 0 559 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Total % 0.0 17.4 1.3 0.0 18.6 6.8 12.9 0.0 0.0 19.7 7.3 48.5 5.9 0.0 61.7 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.81 0.81 0.81 0.79 0.79 0.79 1.00 1.00 1.00 0.86 RT TH LT U 0 97 7 0 0RT0TH0LT0UU0LT33TH271RT410 0 72 38 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain S Church Avenue & E Babcock Street North/South Street: South Church Avenue East Babcock Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street:East Babcock StreetOut0Vehicle Volumes and Adjustments South Church Avenue South Church Avenue East Babcock Street East Babcock Street Southbound Northbound Eastbound Westbound In345316OutSouth Church Avenue In Out 104 105 South Church Avenue East Babcock StreetTotal Entering 559 0In138 110 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 7:45 AM 2 3 5 0 10 44 15 1 0 60 1 93 1 1 96 6 104 15 0 125 291 8:00 AM 3 10 7 0 20 47 12 2 0 61 1 77 1 0 79 21 118 8 0 147 307 8:15 AM 4 5 4 0 13 51 8 3 0 62 3 83 7 0 93 6 93 10 0 109 277 8:30 AM 1 6 7 0 14 27 12 1 0 40 1 81 2 0 84 10 99 13 0 122 260 Grand Total 10 24 23 0 57 169 47 7 0 223 6 334 11 1 352 43 414 46 0 503 1135 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.6 0.0 14.3 0.0 0.9 0.0 3.6 0.0 0.0 3.4 4.7 2.2 0.0 0.0 2.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 2.0 0.0 0.7 0.0 0.0 0.6 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.6 0.0 14.3 0.0 0.9 0.0 5.7 0.0 0.0 5.4 4.7 2.9 0.0 0.0 2.8 Total % 0.9 2.1 2.0 0.0 5.0 14.9 4.1 0.6 0.0 19.6 0.5 29.4 1.0 0.1 31.0 3.8 36.5 4.1 0.0 44.3 100.0 PHF 0.71 0.71 0.71 0.92 0.92 0.92 1.00 1.00 1.00 0.86 0.86 0.86 0.93 RT TH LT U 10 24 23 0 43RT414TH46LT0UU1LT11TH334RT60 7 47 169 U LT TH RT 76 223 Out In Wallace AvenueIn432 Out526Total Entering 1135Out 503InWallace Avenue 57 In Out 101 East Main StreetEast Main Street352Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS Wallace Avenue East Main Street East Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Wallace Avenue & E Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Wallace Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound Wallace Avenue Northbound East Main Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 0.98 0.98 0.98 0 0.98 0.98 0.98 0.98 0 4:45 PM 5 3 8 0 16 40 16 6 0 62 2 80 7 0 89 7 131 18 0 156 323 5:00 PM 4 10 11 0 25 67 30 6 0 103 3 108 7 0 118 20 131 3 0 154 400 5:15 PM 6 6 9 0 21 64 33 10 0 107 0 95 12 0 107 13 109 16 0 138 373 5:30 PM 6 3 6 0 15 36 22 4 0 62 1 95 12 0 108 17 139 8 0 164 349 Grand Total 21 22 34 0 77 207 101 26 0 334 6 378 38 0 422 57 510 45 0 612 1445 Medium Truck % 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.9 0.0 1.1 0.0 0.0 0.9 1.8 0.2 0.0 0.0 0.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 1.2 0.0 0.2 0.0 0.0 0.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.9 0.0 2.4 0.0 0.0 2.1 1.8 0.4 0.0 0.0 0.5 Total % 1.5 1.5 2.4 0.0 5.3 14.3 7.0 1.8 0.0 23.1 0.4 26.2 2.6 0.0 29.2 3.9 35.3 3.1 0.0 42.4 100.0 PHF 0.77 0.77 0.77 0.81 0.81 0.81 0.89 0.89 0.89 0.99 0.99 0.99 0.90 RT TH LT U 21 22 34 0 57RT510TH45LT0UU0LT38TH378RT60 26 101 207 U LT TH RT Wallace Avenue East Main StreetTotal Entering 1445 612In73 334 Out In Wallace Avenue In Out 77 196 East Main StreetOut557Vehicle Volumes and Adjustments Wallace Avenue Wallace Avenue East Main Street East Main Street Southbound Northbound Eastbound Westbound In422619OutNorth/South Street: Wallace Avenue East Main Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Wallace Avenue & E Main Street NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 0 17 0 0 17 0 2 0 0 2 3 0 60 0 63 0 0 0 0 0 82 8:00 AM 0 16 0 0 16 0 1 0 0 1 4 0 60 0 64 0 0 0 0 0 81 8:15 AM 0 17 0 0 17 0 4 0 0 4 1 0 57 0 58 0 0 0 0 0 79 8:30 AM 0 17 0 0 17 0 1 0 0 1 7 0 38 0 45 0 0 0 0 0 63 Grand Total 0 67 0 0 67 0 8 0 0 8 15 0 215 0 230 0 0 0 0 0 305 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 22.0 0.0 0.0 22.0 0.0 2.6 0.0 0.0 2.6 4.9 0.0 70.5 0.0 75.4 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.99 0.99 0.99 1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 0.93 RT TH LT U 0 67 0 0 0RT0TH0LT0UU0LT215TH0RT150 0 8 0 U LT TH RT 82 8 Out In South Wallace AvenueIn0 Out0Total Entering 305Out 0InSouth Wallace Avenue 67 In Out 223 East Babcock StreetEast Babcock Street230Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS South Wallace Avenue East Babcock Street East Babcock Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information S Wallace Avenue & E Babcock StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South Wallace Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound South Wallace Avenue Northbound East Babcock Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 0 21 0 0 21 0 11 0 0 11 5 0 53 0 58 0 0 0 0 0 90 5:00 PM 0 15 0 0 15 0 18 0 0 18 8 0 88 0 96 0 0 0 0 0 129 5:15 PM 0 25 0 0 25 0 20 0 0 20 5 0 83 0 88 0 0 0 0 0 133 5:30 PM 0 13 0 0 13 0 11 0 0 11 6 0 52 0 58 0 0 0 0 0 82 Grand Total 0 74 0 0 74 0 60 0 0 60 24 0 276 0 300 0 0 0 0 0 434 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 1.1 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 17.1 0.0 0.0 17.1 0.0 13.8 0.0 0.0 13.8 5.5 0.0 63.6 0.0 69.1 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.85 0.85 0.85 1.00 1.00 1.00 0.82 RT TH LT U 0 74 0 0 0RT0TH0LT0UU0LT276TH0RT240 0 60 0 U LT TH RT South Wallace Avenue East Babcock StreetTotal Entering 434 0In98 60 Out In South Wallace Avenue In Out 74 336 East Babcock StreetOut0Vehicle Volumes and Adjustments South Wallace Avenue South Wallace Avenue East Babcock Street East Babcock Street Southbound Northbound Eastbound Westbound In3000OutNorth/South Street: South Wallace Avenue East Babcock Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain S Wallace Avenue & E Babcock Street NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 5 0 38 0 43 0 0 0 0 0 0 126 9 0 135 48 112 0 0 160 338 8:00 AM 6 0 29 0 35 0 0 0 0 0 0 125 9 0 134 50 147 0 0 197 366 8:15 AM 5 0 34 0 39 0 0 0 0 0 0 111 16 0 127 29 103 0 0 132 298 8:30 AM 7 0 28 0 35 0 0 0 0 0 0 102 14 0 116 30 113 0 0 143 294 Grand Total 23 0 129 0 152 0 0 0 0 0 0 464 48 0 512 157 475 0 0 632 1296 Medium Truck % 4.3 0.0 3.9 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 2.6 2.1 0.0 2.5 1.3 1.9 0.0 0.0 1.7 Heavy Truck % 4.3 0.0 0.8 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 1.3 2.1 0.0 1.4 0.0 0.4 0.0 0.0 0.3 Total Truck % 8.7 0.0 4.7 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 3.9 4.2 0.0 3.9 1.3 2.3 0.0 0.0 2.1 Total % 1.8 0.0 10.0 0.0 11.7 0.0 0.0 0.0 0.0 0.0 0.0 35.8 3.7 0.0 39.5 12.1 36.7 0.0 0.0 48.8 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.80 0.80 0.80 0.89 RT TH LT U 23 0 129 0 157RT475TH0LT0UU0LT48TH464RT00 0 0 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North Broadway Avenue AM Peak Hour (7:45 - 8:45 AM) 23564Project Number: Southbound North Broadway Avenue Northbound East Main Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N Broadway Avenue & E Main StreetCounted By:East Main StreetEast Main Street512Bozeman, MTThursday, February 22, 2024Date Performed: Count Time Period: Block B Residential/Canopy Hotel TIS North Broadway Avenue East Main Street East Main Street Vehicle Volumes and Adjustments North Broadway Avenue 152 In Out 205 In498Out593Total Entering 1296Out 632In0 0 Out In North Broadway Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 9 0 41 0 50 0 0 0 0 0 0 113 15 0 128 28 153 0 0 181 359 5:00 PM 8 1 41 0 50 0 0 0 0 0 0 192 17 0 209 60 159 0 0 219 478 5:15 PM 13 0 68 0 81 0 0 0 0 0 0 139 15 0 154 34 125 0 0 159 394 5:30 PM 8 0 46 0 54 0 0 0 0 0 0 109 25 0 134 50 164 0 0 214 402 Grand Total 38 1 196 0 235 0 0 0 0 0 0 553 72 0 625 172 601 0 0 773 1633 Medium Truck % 0.0 0.0 1.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.8 0.6 0.2 0.0 0.0 0.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.8 0.6 0.2 0.0 0.0 0.3 Total Truck % 0.0 0.0 1.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 1.6 1.2 0.3 0.0 0.0 0.5 Total % 2.3 0.1 12.0 0.0 14.4 0.0 0.0 0.0 0.0 0.0 0.0 33.9 4.4 0.0 38.3 10.5 36.8 0.0 0.0 47.3 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 0.88 0.88 0.88 0.86 RT TH LT U 38 1 196 0 172RT601TH0LT0UU0LT72TH553RT00 0 0 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N Broadway Avenue & E Main Street North/South Street: North Broadway Avenue East Main Street Date Performed: Thursday, February 22, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23564 Block B Residential/Canopy Hotel TIS East/West Street:East Main StreetOut639Vehicle Volumes and Adjustments North Broadway Avenue North Broadway Avenue East Main Street East Main Street Southbound Northbound Eastbound Westbound In625749OutNorth Broadway Avenue In Out 235 244 North Broadway Avenue East Main StreetTotal Entering 1633 773In1 0 Out In NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS - EXISTING (2024) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) WB 4.2A2 7.3A4 NB 22.1C4 21.8C5 SB 21.2C3 19.6B4 Intersection 12.3B --12.3B -- EB 6.8A3 9.1A5 WB 6.5A3 8.9A3 NB 26.1C4 29.8C5 SB 28.0C6 29.8C8 Intersection 14.4B --16.5B -- EB 7.2A2 8.5A3 NB 10.9B4 11.1B4 SB 10.9B4 11.5B5 Intersection 9.7A --10.2B -- EB 20.5C4 19.7B3 WB 22.8C4 23.1C5 NB 10.5B8 11.4B9 SB 10.8B 10 14.0B 18 Intersection 14.0B --15.6B -- WB 33.8C3 33.2C4 NB 0.8A9 1.1A 11 SB 4.3A3 6.3A5 Intersection 11.4B --10.5B -- EB 9.7A5 12.6B6 WB 6.1A4 1.1A9 NB 29.5C6 31.8C8 SB 20.0C1 15.7B3 Intersection 13.5B --12.5B -- EB 3.4A1 3.3A1 NB 14.4B1 22.8C1 SB 17.4C1 37.6E3 Intersection 6.5A --9.0A -- EB 0.3A4 0.4A6 WB 0.4A3 0.5A8 NB 32.6C3 34.6C4 SB 32.0C2 31.7C2 Intersection 4.7A --5.5A -- EB 0.7A0 0.8A1 NB 11.1B1 13.5B1 SB 11.7B1 15.0B1 Intersection 4.5A --5.5A -- EB 0.3A1 11.0B5 WB 0.6A3 0.6A9 NB 32.2C3 40.0D5 SB 27.4C2 30.2C3 Intersection 8.3A --15.7B -- EB 0.0A0 0.0A0 NB 12.5B0 16.8C1 SB 13.7B1 17.9C1 Intersection 3.1A --5.9A -- EB 0.6A5 1.7A6 WB 5.1A4 7.7A7 NB 0.0A0 0.0A0 SB 33.0C4 35.1D8 Intersection 6.3A --8.4A -- Rouse Ave & Main St Intersection Control Signalized Willson Ave & Babcock St Intersection Control Signalized Willson Ave & Main St Intersection Control Signalized Intersection Control Signalized Rouse Ave & Mendenhall St Rouse Ave & Peach St Intersection Control Signalized Willson Ave & Mendenhall St Intersection Control Signalized Intersection Approach Existing (2024) AM Peak PM Peak Broadway Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Rouse Ave & Babcock St Intersection Control Signalized Intersection Control Two-Way Stop-Control (NB/SB) Church Ave & Babcock St Intersection Control Signalized Wallace Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Wallace Ave & Babcock St Church Ave & Main St Intersection Control Signalized Queues4: Church Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 1Lane Group EBT WBT NBT SBTLane Group Flow (vph) 360 492 77 56v/c Ratio 0.15 0.22 0.43 0.31Control Delay (s/veh) 5.7 2.1 33.8 25.5Queue Delay 0.0 0.0 0.0 0.0Total Delay (s/veh) 5.7 2.1 33.8 25.5Queue Length 50th (ft) 12 35 29 16Queue Length 95th (ft) 91 53 65 27Internal Link Dist (ft) 379 368 103 178Turn Bay Length (ft)Base Capacity (vph) 2318 2206 407 392Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.16 0.22 0.19 0.14Intersection Summary HCM 7th Signalized Intersection Summary 4: Church Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 9 338 13 41 376 16 34 32 11 11 11 12Future Volume (veh/h) 9 338 13 41 376 16 34 32 11 11 11 12Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 0.98 0.98 0.98 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1682 1750 1723 1695 1750 1750 1750 1750 1477 1750 1641Adj Flow Rate, veh/h 9 338 13 47 427 18 34 32 11 18 18 20Peak Hour Factor 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 0.61 0.61 0.61Percent Heavy Veh, % 0 5 0 2 4 0 0 0 0 20 0 8Cap, veh/h 78 2258 86 236 2027 85 122 85 23 95 70 56Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.10 0.10 0.100.10 0.10 0.10Sat Flow, veh/h 36 3009 114 239 2701 113 517 833 225 309 691 556Grp Volume(v), veh/h 188 0 172 250 0 242 77 0 0 56 0 0Grp Sat Flow(s),veh/h/ln 1651 0 1508 1532 0 1521 1576 0 0 1556 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 2.40.0 0.0Prop In Lane 0.05 0.08 0.19 0.07 0.44 0.14 0.32 0.36Lane Grp Cap(c), veh/h 1290 0 1132 1207 0 1141 229 0 0 221 0 0V/C Ratio(X) 0.15 0.00 0.15 0.21 0.00 0.21 0.34 0.00 0.00 0.25 0.00 0.00Avail Cap(c_a), veh/h 1290 0 1132 1207 0 1141 502 0 0 490 0 0HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.97 0.00 0.97 0.97 0.00 0.97 1.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 31.7 0.0 0.0 31.4 0.0 0.0Incr Delay (d2), s/veh 0.2 0.0 0.3 0.4 0.0 0.4 0.9 0.0 0.0 0.6 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.1 0.0 0.1 1.3 0.0 0.01.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.2 0.0 0.3 0.4 0.0 0.4 32.6 0.0 0.0 32.0 0.0 0.0LnGrp LOS A A A A C CApproach Vol, veh/h 360 492 77 56Approach Delay, s/veh 0.3 0.4 32.6 32.0Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 61.5 13.5 61.5 13.5Change Period (Y+Rc), s 5.2 5.9 5.2 5.9Max Green Setting (Gmax), s 42.8 21.1 42.8 21.1Max Q Clear Time (g_c+I1), s 2.0 4.4 2.0 5.3Green Ext Time (p_c), s 2.5 0.2 3.6 0.3Intersection SummaryHCM 7th Control Delay, s/veh 4.7HCM 7th LOS A Queues6: Wallace Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 3Lane Group EBT WBT NBT NBR SBTLane Group Flow (vph) 352 584 59 184 80v/c Ratio 0.16 0.28 0.30 0.55 0.43Control Delay (s/veh) 1.5 3.5 33.3 11.7 33.0Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 1.5 3.5 33.3 11.7 33.0Queue Length 50th (ft) 4 34 26 0 29Queue Length 95th (ft) 8 52 56 52 49Internal Link Dist (ft) 368 590 290 192Turn Bay Length (ft)Base Capacity (vph) 2143 2073 455 537 412Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.16 0.28 0.13 0.34 0.19Intersection Summary HCM 7th Signalized Intersection Summary 6: Wallace Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 12 334 6 46 414 43 7 47 169 23 24 10Future Volume (veh/h) 12 334 6 46 414 43 7 47 169 23 24 10Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.97 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1668 1750 1750 1709 1682 1559 1750 1736 1750 1750 1750Adj Flow Rate, veh/h 12 334 6 53 481 50 8 51 184 32 34 14Peak Hour Factor 1.00 1.00 1.00 0.86 0.86 0.86 0.92 0.92 0.92 0.71 0.71 0.71Percent Heavy Veh, % 0 6 0 0 3 5 14 0 1 0 0 0Cap, veh/h 89 2043 36 206 1751 180 70 282 247 143 134 44Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.17 0.17 0.170.17 0.17 0.17Sat Flow, veh/h 55 3013 54 221 2582 265 91 1633 1433 438 778 258Grp Volume(v), veh/h 183 0 169 300 0 284 59 0 184 80 0 0Grp Sat Flow(s),veh/h/ln 1614 0 1508 1562 0 1505 1724 0 14331474 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.1 0.2 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0 9.1 3.10.0 0.0Prop In Lane 0.07 0.04 0.18 0.18 0.14 1.00 0.40 0.17Lane Grp Cap(c), veh/h 1146 0 1023 1116 0 1021 352 0 247 321 00V/C Ratio(X) 0.16 0.00 0.17 0.27 0.00 0.28 0.17 0.00 0.75 0.25 0.00 0.00Avail Cap(c_a), veh/h 1146 0 1023 1116 0 1021 535 0 403 475 0 0HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.99 0.00 0.99 0.94 0.00 0.94 1.00 0.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 26.6 0.0 29.5 27.0 0.0 0.0Incr Delay (d2), s/veh 0.3 0.0 0.3 0.6 0.0 0.6 0.2 0.0 4.4 0.4 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.2 0.0 0.2 0.9 0.0 3.41.3 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.3 0.0 0.3 0.6 0.0 0.6 26.8 0.0 33.9 27.4 0.0 0.0LnGrp LOS A A A A C C CApproach Vol, veh/h 352 584 243 80Approach Delay, s/veh 0.3 0.6 32.2 27.4Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 56.2 18.8 56.2 18.8Change Period (Y+Rc), s 5.3 5.9 5.3 5.9Max Green Setting (Gmax), s 42.7 21.1 42.7 21.1Max Q Clear Time (g_c+I1), s 2.0 5.1 2.0 11.1Green Ext Time (p_c), s 2.4 0.3 4.4 0.7Intersection SummaryHCM 7th Control Delay, s/veh 8.3HCM 7th LOS A Queues9: N Rouse Ave & Peach St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 5Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 55 90 84 7 89 80 39 327 85 464v/c Ratio 0.17 0.24 0.16 0.02 0.36 0.18 0.07 0.34 0.12 0.50Control Delay (s/veh) 20.3 26.4 5.0 18.5 34.7 6.2 6.8 15.9 6.8 17.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 20.3 26.4 5.0 18.5 34.7 6.2 6.8 15.9 6.817.8Queue Length 50th (ft) 18 32 0 2 39 0 6 100 14 156Queue Length 95th (ft) 44 81 28 10 76 22 20 197 31 237Internal Link Dist (ft) 277 1564 1829 460Turn Bay Length (ft) 85 80 75 80 30 30Base Capacity (vph) 626 848 873 542 848 780 773 949 862 913Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.09 0.11 0.10 0.01 0.10 0.10 0.05 0.34 0.10 0.51Intersection Summary HCM 7th Signalized Intersection Summary 9: N Rouse Ave & Peach St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 90 84 6 72 65 35 279 15 66 317 45Future Volume (veh/h) 55 90 84 6 72 65 35 279 15 66 317 45Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1518 1750 1750 1627 1723 1654 1682 1695 1573Adj Flow Rate, veh/h 55 90 84 7 89 80 39 310 17 85 406 58Peak Hour Factor 1.00 1.00 1.00 0.81 0.81 0.81 0.90 0.90 0.90 0.78 0.78 0.78Percent Heavy Veh, % 0 0 0 17 0 0 9 2 7 5 4 13Cap, veh/h 293 268 280 256 194 260 429 727 40 563 687 98Arrive On Green 0.05 0.15 0.15 0.01 0.11 0.11 0.04 0.45 0.450.07 0.47 0.47Sat Flow, veh/h 1667 1750 1436 1446 1750 1463 1550 1616 89 1602 1446 207Grp Volume(v), veh/h 55 90 84 7 89 80 39 0 327 85 0 464Grp Sat Flow(s),veh/h/ln 1667 1750 1436 1446 1750 1463 1550 0 1705 1602 0 1653Q Serve(g_s), s 1.5 2.6 2.8 0.2 2.6 2.6 0.7 0.0 7.3 1.5 0.0 11.4Cycle Q Clear(g_c), s 1.5 2.6 2.8 0.2 2.6 2.6 0.7 0.0 7.3 1.50.0 11.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.13Lane Grp Cap(c), veh/h 293 268 280 256 194 260 429 0 767 563 0785V/C Ratio(X) 0.19 0.34 0.30 0.03 0.46 0.31 0.09 0.00 0.43 0.15 0.00 0.59Avail Cap(c_a), veh/h 867 922 817 815 922 869 980 0 1036 10910 1005HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 19.2 21.0 19.2 21.6 23.1 19.9 8.30.0 10.4 7.3 0.0 10.7Incr Delay (d2), s/veh 0.3 0.7 0.6 0.0 1.7 0.7 0.1 0.0 0.4 0.1 0.0 0.7Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 1.0 0.9 0.1 1.1 0.9 0.2 0.0 2.40.4 0.0 3.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 19.5 21.7 19.8 21.7 24.8 20.6 8.4 0.010.8 7.4 0.0 11.4LnGrp LOS B C B C C C A B A BApproach Vol, veh/h 229 176 366 549Approach Delay, s/veh 20.5 22.8 10.5 10.8Approach LOS C C B BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 6.7 31.2 3.5 14.2 5.3 32.6 5.9 11.9Change Period (Y+Rc), s 3.0 6.2 3.0 5.7 3.0 6.2 3.0 5.7Max Green Setting (Gmax), s 22.0 33.8 22.0 29.3 22.0 33.822.0 29.3Max Q Clear Time (g_c+I1), s 3.5 9.3 2.2 4.8 2.7 13.4 3.5 4.6Green Ext Time (p_c), s 0.2 2.1 0.0 0.8 0.1 3.1 0.1 0.7Intersection SummaryHCM 7th Control Delay, s/veh 14.0HCM 7th LOS B Queues12: N Rouse Ave & Mendenhall St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 7Lane Group WBT WBR NBL NBT SBL SBT SBRLane Group Flow (vph) 181 84 51 271 55 186 118v/c Ratio 0.44 0.20 0.06 0.25 0.07 0.17 0.12Control Delay (s/veh) 33.2 6.0 6.6 17.0 2.8 6.9 1.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 33.2 6.0 6.6 17.0 2.8 6.9 1.9Queue Length 50th (ft) 41 0 10 121 5 34 0Queue Length 95th (ft) 51 15 m30 207 14 71 20Internal Link Dist (ft) 949 322 1829Turn Bay Length (ft) 90 90 70 65Base Capacity (vph) 1089 423 767 1062 778 1093 953Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.17 0.20 0.07 0.26 0.07 0.17 0.12Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 14 111 58 51 265 6 55 186 118Future Volume (veh/h) 0 0 0 14 111 58 51 265 6 55 186 118Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1682 1723 1559 1695 1750 1695 1682 1682Adj Flow Rate, veh/h 20 161 84 51 265 6 55 186 118Peak Hour Factor 0.69 0.69 0.69 1.00 1.00 1.00 1.00 1.00 1.00Percent Heavy Veh, % 0 5 2 14 4 0 4 5 5Cap, veh/h 35 286 205 783 1118 25 907 1142 955Arrive On Green 0.10 0.10 0.10 0.09 1.00 1.00 0.05 0.68 0.68Sat Flow, veh/h 359 2902 1413 1485 1650 37 1615 1682 1405Grp Volume(v), veh/h 93 88 84 51 0 271 55 186 118Grp Sat Flow(s),veh/h/ln 1664 1598 1413 1485 0 1688 1615 1682 1405Q Serve(g_s), s 4.0 4.0 4.1 0.7 0.0 0.0 0.7 3.0 2.2Cycle Q Clear(g_c), s 4.0 4.0 4.1 0.7 0.0 0.0 0.7 3.0 2.2Prop In Lane 0.22 1.00 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 164 157 205 783 0 1143 907 1142 955V/C Ratio(X) 0.57 0.56 0.41 0.07 0.00 0.24 0.06 0.16 0.12Avail Cap(c_a), veh/h 572 550 552 856 0 1143 985 1142 955HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.73 0.00 0.73 0.90 0.90 0.90Uniform Delay (d), s/veh 32.3 32.3 29.2 2.9 0.0 0.0 3.0 4.34.2Incr Delay (d2), s/veh 3.0 3.1 1.3 0.0 0.0 0.4 0.0 0.3 0.2Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.7 1.6 1.4 0.2 0.0 0.1 0.2 0.9 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 35.3 35.4 30.5 3.0 0.0 0.4 3.0 4.6 4.4LnGrp LOS D D C A A A A AApproach Vol, veh/h 265 322 359Approach Delay, s/veh 33.8 0.8 4.3Approach LOS C A ATimer - Assigned Phs 1 2 5 6 8Phs Duration (G+Y+Rc), s 6.4 56.0 6.3 56.1 12.6Change Period (Y+Rc), s 3.0 5.2 3.0 5.2 5.2Max Green Setting (Gmax), s 7.0 28.8 7.0 28.8 25.8Max Q Clear Time (g_c+I1), s 2.7 2.0 2.7 5.0 6.1Green Ext Time (p_c), s 0.0 1.7 0.0 1.5 1.3Intersection SummaryHCM 7th Control Delay, s/veh 11.4HCM 7th LOS B Queues17: Main St & N Broadway Ave03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 9Lane Group EBT WBT SBTLane Group Flow (vph) 533 790 152v/c Ratio 0.29 0.36 0.64Control Delay (s/veh) 7.4 5.6 32.8Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 7.4 5.6 32.8Queue Length 50th (ft) 32 58 48Queue Length 95th (ft) 116 97 96Internal Link Dist (ft) 590 713 1932Turn Bay Length (ft)Base Capacity (vph) 1800 2150 391Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.30 0.37 0.39Intersection Summary HCM 7th Signalized Intersection Summary 17: Main St & N Broadway Ave03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 48 464 0 0 475 157 0 0 0 129 0 23Future Volume (veh/h) 48 464 0 0 475 157 0 0 0 129 0 23Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1695 1750 1750 1723 1736 1750 1750 1750 1682 1750 1627Adj Flow Rate, veh/h 50 483 0 0 594 196 0 0 0 129 0 23Peak Hour Factor 0.96 0.96 0.96 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00Percent Heavy Veh, % 4 4 0 0 2 1 0 0 0 5 0 9Cap, veh/h 205 1868 0 0 1712 564 0 235 0 252 1 29Arrive On Green 1.00 1.00 0.00 0.00 0.71 0.71 0.00 0.00 0.000.13 0.00 0.13Sat Flow, veh/h 209 2713 0 0 2502 796 0 1750 0 1219 4 218Grp Volume(v), veh/h 265 268 0 0 402 388 0 0 0 152 0 0Grp Sat Flow(s),veh/h/ln 1379 1466 0 0 1637 1575 0 1750 0 1441 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 7.1 7.1 0.0 0.0 0.0 7.6 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 7.1 7.1 0.0 0.0 0.0 7.70.0 0.0Prop In Lane 0.19 0.00 0.00 0.51 0.00 0.00 0.85 0.15Lane Grp Cap(c), veh/h 1034 1038 0 0 1159 1116 0 235 0 282 0 0V/C Ratio(X) 0.26 0.26 0.00 0.00 0.35 0.35 0.00 0.00 0.00 0.54 0.00 0.00Avail Cap(c_a), veh/h 1034 1038 0 0 1159 1116 0 516 0 513 0 0HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.96 0.96 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 4.2 4.2 0.0 0.0 0.031.4 0.0 0.0Incr Delay (d2), s/veh 0.6 0.6 0.0 0.0 0.8 0.9 0.0 0.0 0.0 1.6 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.2 0.0 0.0 2.1 2.0 0.0 0.0 0.02.7 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.6 0.6 0.0 0.0 5.0 5.1 0.0 0.0 0.0 33.0 0.0 0.0LnGrp LOS A A A A CApproach Vol, veh/h 533 790 0 152Approach Delay, s/veh 0.6 5.1 0.0 33.0Approach LOS A A CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 59.0 16.0 59.0 16.0Change Period (Y+Rc), s 5.9 5.9 5.9 5.9Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1Max Q Clear Time (g_c+I1), s 2.0 9.7 9.1 0.0Green Ext Time (p_c), s 4.2 0.6 6.2 0.0Intersection SummaryHCM 7th Control Delay, s/veh 6.3HCM 7th LOS A Queues22: S Rouse Ave/N Rouse Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 11Lane Group EBT WBT NBT SBL SBTLane Group Flow (vph) 360 419 203 106 79v/c Ratio 0.28 0.28 0.63 0.27 0.13Control Delay (s/veh) 15.3 9.2 36.1 10.6 5.2Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 15.3 9.2 36.1 10.6 5.2Queue Length 50th (ft) 61 0 87 33 17Queue Length 95th (ft) 112 87 140 17 1Internal Link Dist (ft) 765 379 278 322Turn Bay Length (ft) 110Base Capacity (vph) 1283 1490 457 402 785Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.28 0.28 0.44 0.26 0.10Intersection Summary HCM 7th Signalized Intersection Summary 22: S Rouse Ave/N Rouse Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 54 244 8 7 303 109 11 179 3 105 52 26Future Volume (veh/h) 54 244 8 7 303 109 11 179 3 105 52 26Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.97 0.97 0.96 0.99 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1682 1750 1750 1723 1695 1627 1682 1750 1668 1723 1641Adj Flow Rate, veh/h 64 287 9 7 303 109 12 188 3 106 53 26Peak Hour Factor 0.85 0.85 0.85 1.00 1.00 1.00 0.95 0.95 0.95 0.99 0.99 0.99Percent Heavy Veh, % 4 5 0 0 2 4 9 5 0 6 2 8Cap, veh/h 295 1269 41 57 1236 427 59 300 5 378 336 165Arrive On Green 0.54 0.54 0.54 0.71 0.71 0.71 0.19 0.19 0.190.07 0.31 0.31Sat Flow, veh/h 428 2360 75 14 2300 794 43 1594 25 1589 1079 529Grp Volume(v), veh/h 179 0 181 228 0 191 203 0 0 106 0 79Grp Sat Flow(s),veh/h/ln 1348 0 1516 1714 0 1393 1661 0 0 1589 0 1608Q Serve(g_s), s 0.7 0.0 4.7 0.0 0.0 3.6 0.6 0.0 0.0 3.8 0.0 2.7Cycle Q Clear(g_c), s 4.3 0.0 4.7 3.4 0.0 3.6 8.4 0.0 0.0 3.80.0 2.7Prop In Lane 0.36 0.05 0.03 0.57 0.06 0.01 1.00 0.33Lane Grp Cap(c), veh/h 790 0 815 971 0 749 363 0 0 378 0 501V/C Ratio(X) 0.23 0.00 0.22 0.23 0.00 0.26 0.56 0.00 0.00 0.28 0.00 0.16Avail Cap(c_a), veh/h 790 0 815 971 0 749 517 0 0 499 0 774HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.98 0.00 0.98 1.00 0.00 0.00 0.99 0.00 0.99Uniform Delay (d), s/veh 9.0 0.0 9.1 5.4 0.0 5.5 28.1 0.0 0.0 20.5 0.0 18.7Incr Delay (d2), s/veh 0.7 0.0 0.6 0.6 0.0 0.8 1.3 0.0 0.0 0.4 0.0 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 0.0 1.6 1.2 0.0 1.1 3.4 0.0 0.01.4 0.0 1.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 9.6 0.0 9.7 6.0 0.0 6.3 29.5 0.0 0.0 20.9 0.0 18.8LnGrp LOS A A A A C C BApproach Vol, veh/h 360 419 203 185Approach Delay, s/veh 9.7 6.1 29.5 20.0Approach LOS A A C CTimer - Assigned Phs 2 4 6 7 8Phs Duration (G+Y+Rc), s 45.7 29.3 45.7 9.3 20.0Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9Max Green Setting (Gmax), s 27.6 36.1 27.6 11.0 21.1Max Q Clear Time (g_c+I1), s 6.7 4.7 5.6 5.8 10.4Green Ext Time (p_c), s 2.3 0.4 2.7 0.1 0.8Intersection SummaryHCM 7th Control Delay, s/veh 13.5HCM 7th LOS B Queues24: Willson Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 13Lane Group EBT WBT NBL NBT SBTLane Group Flow (vph) 434 348 91 139 247v/c Ratio 0.23 0.19 0.52 0.37 0.69Control Delay (s/veh) 6.4 6.9 35.3 22.0 36.3Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 6.4 6.9 35.3 22.0 36.3Queue Length 50th (ft) 35 14 37 45 104Queue Length 95th (ft) 70 66 75 83 126Internal Link Dist (ft) 588 765 288 298Turn Bay Length (ft) 100Base Capacity (vph) 1868 1754 229 482 462Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.23 0.20 0.40 0.29 0.53Intersection Summary HCM 7th Signalized Intersection Summary 24: Willson Ave & Main St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 11 334 72 40 284 14 86 96 35 13 157 16Future Volume (veh/h) 11 334 72 40 284 14 86 96 35 13 157 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 0.98 0.96 0.97 0.95Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1627 1709 1736 1750 1709 1750 1736 1736 1668 1641 1682 1750Adj Flow Rate, veh/h 11 348 75 41 293 14 91 102 37 17 209 21Peak Hour Factor 0.96 0.96 0.96 0.97 0.97 0.97 0.94 0.94 0.94 0.75 0.75 0.75Percent Heavy Veh, % 9 3 1 0 3 0 1 1 6 8 5 0Cap, veh/h 71 1593 334 237 1613 78 279 267 97 63 319 31Arrive On Green 0.62 0.62 0.62 0.62 0.62 0.62 0.22 0.22 0.220.22 0.22 0.22Sat Flow, veh/h 33 2567 538 287 2598 125 1138 1202 436 53 1435138Grp Volume(v), veh/h 232 0 202 177 0 171 91 0 139 247 0 0Grp Sat Flow(s),veh/h/ln 1689 0 1449 1480 0 1530 1138 0 16381627 0 0Q Serve(g_s), s 0.0 0.0 4.6 0.0 0.0 3.6 0.0 0.0 5.4 1.7 0.0 0.0Cycle Q Clear(g_c), s 4.5 0.0 4.6 3.3 0.0 3.6 9.8 0.0 5.4 10.3 0.0 0.0Prop In Lane 0.05 0.37 0.23 0.08 1.00 0.27 0.07 0.09Lane Grp Cap(c), veh/h 1099 0 899 978 0 950 279 0 364 412 0 0V/C Ratio(X) 0.21 0.00 0.22 0.18 0.00 0.18 0.33 0.00 0.38 0.60 0.00 0.00Avail Cap(c_a), veh/h 1099 0 899 978 0 950 348 0 463 510 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.94 0.00 0.94 0.92 0.00 0.00Uniform Delay (d), s/veh 6.2 0.0 6.3 6.0 0.0 6.1 26.5 0.0 24.8 26.7 0.0 0.0Incr Delay (d2), s/veh 0.4 0.0 0.6 0.4 0.0 0.4 0.6 0.0 0.6 1.3 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 0.0 1.4 1.1 0.0 1.1 1.5 0.0 2.14.1 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 6.7 0.0 6.8 6.4 0.0 6.5 27.1 0.0 25.4 28.0 0.0 0.0LnGrp LOS A A A A C C CApproach Vol, veh/h 434 348 230 247Approach Delay, s/veh 6.8 6.5 26.1 28.0Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 22.4 52.6 22.4 52.6Change Period (Y+Rc), s 5.8 6.0 5.8 6.0Max Green Setting (Gmax), s 21.2 42.0 21.2 42.0Max Q Clear Time (g_c+I1), s 11.8 6.6 12.3 5.6Green Ext Time (p_c), s 0.8 3.1 0.9 2.4Intersection SummaryHCM 7th Control Delay, s/veh 14.4HCM 7th LOS B HCM 7th TWSC26: S Rouse Ave & Babcock St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 15IntersectionInt Delay, s/veh 6.5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 172 226 5 0 0 0 0 30 9 17 42 0Future Vol, veh/h 172 226 5 0 0 0 0 30 9 17 42 0Conflicting Peds, #/hr 8 0 1 1 0 8 3 0 2 2 0 3Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 100 100 100 100 100 100 89 89 89 73 73 73Heavy Vehicles, % 6 1 0 0 0 0 0 3 0 0 2 0Mvmt Flow 172 226 5 0 0 0 0 34 10 23 58 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 8 0 0 - 582 119 484 584 - Stage 1 - - - - 574 - 8 8 - Stage 2 - - - - 8 - 476 576 -Critical Hdwy 4.22 - - - 6.56 6.9 7.5 6.54 -Critical Hdwy Stg 1 - - - - 5.56 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.54 -Follow-up Hdwy 2.26 - - - 4.03 3.3 3.5 4.02 -Pot Cap-1 Maneuver 1582 - - 0 421 917 471 422 0 Stage 1 - - - 0 499 - - - 0 Stage 2 - - - 0 - - 544 500 0Platoon blocked, % - -Mov Cap-1 Maneuver 1570 - - - 369 916 374 369 -Mov Cap-2 Maneuver - - - - 369 - 374 369 - Stage 1 - - - - 440 - - - - Stage 2 - - - - - - 439 441 -Approach EB NB SBHCM Control Delay, s/v 3.43 14.38 17.39HCM LOS B CMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 428 1469 - - 371HCM Lane V/C Ratio 0.102 0.11 - - 0.218HCM Control Delay (s/veh) 14.4 7.6 0.4 - 17.4HCM Lane LOS B A A - CHCM 95th %tile Q(veh) 0.3 0.4 - - 0.8 HCM 7th TWSC27: Church Ave & Babcock St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 16IntersectionInt Delay, s/veh 4.5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 20 202 26 0 0 0 0 61 33 5 52 0Future Vol, veh/h 20 202 26 0 0 0 0 61 33 5 52 0Conflicting Peds, #/hr 4 0 0 0 0 4 3 0 2 2 0 3Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 88 88 88 100 100 100 100 100 100 87 87 87Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 23 230 30 0 0 0 0 61 33 6 60 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 4 0 0 - 294 132 197 309 - Stage 1 - - - - 290 - 4 4 - Stage 2 - - - - 4 - 193 305 -Critical Hdwy 4.1 - - - 6.5 6.9 7.5 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.5 -Follow-up Hdwy 2.2 - - - 4 3.3 3.5 4 -Pot Cap-1 Maneuver 1631 - - 0 621 900 750 609 0 Stage 1 - - - 0 676 - - - 0 Stage 2 - - - 0 - - 796 666 0Platoon blocked, % - -Mov Cap-1 Maneuver 1625 - - - 609 900 639 598 -Mov Cap-2 Maneuver - - - - 609 - 639 598 - Stage 1 - - - - 666 - - - - Stage 2 - - - - - - 686 656 -Approach EB NB SBHCM Control Delay, s/v 0.66 11.07 11.72HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 687 250 - - 601HCM Lane V/C Ratio 0.137 0.014 - - 0.109HCM Control Delay (s/veh) 11.1 7.2 0.1 - 11.7HCM Lane LOS B A A - BHCM 95th %tile Q(veh) 0.5 0 - - 0.4 Queues28: Willson Ave & Babcock St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 17Lane Group EBT NBT NBR SBL SBTLane Group Flow (vph) 315 219 215 39 208v/c Ratio 0.21 0.36 0.33 0.10 0.35Control Delay (s/veh) 6.7 12.6 3.7 10.4 12.5Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 6.7 12.6 3.7 10.4 12.5Queue Length 50th (ft) 19 38 0 6 36Queue Length 95th (ft) 37 79 31 21 76Internal Link Dist (ft) 156 391 288Turn Bay Length (ft) 145 100Base Capacity (vph) 2295 1235 1088 755 1211Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.14 0.18 0.20 0.05 0.17Intersection Summary HCM 7th Signalized Intersection Summary 28: Willson Ave & Babcock St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 18Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 14 248 37 0 0 0 0 208 204 39 208 0Future Volume (veh/h) 14 248 37 0 0 0 0 208 204 39 208 0Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1723 1709 0 1723 1723 1709 16950Adj Flow Rate, veh/h 15 261 39 0 219 215 39 208 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00Percent Heavy Veh, % 0 2 3 0 2 2 3 4 0Cap, veh/h 74 1275 188 0 617 517 414 607 0Arrive On Green 0.46 0.46 0.46 0.00 0.36 0.36 0.36 0.36 0.00Sat Flow, veh/h 161 2778 410 0 1723 1444 942 1695 0Grp Volume(v), veh/h 160 0 155 0 219 215 39 208 0Grp Sat Flow(s),veh/h/ln 1715 0 1635 0 1723 1444 942 1695 0Q Serve(g_s), s 2.4 0.0 2.5 0.0 4.1 4.9 1.4 3.9 0.0Cycle Q Clear(g_c), s 2.4 0.0 2.5 0.0 4.1 4.9 5.5 3.9 0.0Prop In Lane 0.09 0.25 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 787 0 750 0 617 517 414 607 0V/C Ratio(X) 0.20 0.00 0.21 0.00 0.35 0.42 0.09 0.34 0.00Avail Cap(c_a), veh/h 1216 0 1159 0 1221 1024 744 1202 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh 7.1 0.0 7.1 0.0 10.3 10.6 12.3 10.3 0.0Incr Delay (d2), s/veh 0.1 0.0 0.1 0.0 0.3 0.5 0.1 0.3 0.0Initial Q Delay(d3), s/veh 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 0.7 0.0 1.3 1.4 0.3 1.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 7.2 0.0 7.2 0.0 10.7 11.1 12.4 10.6 0.0LnGrp LOS A A B B B BApproach Vol, veh/h 315 434 247Approach Delay, s/veh 7.2 10.9 10.9Approach LOS A B BTimer - Assigned Phs 2 4 8Phs Duration (G+Y+Rc), s 24.1 19.7 19.7Change Period (Y+Rc), s 4.0 4.0 4.0Max Green Setting (Gmax), s 31.0 31.0 31.0Max Q Clear Time (g_c+I1), s 4.5 7.5 6.9Green Ext Time (p_c), s 2.0 1.4 2.1Intersection SummaryHCM 7th Control Delay, s/veh 9.7HCM 7th LOS A HCM 7th TWSC30: Wallace Ave & Babcock St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 19IntersectionInt Delay, s/veh 3.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 215 0 15 0 0 0 0 8 0 0 67 0Future Vol, veh/h 215 0 15 0 0 0 0 8 0 0 67 0Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 92 91 92 92 92 100 100 92 92 99 99Heavy Vehicles, % 0 2 0 2 2 2 0 0 2 2 0 0Mvmt Flow 236 0 16 0 0 0 0 8 0 0 68 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 0 0 0 - 481 - - 489 - Stage 1 - - - - 481 - - 0 - Stage 2 - - - - 0 - - 489 -Critical Hdwy 4.1 - - - 6.5 - - 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - - 5.5 -Follow-up Hdwy 2.2 - - - 4 - - 4 -Pot Cap-1 Maneuver - - - 0 488 0 0 482 0 Stage 1 - - - 0 557 0 0 - 0 Stage 2 - - - 0 - 0 0 553 0Platoon blocked, % - -Mov Cap-1 Maneuver - - - - 488 - - 482 -Mov Cap-2 Maneuver - - - - 488 - - 482 - Stage 1 - - - - 557 - - - - Stage 2 - - - - - - - 553 -Approach EB NB SBHCM Control Delay, s/v 12.51 13.68HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 488 - - - 482HCM Lane V/C Ratio 0.016 - - - 0.14HCM Control Delay (s/veh) 12.5 - - - 13.7HCM Lane LOS B - - - BHCM 95th %tile Q(veh) 0 - - - 0.5 Queues31: Willson Ave & Mendenhall St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 20Lane Group WBT NBT SBTLane Group Flow (vph) 320 141 136v/c Ratio 0.15 0.54 0.40Control Delay (s/veh) 4.6 28.5 20.7Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 4.6 28.5 20.7Queue Length 50th (ft) 18 43 34Queue Length 95th (ft) 40 81 69Internal Link Dist (ft) 1213 298 233Turn Bay Length (ft)Base Capacity (vph) 2131 847 1063Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.15 0.17 0.13Intersection Summary HCM 7th Signalized Intersection Summary 31: Willson Ave & Mendenhall St03/29/2024AM Peak Block B 1:59 pm 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 21Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 89 199 9 56 62 0 0 94 21Future Volume (veh/h) 0 0 0 89 199 9 56 62 0 0 94 21Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1627 1682 1750 1750 1750 0 0 1750 1750Adj Flow Rate, veh/h 96 214 10 67 74 0 0 111 25Peak Hour Factor 0.93 0.93 0.93 0.84 0.84 0.84 0.85 0.85 0.85Percent Heavy Veh, % 9 5 0 0 0 0 0 0 0Cap, veh/h 630 1413 66 171 147 0 0 244 55Arrive On Green 0.64 0.64 0.64 0.18 0.18 0.00 0.00 0.18 0.18Sat Flow, veh/h 984 2205 103 417 831 0 0 1381 311Grp Volume(v), veh/h 159 0 161 141 0 0 0 0 136Grp Sat Flow(s),veh/h/ln 1633 0 1660 1248 0 0 0 0 1692Q Serve(g_s), s 2.1 0.0 2.1 2.5 0.0 0.0 0.0 0.0 3.9Cycle Q Clear(g_c), s 2.1 0.0 2.1 6.4 0.0 0.0 0.0 0.0 3.9Prop In Lane 0.60 0.06 0.48 0.00 0.00 0.18Lane Grp Cap(c), veh/h 1046 0 1063 317 0 0 0 0 298V/C Ratio(X) 0.15 0.00 0.15 0.44 0.00 0.00 0.00 0.00 0.46Avail Cap(c_a), veh/h 1046 0 1063 1005 0 0 0 0 1083HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00Uniform Delay (d), s/veh 3.9 0.0 3.9 21.1 0.0 0.0 0.0 0.0 20.2Incr Delay (d2), s/veh 0.3 0.0 0.3 1.0 0.0 0.0 0.0 0.0 1.1Initial Q Delay(d3), s/veh 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 0.6 1.7 0.0 0.0 0.0 0.0 1.5Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 4.2 0.0 4.2 22.1 0.0 0.0 0.0 0.0 21.2LnGrp LOS A A C CApproach Vol, veh/h 320 141 136Approach Delay, s/veh 4.2 22.1 21.2Approach LOS A C CTimer - Assigned Phs 4 6 8Phs Duration (G+Y+Rc), s 14.6 40.0 14.6Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 35.0 35.0 35.0Max Q Clear Time (g_c+I1), s 5.9 4.1 8.4Green Ext Time (p_c), s 0.8 2.1 0.8Intersection SummaryHCM 7th Control Delay, s/veh 12.3HCM 7th LOS B Queues9: N Rouse Ave & Peach St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 1Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 67 89 76 14 126 95 67 328 77 535v/c Ratio 0.19 0.20 0.12 0.04 0.49 0.20 0.15 0.43 0.14 0.67Control Delay (s/veh) 20.1 25.2 4.6 18.5 39.0 5.8 8.5 19.1 8.3 24.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 20.1 25.2 4.6 18.5 39.0 5.8 8.5 19.1 8.324.8Queue Length 50th (ft) 23 33 0 5 58 0 12 108 14 207Queue Length 95th (ft) 47 74 21 16 108 27 34 212 38 #431Internal Link Dist (ft) 277 1564 1829 460Turn Bay Length (ft) 85 80 75 80 30 30Base Capacity (vph) 520 704 886 517 704 754 675 802 719 788Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.13 0.13 0.09 0.03 0.18 0.13 0.10 0.41 0.11 0.68Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 9: N Rouse Ave & Peach St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 56 74 63 12 107 81 64 307 8 72 436 67Future Volume (veh/h) 56 74 63 12 107 81 64 307 8 72 436 67Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.96 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1682 1750 1750 1641 1750 1736 1750 1736 1750 1668 1736 1750Adj Flow Rate, veh/h 67 89 76 14 126 95 67 320 8 77 464 71Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.96 0.96 0.96 0.94 0.94 0.94Percent Heavy Veh, % 5 0 0 8 0 1 0 1 0 6 1 0Cap, veh/h 291 303 333 301 233 279 382 735 18 532 647 99Arrive On Green 0.06 0.17 0.17 0.02 0.13 0.13 0.06 0.44 0.440.06 0.44 0.44Sat Flow, veh/h 1602 1750 1438 1563 1750 1418 1667 1686 42 1589 1470 225Grp Volume(v), veh/h 67 89 76 14 126 95 67 0 328 77 0 535Grp Sat Flow(s),veh/h/ln 1602 1750 1438 1563 1750 1418 1667 0 1728 1589 0 1694Q Serve(g_s), s 2.0 2.5 2.5 0.4 3.9 3.3 1.2 0.0 7.6 1.5 0.0 14.8Cycle Q Clear(g_c), s 2.0 2.5 2.5 0.4 3.9 3.3 1.2 0.0 7.6 1.50.0 14.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.13Lane Grp Cap(c), veh/h 291 303 333 301 233 279 382 0 753 532 0746V/C Ratio(X) 0.23 0.29 0.23 0.05 0.54 0.34 0.18 0.00 0.44 0.14 0.00 0.72Avail Cap(c_a), veh/h 814 894 819 873 894 815 926 0 1019 10440 999HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 18.8 20.7 17.9 20.9 23.2 19.9 9.70.0 11.3 8.1 0.0 13.1Incr Delay (d2), s/veh 0.4 0.5 0.3 0.1 1.9 0.7 0.2 0.0 0.4 0.1 0.0 1.6Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.0 0.8 0.2 1.6 1.1 0.4 0.0 2.60.4 0.0 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 19.2 21.2 18.3 20.9 25.2 20.6 9.9 0.011.7 8.3 0.0 14.8LnGrp LOS B C B C C C A B A BApproach Vol, veh/h 232 235 395 612Approach Delay, s/veh 19.7 23.1 11.4 14.0Approach LOS B C B BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 6.5 31.2 4.0 15.6 6.3 31.5 6.3 13.3Change Period (Y+Rc), s 3.0 6.2 3.0 5.7 3.0 6.2 3.0 5.7Max Green Setting (Gmax), s 22.0 33.8 22.0 29.3 22.0 33.822.0 29.3Max Q Clear Time (g_c+I1), s 3.5 9.6 2.4 4.5 3.2 16.8 4.0 5.9Green Ext Time (p_c), s 0.2 2.1 0.0 0.7 0.1 3.5 0.1 1.0Intersection SummaryHCM 7th Control Delay, s/veh 15.6HCM 7th LOS B Queues12: N Rouse Ave & Mendenhall St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 3Lane Group WBT WBR NBL NBT SBL SBT SBRLane Group Flow (vph) 180 92 74 338 56 315 179v/c Ratio 0.46 0.25 0.10 0.29 0.07 0.26 0.18Control Delay (s/veh) 38.6 7.3 4.3 12.4 2.6 7.4 2.4Queue Delay 0.0 0.0 0.0 0.6 0.0 0.0 0.0Total Delay (s/veh) 38.6 7.3 4.3 13.1 2.6 7.4 2.4Queue Length 50th (ft) 47 0 3 106 5 64 6Queue Length 95th (ft) 76 32 36 253 14 120 32Internal Link Dist (ft) 949 322 1829Turn Bay Length (ft) 90 90 70 65Base Capacity (vph) 987 454 778 1156 841 1168 968Starvation Cap Reductn 0 0 0 488 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.18 0.20 0.10 0.51 0.07 0.27 0.18Intersection Summary HCM 7th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 10 150 82 70 307 10 54 302 172Future Volume (veh/h) 0 0 0 10 150 82 70 307 10 54 302 172Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.83 1.00 0.96 0.99 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1723 1736 1627 1736 1750 1750 1750 1723Adj Flow Rate, veh/h 11 169 92 74 327 11 56 315 179Peak Hour Factor 0.89 0.89 0.89 0.94 0.94 0.94 0.96 0.96 0.96Percent Heavy Veh, % 0 2 1 9 1 0 0 0 2Cap, veh/h 29 447 237 649 1095 37 838 1140 928Arrive On Green 0.14 0.14 0.14 0.10 1.00 1.00 0.04 0.65 0.65Sat Flow, veh/h 204 3145 1218 1550 1667 56 1667 1750 1424Grp Volume(v), veh/h 92 88 92 74 0 338 56 315 179Grp Sat Flow(s),veh/h/ln 1712 1637 1218 1550 0 1723 1667 1750 1424Q Serve(g_s), s 4.1 4.1 5.7 1.3 0.0 0.0 0.9 6.5 4.3Cycle Q Clear(g_c), s 4.1 4.1 5.7 1.3 0.0 0.0 0.9 6.5 4.3Prop In Lane 0.12 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 244 233 237 649 0 1132 838 1140 928V/C Ratio(X) 0.38 0.38 0.39 0.11 0.00 0.30 0.07 0.28 0.19Avail Cap(c_a), veh/h 520 497 433 792 0 1132 1001 1140 928HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.60 0.00 0.60 0.77 0.77 0.77Uniform Delay (d), s/veh 33.0 33.0 30.5 4.1 0.0 0.0 4.1 6.35.9Incr Delay (d2), s/veh 1.0 1.0 1.0 0.0 0.0 0.4 0.0 0.5 0.4Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.8 1.7 0.1 0.3 0.0 0.1 0.3 2.3 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 34.0 34.0 31.5 4.1 0.0 0.4 4.1 6.8 6.3LnGrp LOS C C C A A A A AApproach Vol, veh/h 272 412 550Approach Delay, s/veh 33.2 1.1 6.3Approach LOS C A ATimer - Assigned Phs 1 2 5 6 8Phs Duration (G+Y+Rc), s 6.7 61.0 7.1 60.6 17.3Change Period (Y+Rc), s 3.0 5.2 3.0 5.2 5.2Max Green Setting (Gmax), s 12.0 33.8 12.0 33.8 25.8Max Q Clear Time (g_c+I1), s 2.9 2.0 3.3 8.5 7.7Green Ext Time (p_c), s 0.1 2.3 0.1 2.7 1.3Intersection SummaryHCM 7th Control Delay, s/veh 10.5HCM 7th LOS B Queues17: Main St & N Broadway Ave03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 5Lane Group EBT WBT SBTLane Group Flow (vph) 833 878 235v/c Ratio 0.55 0.43 0.77Control Delay (s/veh) 10.5 8.6 46.1Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 10.5 8.6 46.1Queue Length 50th (ft) 102 104 111Queue Length 95th (ft) 143 160 182Internal Link Dist (ft) 590 713 1932Turn Bay Length (ft)Base Capacity (vph) 1537 2048 353Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.54 0.43 0.67Intersection Summary HCM 7th Signalized Intersection Summary 17: Main St & N Broadway Ave03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 72 553 0 0 601 172 0 0 0 196 1 38Future Volume (veh/h) 72 553 0 0 601 172 0 0 0 196 1 38Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1736 1750 1750 1750 1736 1750 1750Adj Flow Rate, veh/h 96 737 0 0 683 195 0 0 0 196 1 38Peak Hour Factor 0.75 0.75 0.75 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00Percent Heavy Veh, % 0 2 0 0 0 1 0 0 0 1 0 0Cap, veh/h 215 1602 0 0 1690 482 0 344 0 313 1 46Arrive On Green 1.00 1.00 0.00 0.00 0.66 0.66 0.00 0.00 0.000.20 0.20 0.20Sat Flow, veh/h 244 2488 0 0 2630 726 0 1750 0 1197 6 232Grp Volume(v), veh/h 386 447 0 0 446 432 0 0 0 235 0 0Grp Sat Flow(s),veh/h/ln 1165 1489 0 0 1663 1606 0 1750 0 1435 0 0Q Serve(g_s), s 4.1 0.0 0.0 0.0 10.5 10.5 0.0 0.0 0.0 13.4 0.00.0Cycle Q Clear(g_c), s 14.6 0.0 0.0 0.0 10.5 10.5 0.0 0.0 0.013.4 0.0 0.0Prop In Lane 0.25 0.00 0.00 0.45 0.00 0.00 0.83 0.16Lane Grp Cap(c), veh/h 827 990 0 0 1105 1067 0 344 0 360 0 0V/C Ratio(X) 0.47 0.45 0.00 0.00 0.40 0.40 0.00 0.00 0.00 0.65 0.00 0.00Avail Cap(c_a), veh/h 827 990 0 0 1105 1067 0 455 0 451 0 0HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.94 0.94 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.3 0.0 0.0 0.0 6.5 6.5 0.0 0.0 0.032.8 0.0 0.0Incr Delay (d2), s/veh 1.8 1.4 0.0 0.0 1.1 1.1 0.0 0.0 0.0 2.3 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 0.4 0.0 0.0 3.5 3.4 0.0 0.0 0.04.8 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 2.1 1.4 0.0 0.0 7.6 7.7 0.0 0.0 0.0 35.1 0.0 0.0LnGrp LOS A A A A DApproach Vol, veh/h 833 878 0 235Approach Delay, s/veh 1.7 7.7 0.0 35.1Approach LOS A A DTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 62.4 22.6 62.4 22.6Change Period (Y+Rc), s 5.9 5.9 5.9 5.9Max Green Setting (Gmax), s 51.1 22.1 51.1 22.1Max Q Clear Time (g_c+I1), s 16.6 15.4 12.5 0.0Green Ext Time (p_c), s 7.5 0.7 7.3 0.0Intersection SummaryHCM 7th Control Delay, s/veh 8.4HCM 7th LOS A Queues31: Church Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 7Lane Group EBT WBT NBT SBTLane Group Flow (vph) 494 589 142 48v/c Ratio 0.23 0.29 0.61 0.20Control Delay (s/veh) 7.0 9.2 41.3 26.8Queue Delay 0.0 0.0 0.0 0.0Total Delay (s/veh) 7.0 9.2 41.3 26.8Queue Length 50th (ft) 18 54 65 18Queue Length 95th (ft) 137 200 98 39Internal Link Dist (ft) 379 368 103 178Turn Bay Length (ft)Base Capacity (vph) 2114 2019 381 395Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.23 0.29 0.37 0.12Intersection Summary HCM 7th Signalized Intersection Summary 31: Church Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 22 409 28 57 486 23 32 58 22 9 21 8Future Volume (veh/h) 22 409 28 57 486 23 32 58 22 9 21 8Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.98 0.95 0.98 0.93 0.97 0.95 0.98 0.95Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1695 1750 1750 1750 1750 1750 1750 1750 1750 1750Adj Flow Rate, veh/h 24 440 30 59 506 24 41 73 28 11 27 10Peak Hour Factor 0.93 0.93 0.93 0.96 0.96 0.96 0.79 0.79 0.79 0.79 0.79 0.79Percent Heavy Veh, % 0 2 4 0 0 0 0 0 0 0 0 0Cap, veh/h 120 2039 137 236 1927 91 104 144 48 84 163 51Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.15 0.15 0.150.15 0.15 0.15Sat Flow, veh/h 103 2845 192 258 2689 127 323 946 312 209 1071337Grp Volume(v), veh/h 256 0 238 294 0 295 142 0 0 48 0 0Grp Sat Flow(s),veh/h/ln 1618 0 1522 1515 0 1559 1581 0 0 1617 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 7.0 0.0 0.0 2.10.0 0.0Prop In Lane 0.09 0.13 0.20 0.08 0.29 0.20 0.23 0.21Lane Grp Cap(c), veh/h 1206 0 1091 1136 0 1117 296 0 0 299 0 0V/C Ratio(X) 0.21 0.00 0.22 0.26 0.00 0.26 0.48 0.00 0.00 0.16 0.00 0.00Avail Cap(c_a), veh/h 1206 0 1091 1136 0 1117 444 0 0 447 0 0HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.95 0.00 0.95 0.96 0.00 0.96 1.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 33.4 0.0 0.0 31.4 0.0 0.0Incr Delay (d2), s/veh 0.4 0.0 0.4 0.5 0.0 0.6 1.2 0.0 0.0 0.2 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.2 0.0 0.2 2.8 0.0 0.00.9 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.4 0.0 0.4 0.5 0.0 0.6 34.6 0.0 0.0 31.7 0.0 0.0LnGrp LOS A A A A C CApproach Vol, veh/h 494 589 142 48Approach Delay, s/veh 0.4 0.5 34.6 31.7Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 66.1 18.9 66.1 18.9Change Period (Y+Rc), s 5.2 5.9 5.2 5.9Max Green Setting (Gmax), s 52.8 21.1 52.8 21.1Max Q Clear Time (g_c+I1), s 2.0 4.1 2.0 9.0Green Ext Time (p_c), s 3.7 0.2 4.6 0.6Intersection SummaryHCM 7th Control Delay, s/veh 5.5HCM 7th LOS A Queues33: Wallace Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 9Lane Group EBT WBT NBT NBR SBTLane Group Flow (vph) 475 618 157 256 100v/c Ratio 0.24 0.30 0.59 0.57 0.45Control Delay (s/veh) 5.6 9.5 41.2 9.3 30.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 5.6 9.5 41.2 9.3 30.8Queue Length 50th (ft) 13 47 79 0 38Queue Length 95th (ft) 108 214 112 39 63Internal Link Dist (ft) 368 590 290 192Turn Bay Length (ft)Base Capacity (vph) 1965 2027 399 545 318Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.24 0.30 0.39 0.47 0.31Intersection Summary HCM 7th Signalized Intersection Summary 33: Wallace Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 38 378 6 45 510 57 26 101 207 34 22 21Future Volume (veh/h) 38 378 6 45 510 57 26 101 207 34 22 21Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 0.98 0.96 0.99 0.96Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1723 1750 1750 1736 1750 1750 1750Adj Flow Rate, veh/h 43 425 7 45 515 58 32 125 256 44 29 27Peak Hour Factor 0.89 0.89 0.89 0.99 0.99 0.99 0.81 0.81 0.81 0.77 0.77 0.77Percent Heavy Veh, % 0 2 0 0 0 2 0 0 1 0 0 0Cap, veh/h 193 1813 30 162 1740 193 97 321 305 138 87 61Arrive On Green 0.44 0.44 0.44 1.00 1.00 1.00 0.22 0.22 0.220.22 0.22 0.22Sat Flow, veh/h 219 2780 46 174 2668 296 213 1484 1414 357 401280Grp Volume(v), veh/h 237 0 238 319 0 299 157 0 256 100 0 0Grp Sat Flow(s),veh/h/ln 1487 0 1558 1609 0 1529 1697 0 14141039 0 0Q Serve(g_s), s 0.0 0.0 8.1 0.0 0.0 0.0 0.0 0.0 14.7 2.7 0.0 0.0Cycle Q Clear(g_c), s 7.3 0.0 8.1 0.0 0.0 0.0 6.6 0.0 14.7 9.3 0.0 0.0Prop In Lane 0.18 0.03 0.14 0.19 0.20 1.00 0.44 0.27Lane Grp Cap(c), veh/h 1020 0 1016 1098 0 998 417 0 305 285 0 0V/C Ratio(X) 0.23 0.00 0.23 0.29 0.00 0.30 0.38 0.00 0.84 0.35 0.00 0.00Avail Cap(c_a), veh/h 1020 0 1016 1098 0 998 471 0 351 326 0 0HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.98 0.00 0.98 0.90 0.00 0.90 1.00 0.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 10.4 0.0 10.6 0.0 0.0 0.0 28.7 0.031.9 29.4 0.0 0.0Incr Delay (d2), s/veh 0.5 0.0 0.5 0.6 0.0 0.7 0.6 0.0 14.7 0.7 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.9 0.0 3.0 0.2 0.0 0.2 2.8 0.0 6.21.9 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 10.9 0.0 11.1 0.6 0.0 0.7 29.3 0.0 46.6 30.2 0.0 0.0LnGrp LOS B B A A C D CApproach Vol, veh/h 475 618 413 100Approach Delay, s/veh 11.0 0.6 40.0 30.2Approach LOS B A D CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 60.7 24.3 60.7 24.3Change Period (Y+Rc), s 5.3 5.9 5.3 5.9Max Green Setting (Gmax), s 52.7 21.1 52.7 21.1Max Q Clear Time (g_c+I1), s 10.1 11.3 2.0 16.7Green Ext Time (p_c), s 3.5 0.3 4.8 0.8Intersection SummaryHCM 7th Control Delay, s/veh 15.7HCM 7th LOS B Queues39: S Rouse Ave/N Rouse Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 11Lane Group EBT WBT NBT SBL SBTLane Group Flow (vph) 400 556 270 125 187v/c Ratio 0.34 0.41 0.73 0.31 0.28Control Delay (s/veh) 17.5 17.9 41.5 9.6 4.7Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 17.5 17.9 41.5 9.6 4.7Queue Length 50th (ft) 84 129 132 32 27Queue Length 95th (ft) 149 206 193 41 62Internal Link Dist (ft) 765 379 278 322Turn Bay Length (ft) 110Base Capacity (vph) 1173 1359 546 415 827Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.34 0.41 0.49 0.30 0.23Intersection Summary HCM 7th Signalized Intersection Summary 39: S Rouse Ave/N Rouse Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 59 317 17 7 383 121 25 209 17 125 96 91Future Volume (veh/h) 59 317 17 7 383 121 25 209 17 125 96 91Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.96 0.91 0.97 0.91 0.92 0.88 0.96 0.93Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1695 1750 1750 1750 1736 1695 1709 1750 1750 1750 1750Adj Flow Rate, veh/h 60 323 17 8 416 132 27 225 18 125 96 91Peak Hour Factor 0.98 0.98 0.98 0.92 0.92 0.92 0.93 0.93 0.93 1.00 1.00 1.00Percent Heavy Veh, % 0 4 0 0 0 1 4 3 0 0 0 0Cap, veh/h 233 1197 64 50 1208 372 68 326 25 380 279 265Arrive On Green 0.51 0.51 0.51 1.00 1.00 1.00 0.23 0.23 0.230.13 0.59 0.59Sat Flow, veh/h 349 2349 125 13 2371 729 92 1420 108 1667 794 753Grp Volume(v), veh/h 196 0 204 308 0 248 270 0 0 125 0 187Grp Sat Flow(s),veh/h/ln 1319 0 1505 1741 0 1371 1620 0 0 1667 0 1547Q Serve(g_s), s 1.3 0.0 6.5 0.0 0.0 0.0 4.7 0.0 0.0 4.6 0.0 5.3Cycle Q Clear(g_c), s 5.8 0.0 6.5 0.0 0.0 0.0 12.9 0.0 0.0 4.6 0.0 5.3Prop In Lane 0.31 0.08 0.03 0.53 0.10 0.07 1.00 0.49Lane Grp Cap(c), veh/h 727 0 767 931 0 699 418 0 0 380 0 544V/C Ratio(X) 0.27 0.00 0.27 0.33 0.00 0.36 0.65 0.00 0.00 0.33 0.00 0.34Avail Cap(c_a), veh/h 727 0 767 931 0 699 597 0 0 470 0 793HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.67 1.67 1.67Upstream Filter(I) 1.00 0.00 1.00 0.97 0.00 0.97 1.00 0.00 0.00 0.97 0.00 0.97Uniform Delay (d), s/veh 11.6 0.0 11.8 0.0 0.0 0.0 30.1 0.00.0 19.6 0.0 12.5Incr Delay (d2), s/veh 0.9 0.0 0.8 0.9 0.0 1.4 1.7 0.0 0.0 0.5 0.0 0.4Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 0.0 2.3 0.2 0.0 0.3 5.2 0.0 0.01.7 0.0 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 12.5 0.0 12.7 0.9 0.0 1.4 31.8 0.0 0.020.1 0.0 12.8LnGrp LOS B B A A C C BApproach Vol, veh/h 400 556 270 312Approach Delay, s/veh 12.6 1.1 31.8 15.7Approach LOS B A C BTimer - Assigned Phs 2 4 6 7 8Phs Duration (G+Y+Rc), s 48.7 36.3 48.7 10.4 25.9Change Period (Y+Rc), s 5.4 6.4 5.4 4.0 * 6.4Max Green Setting (Gmax), s 29.6 43.6 29.6 11.0 * 29Max Q Clear Time (g_c+I1), s 8.5 7.3 2.0 6.6 14.9Green Ext Time (p_c), s 2.7 1.3 4.0 0.1 1.4Intersection SummaryHCM 7th Control Delay, s/veh 12.5HCM 7th LOS BNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Queues41: Willson Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 13Lane Group EBT WBT NBL NBT SBTLane Group Flow (vph) 573 563 139 206 295v/c Ratio 0.32 0.33 0.85 0.48 0.73Control Delay (s/veh) 9.0 5.0 70.6 27.2 38.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 9.0 5.0 70.6 27.2 38.9Queue Length 50th (ft) 64 28 71 85 140Queue Length 95th (ft) 124 54 114 116 197Internal Link Dist (ft) 588 765 288 298Turn Bay Length (ft) 100Base Capacity (vph) 1744 1686 266 677 647Starvation Cap Reductn 0 0 0 0 20Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.33 0.33 0.52 0.30 0.47Intersection Summary HCM 7th Signalized Intersection Summary 41: Willson Ave & Main St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 24 420 83 48 439 20 115 132 39 19 232 44Future Volume (veh/h) 24 420 83 48 439 20 115 132 39 19 232 44Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.97 0.89 0.98 0.91 0.97 0.92 0.95 0.92Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1750 1750 1736 1750 1723 1750 1750 1682 1709 1750Adj Flow Rate, veh/h 26 457 90 53 488 22 139 159 47 19 232 44Peak Hour Factor 0.92 0.92 0.92 0.90 0.90 0.90 0.83 0.83 0.83 1.00 1.00 1.00Percent Heavy Veh, % 0 2 0 0 1 0 2 0 0 5 3 0Cap, veh/h 96 1500 288 187 1623 73 263 328 97 58 342 62Arrive On Green 0.60 0.60 0.60 0.60 0.60 0.60 0.26 0.26 0.260.26 0.26 0.26Sat Flow, veh/h 84 2490 478 227 2693 121 1065 1268 375 51 1321241Grp Volume(v), veh/h 307 0 266 281 0 282 139 0 206 295 0 0Grp Sat Flow(s),veh/h/ln 1640 0 1411 1497 0 1544 1065 0 16421613 0 0Q Serve(g_s), s 0.0 0.0 7.8 0.0 0.0 7.5 4.5 0.0 9.0 2.9 0.0 0.0Cycle Q Clear(g_c), s 7.3 0.0 7.8 6.5 0.0 7.5 18.4 0.0 9.0 13.9 0.0 0.0Prop In Lane 0.08 0.34 0.19 0.08 1.00 0.23 0.06 0.15Lane Grp Cap(c), veh/h 1034 0 850 952 0 930 263 0 425 462 0 0V/C Ratio(X) 0.30 0.00 0.31 0.30 0.00 0.30 0.53 0.00 0.48 0.64 0.00 0.00Avail Cap(c_a), veh/h 1034 0 850 952 0 930 416 0 661 690 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.88 0.00 0.88 0.89 0.00 0.00Uniform Delay (d), s/veh 8.2 0.0 8.3 8.0 0.0 8.2 31.7 0.0 26.7 28.5 0.0 0.0Incr Delay (d2), s/veh 0.7 0.0 1.0 0.8 0.0 0.8 1.5 0.0 0.8 1.3 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.7 0.0 2.4 2.5 0.0 2.5 2.8 0.0 3.65.5 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 8.9 0.0 9.2 8.8 0.0 9.1 33.2 0.0 27.5 29.8 0.0 0.0LnGrp LOS A A A A C C CApproach Vol, veh/h 573 563 345 295Approach Delay, s/veh 9.1 8.9 29.8 29.8Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 27.8 57.2 27.8 57.2Change Period (Y+Rc), s 5.8 6.0 5.8 6.0Max Green Setting (Gmax), s 34.2 39.0 34.2 39.0Max Q Clear Time (g_c+I1), s 20.4 9.8 15.9 9.5Green Ext Time (p_c), s 1.6 4.2 1.8 4.2Intersection SummaryHCM 7th Control Delay, s/veh 16.5HCM 7th LOS B HCM 7th TWSC43: S Rouse Ave & Babcock St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 15IntersectionInt Delay, s/veh 9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 210 312 25 0 0 0 0 36 6 38 72 0Future Vol, veh/h 210 312 25 0 0 0 0 36 6 38 72 0Conflicting Peds, #/hr 3 0 4 4 0 3 12 0 14 14 0 12Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 82 82 82 100 100 100 88 88 88 100 100 100Heavy Vehicles, % 2 1 0 0 0 0 0 0 0 0 0 0Mvmt Flow 256 380 30 0 0 0 0 41 7 38 72 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 3 0 0 - 915 223 740 930 - Stage 1 - - - - 912 - 3 3 - Stage 2 - - - - 3 - 737 927 -Critical Hdwy 4.14 - - - 6.5 6.9 7.5 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.5 -Follow-up Hdwy 2.22 - - - 4 3.3 3.5 4 -Pot Cap-1 Maneuver 1618 - - 0 275 786 309 269 0 Stage 1 - - - 0 355 - - - 0 Stage 2 - - - 0 - - 381 350 0Platoon blocked, % - -Mov Cap-1 Maneuver 1613 - - - 224 783 212 219 -Mov Cap-2 Maneuver - - - - 224 - 212 219 - Stage 1 - - - - 291 - - - - Stage 2 - - - - - - 266 286 -Approach EB NB SBHCM Control Delay, s/v 3.27 22.82 37.6HCM LOS C EMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 249 1252 - - 217HCM Lane V/C Ratio 0.191 0.159 - - 0.508HCM Control Delay (s/veh) 22.8 7.7 0.6 - 37.6HCM Lane LOS C A A - EHCM 95th %tile Q(veh) 0.7 0.6 - - 2.6 HCM 7th TWSC44: Church Ave & Babcock St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 16IntersectionInt Delay, s/veh 5.5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 33 271 41 0 0 0 0 72 38 7 97 0Future Vol, veh/h 33 271 41 0 0 0 0 72 38 7 97 0Conflicting Peds, #/hr 4 0 5 5 0 4 16 0 6 6 0 16Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 79 79 79 100 100 100 81 81 81 100 100 100Heavy Vehicles, % 0 2 0 0 0 0 0 0 0 0 0 0Mvmt Flow 42 343 52 0 0 0 0 89 47 7 97 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 4 0 0 - 462 208 310 487 - Stage 1 - - - - 458 - 4 4 - Stage 2 - - - - 4 - 306 483 -Critical Hdwy 4.1 - - - 6.5 6.9 7.5 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.5 -Follow-up Hdwy 2.2 - - - 4 3.3 3.5 4 -Pot Cap-1 Maneuver 1631 - - 0 500 804 625 483 0 Stage 1 - - - 0 571 - - - 0 Stage 2 - - - 0 - - 685 556 0Platoon blocked, % - -Mov Cap-1 Maneuver 1625 - - - 481 800 467 465 -Mov Cap-2 Maneuver - - - - 481 - 467 465 - Stage 1 - - - - 552 - - - - Stage 2 - - - - - - 525 537 -Approach EB NB SBHCM Control Delay, s/v 0.83 13.51 14.95HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 558 291 - - 465HCM Lane V/C Ratio 0.243 0.026 - - 0.223HCM Control Delay (s/veh) 13.5 7.3 0.2 - 14.9HCM Lane LOS B A A - BHCM 95th %tile Q(veh) 0.9 0.1 - - 0.8 Queues45: Willson Ave & Babcock St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 17Lane Group EBT NBT NBR SBL SBTLane Group Flow (vph) 513 293 227 35 309v/c Ratio 0.35 0.46 0.34 0.11 0.49Control Delay (s/veh) 7.8 13.5 3.5 10.2 14.1Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 7.8 13.5 3.5 10.2 14.1Queue Length 50th (ft) 32 54 0 6 58Queue Length 95th (ft) 57 93 25 19 110Internal Link Dist (ft) 156 391 288Turn Bay Length (ft) 145 100Base Capacity (vph) 2222 1238 1058 623 1214Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.23 0.24 0.21 0.06 0.25Intersection Summary HCM 7th Signalized Intersection Summary 45: Willson Ave & Babcock St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 18Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 28 292 85 0 0 0 0 246 191 33 294 0Future Volume (veh/h) 28 292 85 0 0 0 0 246 191 33 294 0Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.94 0.98 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1695 1723 1736 0 1750 1723 1709 17230Adj Flow Rate, veh/h 35 370 108 0 293 227 35 309 0Peak Hour Factor 0.79 0.79 0.79 0.84 0.84 0.84 0.95 0.95 0.95Percent Heavy Veh, % 4 2 1 0 0 2 3 2 0Cap, veh/h 101 1055 304 0 660 519 376 650 0Arrive On Green 0.45 0.45 0.45 0.00 0.38 0.38 0.38 0.38 0.00Sat Flow, veh/h 225 2364 681 0 1750 1376 862 1723 0Grp Volume(v), veh/h 266 0 247 0 293 227 35 309 0Grp Sat Flow(s),veh/h/ln 1711 0 1559 0 1750 1376 862 1723 0Q Serve(g_s), s 4.6 0.0 4.7 0.0 5.7 5.6 1.4 6.2 0.0Cycle Q Clear(g_c), s 4.6 0.0 4.7 0.0 5.7 5.6 7.1 6.2 0.0Prop In Lane 0.13 0.44 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 764 0 696 0 660 519 376 650 0V/C Ratio(X) 0.35 0.00 0.36 0.00 0.44 0.44 0.09 0.48 0.00Avail Cap(c_a), veh/h 1169 0 1065 0 1196 940 639 1177 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh 8.2 0.0 8.3 0.0 10.6 10.5 13.2 10.7 0.0Incr Delay (d2), s/veh 0.3 0.0 0.3 0.0 0.5 0.6 0.1 0.5 0.0Initial Q Delay(d3), s/veh 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 1.3 0.0 1.9 1.5 0.3 2.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 8.5 0.0 8.6 0.0 11.0 11.1 13.3 11.3 0.0LnGrp LOS A A B B B BApproach Vol, veh/h 513 520 344Approach Delay, s/veh 8.5 11.1 11.5Approach LOS A B BTimer - Assigned Phs 2 4 8Phs Duration (G+Y+Rc), s 24.3 21.1 21.1Change Period (Y+Rc), s 4.0 4.0 4.0Max Green Setting (Gmax), s 31.0 31.0 31.0Max Q Clear Time (g_c+I1), s 6.7 9.1 7.7Green Ext Time (p_c), s 3.5 2.1 2.7Intersection SummaryHCM 7th Control Delay, s/veh 10.2HCM 7th LOS B HCM 7th TWSC47: Wallace Ave & Babcock St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 19IntersectionInt Delay, s/veh 5.9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 276 0 24 0 0 0 0 60 0 0 74 0Future Vol, veh/h 276 0 24 0 0 0 0 60 0 0 74 0Conflicting Peds, #/hr 0 0 0 0 0 0 20 0 0 0 0 20Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 85 92 85 92 92 92 75 75 92 92 75 75Heavy Vehicles, % 1 2 0 2 2 2 0 0 2 2 0 0Mvmt Flow 325 0 28 0 0 0 0 80 0 0 99 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 0 0 0 - 664 - - 678 - Stage 1 - - - - 664 - - 0 - Stage 2 - - - - 0 - - 678 -Critical Hdwy 4.11 - - - 6.5 - - 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - - 5.5 -Follow-up Hdwy 2.209 - - - 4 - - 4 -Pot Cap-1 Maneuver - - - 0 384 0 0 377 0 Stage 1 - - - 0 462 0 0 - 0 Stage 2 - - - 0 - 0 0 455 0Platoon blocked, % - -Mov Cap-1 Maneuver - - - - 384 - - 377 -Mov Cap-2 Maneuver - - - - 384 - - 377 - Stage 1 - - - - 462 - - - - Stage 2 - - - - - - - 455 -Approach EB NB SBHCM Control Delay, s/v 16.83 17.91HCM LOS C CMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 384 - - - 377HCM Lane V/C Ratio 0.208 - - - 0.262HCM Control Delay (s/veh) 16.8 - - - 17.9HCM Lane LOS C - - - CHCM 95th %tile Q(veh) 0.8 - - - 1 Queues48: Willson Ave & Mendenhall St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 20Lane Group WBT NBT SBTLane Group Flow (vph) 643 193 179v/c Ratio 0.34 0.64 0.45Control Delay (s/veh) 7.0 30.6 20.3Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 7.0 30.6 20.3Queue Length 50th (ft) 50 61 47Queue Length 95th (ft) 95 109 83Internal Link Dist (ft) 1213 298 233Turn Bay Length (ft)Base Capacity (vph) 1880 795 1009Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.34 0.24 0.18Intersection Summary HCM 7th Signalized Intersection Summary 48: Willson Ave & Mendenhall St03/29/2024PM Peak Block B 9:40 am 03/25/2024 Existing Conditions (2024) Synchro 11 ReportPage 21Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 171 360 28 75 89 0 0 114 33Future Volume (veh/h) 0 0 0 171 360 28 75 89 0 0 114 33Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.95 0.98 1.00 1.00 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1695 1723 1750 1750 1750 0 0 1736 1750Adj Flow Rate, veh/h 197 414 32 88 105 0 0 139 40Peak Hour Factor 0.87 0.87 0.87 0.85 0.85 0.85 0.82 0.82 0.82Percent Heavy Veh, % 4 2 0 0 0 0 0 1 0Cap, veh/h 599 1260 97 192 194 0 0 321 92Arrive On Green 0.58 0.58 0.58 0.25 0.25 0.00 0.00 0.25 0.25Sat Flow, veh/h 1027 2160 167 419 776 0 0 1284 370Grp Volume(v), veh/h 320 0 323 193 0 0 0 0 179Grp Sat Flow(s),veh/h/ln 1671 0 1683 1195 0 0 0 0 1654Q Serve(g_s), s 5.9 0.0 5.9 4.5 0.0 0.0 0.0 0.0 5.5Cycle Q Clear(g_c), s 5.9 0.0 5.9 9.9 0.0 0.0 0.0 0.0 5.5Prop In Lane 0.61 0.10 0.46 0.00 0.00 0.22Lane Grp Cap(c), veh/h 975 0 982 386 0 0 0 0 414V/C Ratio(X) 0.33 0.00 0.33 0.50 0.00 0.00 0.00 0.00 0.43Avail Cap(c_a), veh/h 975 0 982 868 0 0 0 0 965HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00Uniform Delay (d), s/veh 6.4 0.0 6.4 20.8 0.0 0.0 0.0 0.0 18.9Incr Delay (d2), s/veh 0.9 0.0 0.9 1.0 0.0 0.0 0.0 0.0 0.7Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.9 0.0 2.0 2.5 0.0 0.0 0.0 0.0 2.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 7.3 0.0 7.3 21.8 0.0 0.0 0.0 0.0 19.6LnGrp LOS A A C BApproach Vol, veh/h 643 193 179Approach Delay, s/veh 7.3 21.8 19.6Approach LOS A C BTimer - Assigned Phs 4 6 8Phs Duration (G+Y+Rc), s 20.0 40.0 20.0Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 35.0 35.0 35.0Max Q Clear Time (g_c+I1), s 7.5 7.9 11.9Green Ext Time (p_c), s 1.1 4.6 1.2Intersection SummaryHCM 7th Control Delay, s/veh 12.3HCM 7th LOS B APPENDIX C CAPACITY CALCULATIONS - FULL BUILDOUT (2027) & FUTURE (2039) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) WB 4.2 A 2 7.2 A 4NB22.0 C 4 21.5 C 5SB21.3 C 3 19.6 B 4Intersection11.9 B --12.0 B -- EB 6.6 A 3 10.0 A 6WB6.3 A 5 9.8 A 3NB26.9 C 4 28.7 C 5SB27.8 C 6 29.8 C 9Intersection13.6 B --16.8 B -- EB 7.3 A 2 8.4 A 3NB11.1 B 4 10.9 B 4SB11.2 B 4 11.7 B 5Intersection9.9 A --10.3 B -- EB 20.7 C 4 19.8 B 4WB22.8 C 4 23.0 C 5NB10.5 B 9 11.8 B 10SB10.5 B 11 15.7 B 20Intersection14.1 B --16.2 B -- WB 34.6 C 3 33.2 C 4NB0.8 A 7 1.2 A 10SB4.2 A 4 6.6 A 6Intersection9.2 A --10.2 B -- EB 10.4 B 5 13.6 B 7WB7.2 A 7 1.5 A 10NB29.4 C 6 32.3 C 9SB19.4 B 3 15.2 B 3Intersection13.8 B --12.7 B -- EB 3.4 A 1 3.2 A 1NB15.7 C 1 20.9 C 1SB21.7 C 2 54.3 F 6Intersection7.4 A --14.4 B -- EB 0.3 A 5 0.4 A 6WB0.4 A 3 1.4 A 9NB32.4 C 4 34.5 C 6SB30.2 C 2 30.9 C 2Intersection4.8 A --5.8 A -- EB 1.1 A 1 1.3 A 1NB11.8 B 1 14.0 B 1SB12.6 B 1 16.9 C 2Intersection5.0 A --6.3 A -- EB 0.4 A 1 11.0 B 5WB0.6 A 3 0.8 A 9NB32.2 C 3 39.6 D 5SB26.0 C 3 29.6 C 3Intersection8.4 A --14.5 B -- EB 0.0 A 0 0.0 A 0NB13.3 B 1 17.0 C 1SB14.9 B 1 17.9 C 1Intersection3.3 A --5.1 A -- EB 0.7 A 8 1.6 A 9WB5.5 A 5 8.7 A 8NB0.0 A 0 0.0 A 0SB32.3 C 5 36.0 D 8Intersection6.7 A --9.9 A -- EB 0.0 A 0 0.0 A 0SB9.4 A 1 9.8 A 0Intersection0.5 A --0.3 A -- Intersection Control One-Way Stop-Control (SB) Babcock St & Block B Access Intersection Control Signalized Intersection Approach Existing (2027)AM Peak PM Peak Rouse Ave & Mendenhall St Intersection Control Signalized Willson Ave & Mendenhall St Intersection Control Signalized Willson Ave & Main St Intersection Control Signalized Willson Ave & Babcock St Intersection Control Signalized Rouse Ave & Peach St Intersection Control Signalized Rouse Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Intersection Control Signalized Church Ave & Babcock St Rouse Ave & Babcock St Intersection Control Signalized Church Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Broadway Ave & Main St Intersection Control Signalized Wallace Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Wallace Ave & Babcock St Queues 4: Church Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 1 Lane Group EBT WBT NBT SBT Lane Group Flow (vph)410 516 111 41 v/c Ratio 0.18 0.24 0.53 0.19 Control Delay (s/veh)6.6 2.8 36.1 21.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)6.6 2.8 36.1 21.6 Queue Length 50th (ft)13 37 45 11 Queue Length 95th (ft)107 57 87 35 Internal Link Dist (ft)379 368 103 178 Turn Bay Length (ft) Base Capacity (vph)2242 2121 396 398 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.18 0.24 0.28 0.10 Intersection Summary HCM 7th Signalized Intersection Summary 4: Church Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)9 353 15 44 412 18 55 35 12 12 13 13 Future Volume (veh/h)9 353 15 44 412 18 55 35 12 12 13 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.99 0.99 0.99 0.98 0.98 0.99 0.97 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 1682 1750 1723 1695 1750 1750 1750 1750 1545 1750 1641 Adj Flow Rate, veh/h 10 384 16 48 448 20 60 38 13 13 14 14 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 5 0 2 4 0 0 0 0 15 0 8 Cap, veh/h 75 2199 90 224 1974 88 157 79 21 99 89 65 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 34 3000 123 229 2692 120 695 663 180 300 746 542 Grp Volume(v), veh/h 215 0 195 262 0 254 111 0 0 41 0 0 Grp Sat Flow(s),veh/h/ln 1652 0 1506 1521 0 1520 1539 0 0 1588 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 1.7 0.0 0.0 Prop In Lane 0.05 0.08 0.18 0.08 0.54 0.12 0.32 0.34 Lane Grp Cap(c), veh/h 1261 0 1104 1172 0 1114 257 0 0 252 0 0 V/C Ratio(X)0.17 0.00 0.18 0.22 0.00 0.23 0.43 0.00 0.00 0.16 0.00 0.00 Avail Cap(c_a), veh/h 1261 0 1104 1172 0 1114 500 0 0 496 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.96 0.00 0.96 0.97 0.00 0.97 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 31.3 0.0 0.0 29.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.4 0.0 0.5 1.1 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.1 0.0 0.1 2.0 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.3 0.0 0.3 0.4 0.0 0.5 32.4 0.0 0.0 30.2 0.0 0.0 LnGrp LOS A A A A C C Approach Vol, veh/h 410 516 111 41 Approach Delay, s/veh 0.3 0.4 32.4 30.2 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 60.2 14.8 60.2 14.8 Change Period (Y+Rc), s 5.2 5.9 5.2 5.9 Max Green Setting (Gmax), s 42.8 21.1 42.8 21.1 Max Q Clear Time (g_c+I1), s 2.0 3.7 2.0 7.0 Green Ext Time (p_c), s 2.9 0.1 3.8 0.4 Intersection Summary HCM 7th Control Delay, s/veh 4.8 HCM 7th LOS A Queues 6: Wallace Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 3 Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph)400 587 72 208 64 v/c Ratio 0.18 0.28 0.38 0.57 0.34 Control Delay (s/veh)1.6 3.5 35.0 11.5 30.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)1.6 3.5 35.0 11.5 30.2 Queue Length 50th (ft)6 34 32 0 23 Queue Length 95th (ft)12 52 65 53 54 Internal Link Dist (ft)368 590 290 192 Turn Bay Length (ft) Base Capacity (vph)2129 2054 435 554 407 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.29 0.17 0.38 0.16 Intersection Summary HCM 7th Signalized Intersection Summary 6: Wallace Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)13 349 6 48 447 45 14 52 191 24 25 10 Future Volume (veh/h)13 349 6 48 447 45 14 52 191 24 25 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 1.00 0.99 0.99 0.97 0.99 0.99 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 1668 1750 1750 1709 1682 1559 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 14 379 7 52 486 49 15 57 208 26 27 11 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 6 0 0 3 5 14 0 1 0 0 0 Cap, veh/h 89 1996 36 197 1718 171 94 281 268 152 141 47 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 57 3007 55 212 2589 258 195 1503 1434 450 752 249 Grp Volume(v), veh/h 208 0 192 301 0 286 72 0 208 64 0 0 Grp Sat Flow(s),veh/h/ln 1612 0 1508 1553 0 1507 1697 0 1434 1451 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 10.3 2.4 0.0 0.0 Prop In Lane 0.07 0.04 0.17 0.17 0.21 1.00 0.41 0.17 Lane Grp Cap(c), veh/h 1121 0 1000 1087 0 1000 376 0 268 339 0 0 V/C Ratio(X)0.19 0.00 0.19 0.28 0.00 0.29 0.19 0.00 0.78 0.19 0.00 0.00 Avail Cap(c_a), veh/h 1121 0 1000 1087 0 1000 532 0 403 470 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.99 0.00 0.99 0.95 0.00 0.95 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 25.8 0.0 29.0 25.8 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.4 0.6 0.0 0.7 0.2 0.0 5.3 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.2 0.0 0.2 1.1 0.0 3.9 1.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.4 0.0 0.4 0.6 0.0 0.7 26.1 0.0 34.3 26.0 0.0 0.0 LnGrp LOS A A A A C C C Approach Vol, veh/h 400 587 280 64 Approach Delay, s/veh 0.4 0.6 32.2 26.0 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 55.1 19.9 55.1 19.9 Change Period (Y+Rc), s 5.3 5.9 5.3 5.9 Max Green Setting (Gmax), s 42.7 21.1 42.7 21.1 Max Q Clear Time (g_c+I1), s 2.0 4.4 2.0 12.3 Green Ext Time (p_c), s 2.8 0.2 4.5 0.7 Intersection Summary HCM 7th Control Delay, s/veh 8.4 HCM 7th LOS A Queues 9: N Rouse Ave & Peach St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)63 102 99 10 82 74 43 343 75 419 v/c Ratio 0.16 0.22 0.16 0.03 0.32 0.17 0.08 0.39 0.12 0.49 Control Delay (s/veh)18.5 24.2 4.5 17.7 33.0 6.3 7.3 17.6 7.4 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)18.5 24.2 4.5 17.7 33.0 6.3 7.3 17.6 7.4 19.1 Queue Length 50th (ft)18 31 0 3 31 0 7 106 12 136 Queue Length 95th (ft)49 90 30 14 80 28 22 206 33 261 Internal Link Dist (ft)277 1564 1829 460 Turn Bay Length (ft)85 80 75 80 30 30 Base Capacity (vph)666 904 965 586 904 811 772 984 830 947 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 0.09 0.11 0.10 0.02 0.09 0.09 0.06 0.35 0.09 0.44 Intersection Summary HCM 7th Signalized Intersection Summary 9: N Rouse Ave & Peach St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)58 94 91 9 75 68 40 300 16 69 339 47 Future Volume (veh/h)58 94 91 9 75 68 40 300 16 69 339 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 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 1545 1750 1750 1627 1723 1654 1682 1695 1573 Adj Flow Rate, veh/h 63 102 99 10 82 74 43 326 17 75 368 51 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 15 0 0 9 2 7 5 4 13 Cap, veh/h 302 263 280 251 187 248 463 732 38 547 683 95 Arrive On Green 0.06 0.15 0.15 0.01 0.11 0.11 0.04 0.45 0.45 0.06 0.47 0.47 Sat Flow, veh/h 1667 1750 1435 1472 1750 1462 1550 1621 85 1602 1453 201 Grp Volume(v), veh/h 63 102 99 10 82 74 43 0 343 75 0 419 Grp Sat Flow(s),veh/h/ln 1667 1750 1435 1472 1750 1462 1550 0 1705 1602 0 1654 Q Serve(g_s), s 1.8 2.9 3.3 0.3 2.4 2.5 0.8 0.0 7.6 1.3 0.0 10.0 Cycle Q Clear(g_c), s 1.8 2.9 3.3 0.3 2.4 2.5 0.8 0.0 7.6 1.3 0.0 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.12 Lane Grp Cap(c), veh/h 302 263 280 251 187 248 463 0 770 547 0 777 V/C Ratio(X)0.21 0.39 0.35 0.04 0.44 0.30 0.09 0.00 0.45 0.14 0.00 0.54 Avail Cap(c_a), veh/h 871 926 825 817 926 866 1011 0 1041 1084 0 1010 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 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 21.2 19.3 21.6 23.2 20.1 8.0 0.0 10.4 7.4 0.0 10.4 Incr Delay (d2), s/veh 0.3 0.9 0.8 0.1 1.6 0.7 0.1 0.0 0.4 0.1 0.0 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 0.7 1.2 1.1 0.1 1.0 0.8 0.2 0.0 2.6 0.4 0.0 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.4 22.2 20.1 21.6 24.8 20.8 8.1 0.0 10.8 7.6 0.0 11.0 LnGrp LOS B C C C C C A B A B Approach Vol, veh/h 264 166 386 494 Approach Delay, s/veh 20.7 22.8 10.5 10.5 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.4 31.2 3.7 14.0 5.4 32.2 6.1 11.6 Change Period (Y+Rc), s 3.0 6.2 3.0 5.7 3.0 6.2 3.0 5.7 Max Green Setting (Gmax), s 22.0 33.8 22.0 29.3 22.0 33.8 22.0 29.3 Max Q Clear Time (g_c+I1), s 3.3 9.6 2.3 5.3 2.8 12.0 3.8 4.5 Green Ext Time (p_c), s 0.1 2.2 0.0 0.9 0.1 2.8 0.1 0.7 Intersection Summary HCM 7th Control Delay, s/veh 14.1 HCM 7th LOS B Queues 12: N Rouse Ave & Mendenhall St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 7 Lane Group WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)144 66 63 319 63 226 134 v/c Ratio 0.38 0.17 0.08 0.29 0.08 0.20 0.13 Control Delay (s/veh)33.2 6.7 5.1 15.0 2.6 6.7 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)33.2 6.7 5.1 15.0 2.6 6.7 1.8 Queue Length 50th (ft)33 0 13 149 5 41 0 Queue Length 95th (ft)57 26 m22 163 14 82 21 Internal Link Dist (ft)949 322 1829 Turn Bay Length (ft)90 90 70 65 Base Capacity (vph)1089 395 755 1078 755 1110 971 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 0.13 0.17 0.08 0.30 0.08 0.20 0.14 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 17 116 61 58 280 14 58 208 123 Future Volume (veh/h)0 0 0 17 116 61 58 280 14 58 208 123 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1750 1682 1723 1559 1695 1750 1695 1682 1682 Adj Flow Rate, veh/h 18 126 66 63 304 15 63 226 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %0 5 2 14 4 0 4 5 5 Cap, veh/h 34 236 188 761 1104 54 894 1160 970 Arrive On Green 0.08 0.08 0.08 0.10 1.00 1.00 0.05 0.69 0.69 Sat Flow, veh/h 406 2853 1409 1485 1600 79 1615 1682 1405 Grp Volume(v), veh/h 74 70 66 63 0 319 63 226 134 Grp Sat Flow(s),veh/h/ln 1661 1598 1409 1485 0 1679 1615 1682 1405 Q Serve(g_s), s 3.2 3.2 3.2 0.9 0.0 0.0 0.8 3.6 2.5 Cycle Q Clear(g_c), s 3.2 3.2 3.2 0.9 0.0 0.0 0.8 3.6 2.5 Prop In Lane 0.24 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 137 132 188 761 0 1158 894 1160 970 V/C Ratio(X)0.54 0.53 0.35 0.08 0.00 0.28 0.07 0.19 0.14 Avail Cap(c_a), veh/h 572 550 556 827 0 1158 966 1160 970 HCM Platoon Ratio 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 0.70 0.00 0.70 0.91 0.91 0.91 Uniform Delay (d), s/veh 33.0 33.0 29.7 2.6 0.0 0.0 2.7 4.2 4.0 Incr Delay (d2), s/veh 3.2 3.3 1.1 0.0 0.0 0.4 0.0 0.3 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.3 1.1 0.2 0.0 0.1 0.2 1.1 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 36.2 36.3 30.8 2.7 0.0 0.4 2.7 4.5 4.3 LnGrp LOS D D C A A A A A Approach Vol, veh/h 210 382 423 Approach Delay, s/veh 34.6 0.8 4.2 Approach LOS C A A Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 6.7 56.9 6.7 56.9 11.4 Change Period (Y+Rc), s 3.0 5.2 3.0 5.2 5.2 Max Green Setting (Gmax), s 7.0 28.8 7.0 28.8 25.8 Max Q Clear Time (g_c+I1), s 2.8 2.0 2.9 5.6 5.2 Green Ext Time (p_c), s 0.0 2.1 0.0 1.8 1.0 Intersection Summary HCM 7th Control Delay, s/veh 9.2 HCM 7th LOS A Queues 17: Main St & N Broadway Ave 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 9 Lane Group EBT WBT SBT Lane Group Flow (vph)597 730 176 v/c Ratio 0.34 0.34 0.68 Control Delay (s/veh)11.3 6.1 34.1 Queue Delay 0.0 0.0 0.0 Total Delay (s/veh)11.3 6.1 34.1 Queue Length 50th (ft)45 57 58 Queue Length 95th (ft)188 114 109 Internal Link Dist (ft)590 713 1932 Turn Bay Length (ft) Base Capacity (vph)1741 2091 391 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.34 0.35 0.45 Intersection Summary HCM 7th Signalized Intersection Summary 17: Main St & N Broadway Ave 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)53 496 0 0 508 164 0 0 0 135 0 27 Future Volume (veh/h)53 496 0 0 508 164 0 0 0 135 0 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.98 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 1695 1750 1750 1723 1736 1750 1750 1750 1682 1750 1627 Adj Flow Rate, veh/h 58 539 0 0 552 178 0 0 0 147 0 29 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 4 0 0 2 1 0 0 0 5 0 9 Cap, veh/h 209 1821 0 0 1678 539 0 267 0 272 0 36 Arrive On Green 1.00 1.00 0.00 0.00 0.69 0.69 0.00 0.00 0.00 0.15 0.00 0.15 Sat Flow, veh/h 220 2715 0 0 2518 782 0 1750 0 1202 1 237 Grp Volume(v), veh/h 296 301 0 0 371 359 0 0 0 176 0 0 Grp Sat Flow(s),veh/h/ln 1393 1466 0 0 1637 1577 0 1750 0 1441 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 6.8 6.9 0.0 0.0 0.0 8.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 6.8 6.9 0.0 0.0 0.0 8.8 0.0 0.0 Prop In Lane 0.20 0.00 0.00 0.50 0.00 0.00 0.84 0.16 Lane Grp Cap(c), veh/h 1018 1011 0 0 1129 1088 0 267 0 308 0 0 V/C Ratio(X)0.29 0.30 0.00 0.00 0.33 0.33 0.00 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 1018 1011 0 0 1129 1088 0 516 0 513 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.96 0.96 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 4.7 4.7 0.0 0.0 0.0 30.7 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.7 0.0 0.0 0.8 0.8 0.0 0.0 0.0 1.7 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.0 0.0 2.1 2.0 0.0 0.0 0.0 3.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.7 0.7 0.0 0.0 5.4 5.5 0.0 0.0 0.0 32.3 0.0 0.0 LnGrp LOS A A A A C Approach Vol, veh/h 597 730 0 176 Approach Delay, s/veh 0.7 5.5 0.0 32.3 Approach LOS A A C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.7 17.3 57.7 17.3 Change Period (Y+Rc), s 5.9 5.9 5.9 5.9 Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1 Max Q Clear Time (g_c+I1), s 2.0 10.8 8.9 0.0 Green Ext Time (p_c), s 4.8 0.7 5.6 0.0 Intersection Summary HCM 7th Control Delay, s/veh 6.7 HCM 7th LOS A Queues 22: S Rouse Ave/N Rouse Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 11 Lane Group EBT WBT NBT SBL SBT Lane Group Flow (vph)355 517 219 120 105 v/c Ratio 0.29 0.36 0.66 0.30 0.17 Control Delay (s/veh)16.9 12.4 36.5 10.3 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)16.9 12.4 36.5 10.3 5.7 Queue Length 50th (ft)62 51 94 36 24 Queue Length 95th (ft)122 164 148 62 43 Internal Link Dist (ft)765 379 278 322 Turn Bay Length (ft)110 Base Capacity (vph)1233 1432 457 411 805 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.36 0.48 0.29 0.13 Intersection Summary HCM 7th Signalized Intersection Summary 22: S Rouse Ave/N Rouse Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)56 256 15 20 326 130 12 187 3 110 70 27 Future Volume (veh/h)56 256 15 20 326 130 12 187 3 110 70 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 0.99 0.99 0.97 0.97 0.96 0.99 0.97 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 1682 1750 1750 1723 1695 1627 1682 1750 1668 1723 1641 Adj Flow Rate, veh/h 61 278 16 22 354 141 13 203 3 120 76 29 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 5 0 0 2 4 9 5 0 6 2 8 Cap, veh/h 268 1177 70 87 1135 434 59 310 4 387 384 147 Arrive On Green 0.52 0.52 0.52 0.70 0.70 0.70 0.19 0.19 0.19 0.08 0.33 0.33 Sat Flow, veh/h 388 2252 133 67 2172 829 44 1593 23 1589 1177 449 Grp Volume(v), veh/h 174 0 181 281 0 236 219 0 0 120 0 105 Grp Sat Flow(s),veh/h/ln 1269 0 1504 1683 0 1385 1660 0 0 1589 0 1626 Q Serve(g_s), s 0.8 0.0 4.9 0.0 0.0 5.0 1.1 0.0 0.0 4.3 0.0 3.5 Cycle Q Clear(g_c), s 5.8 0.0 4.9 4.8 0.0 5.0 9.1 0.0 0.0 4.3 0.0 3.5 Prop In Lane 0.35 0.09 0.08 0.60 0.06 0.01 1.00 0.28 Lane Grp Cap(c), veh/h 728 0 787 932 0 724 374 0 0 387 0 531 V/C Ratio(X)0.24 0.00 0.23 0.30 0.00 0.33 0.59 0.00 0.00 0.31 0.00 0.20 Avail Cap(c_a), veh/h 728 0 787 932 0 724 516 0 0 496 0 782 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.98 0.00 0.98 1.00 0.00 0.00 0.99 0.00 0.99 Uniform Delay (d), s/veh 9.6 0.0 9.7 6.2 0.0 6.2 28.0 0.0 0.0 19.9 0.0 18.2 Incr Delay (d2), s/veh 0.8 0.0 0.7 0.8 0.0 1.2 1.5 0.0 0.0 0.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 1.6 1.7 0.0 1.5 3.7 0.0 0.0 1.6 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 10.4 0.0 10.4 7.0 0.0 7.4 29.4 0.0 0.0 20.3 0.0 18.4 LnGrp LOS B B A A C C B Approach Vol, veh/h 355 517 219 225 Approach Delay, s/veh 10.4 7.2 29.4 19.4 Approach LOS B A C B Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 44.6 30.4 44.6 9.9 20.5 Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9 Max Green Setting (Gmax), s 27.6 36.1 27.6 11.0 21.1 Max Q Clear Time (g_c+I1), s 7.8 5.5 7.0 6.3 11.1 Green Ext Time (p_c), s 2.3 0.6 3.4 0.1 0.8 Intersection Summary HCM 7th Control Delay, s/veh 13.8 HCM 7th LOS B Queues 24: Willson Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 13 Lane Group EBT WBT NBL NBT SBT Lane Group Flow (vph)483 394 98 149 213 v/c Ratio 0.25 0.22 0.56 0.43 0.66 Control Delay (s/veh)6.0 9.3 39.2 24.6 36.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)6.0 9.3 39.2 24.6 36.4 Queue Length 50th (ft)38 14 41 50 89 Queue Length 95th (ft)74 121 82 92 143 Internal Link Dist (ft)588 765 288 298 Turn Bay Length (ft)100 Base Capacity (vph)1912 1777 245 476 455 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.22 0.40 0.31 0.47 Intersection Summary HCM 7th Signalized Intersection Summary 24: Willson Ave & Main St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)12 357 75 42 304 17 90 100 37 14 166 17 Future Volume (veh/h)12 357 75 42 304 17 90 100 37 14 166 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.98 0.99 0.98 0.98 0.96 0.97 0.95 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 1627 1709 1736 1750 1709 1750 1736 1736 1668 1641 1682 1750 Adj Flow Rate, veh/h 13 388 82 46 330 18 98 109 40 15 180 18 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, %9 3 1 0 3 0 1 1 6 8 5 0 Cap, veh/h 73 1622 334 238 1619 89 292 253 93 62 303 29 Arrive On Green 0.63 0.63 0.63 0.63 0.63 0.63 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 36 2569 529 283 2564 141 1169 1197 439 52 1436 137 Grp Volume(v), veh/h 258 0 225 198 0 196 98 0 149 213 0 0 Grp Sat Flow(s),veh/h/ln 1684 0 1450 1461 0 1527 1169 0 1637 1626 0 0 Q Serve(g_s), s 0.0 0.0 5.1 0.0 0.0 4.1 0.2 0.0 5.9 0.3 0.0 0.0 Cycle Q Clear(g_c), s 4.9 0.0 5.1 3.6 0.0 4.1 9.0 0.0 5.9 8.8 0.0 0.0 Prop In Lane 0.05 0.36 0.23 0.09 1.00 0.27 0.07 0.08 Lane Grp Cap(c), veh/h 1114 0 916 982 0 964 292 0 346 395 0 0 V/C Ratio(X)0.23 0.00 0.25 0.20 0.00 0.20 0.34 0.00 0.43 0.54 0.00 0.00 Avail Cap(c_a), veh/h 1114 0 916 982 0 964 375 0 463 509 0 0 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 0.93 0.00 0.93 0.92 0.00 0.00 Uniform Delay (d), s/veh 6.0 0.0 6.0 5.8 0.0 5.8 26.9 0.0 25.7 26.8 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.6 0.5 0.0 0.5 0.6 0.0 0.8 1.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 1.5 1.3 0.0 1.3 1.6 0.0 2.3 3.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 6.5 0.0 6.7 6.2 0.0 6.3 27.6 0.0 26.5 27.8 0.0 0.0 LnGrp LOS A A A A C C C Approach Vol, veh/h 483 394 247 213 Approach Delay, s/veh 6.6 6.3 26.9 27.8 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.6 53.4 21.6 53.4 Change Period (Y+Rc), s 5.8 6.0 5.8 6.0 Max Green Setting (Gmax), s 21.2 42.0 21.2 42.0 Max Q Clear Time (g_c+I1), s 11.0 7.1 10.8 6.1 Green Ext Time (p_c), s 0.9 3.4 0.9 2.8 Intersection Summary HCM 7th Control Delay, s/veh 13.6 HCM 7th LOS B HCM 7th TWSC 26: S Rouse Ave & Babcock St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 15 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 180 250 5 0 0 0 0 31 11 54 44 0 Future Vol, veh/h 180 250 5 0 0 0 0 31 11 54 44 0 Conflicting Peds, #/hr 8 0 1 1 0 8 3 0 2 2 0 3 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %6 1 0 0 0 0 0 3 0 0 2 0 Mvmt Flow 196 272 5 0 0 0 0 34 12 59 48 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 8 0 0 -675 142 554 677 - Stage 1 ----667 -8 8 - Stage 2 ----8 -546 669 - Critical Hdwy 4.22 ---6.56 6.9 7.5 6.54 - Critical Hdwy Stg 1 ----5.56 ---- Critical Hdwy Stg 2 ------6.5 5.54 - Follow-up Hdwy 2.26 ---4.03 3.3 3.5 4.02 - Pot Cap-1 Maneuver 1582 --0 372 887 419 373 0 Stage 1 ---0 453 ---0 Stage 2 ---0 --495 454 0 Platoon blocked, %-- Mov Cap-1 Maneuver 1570 ---319 886 322 320 - Mov Cap-2 Maneuver ----319 -322 320 - Stage 1 ----391 ---- Stage 2 ------386 392 - Approach EB NB SB HCM Control Delay, s/v 3.4 15.65 21.68 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h)383 1449 --321 HCM Lane V/C Ratio 0.119 0.125 --0.332 HCM Control Delay (s/veh)15.7 7.6 0.4 -21.7 HCM Lane LOS C A A -C HCM 95th %tile Q(veh)0.4 0.4 --1.4 HCM 7th TWSC 27: Church Ave & Babcock St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 16 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 226 33 0 0 0 0 64 35 8 54 0 Future Vol, veh/h 42 226 33 0 0 0 0 64 35 8 54 0 Conflicting Peds, #/hr 4 0 0 0 0 4 3 0 2 2 0 3 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 46 246 36 0 0 0 0 70 38 9 59 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 4 0 0 -359 143 255 377 - Stage 1 ----355 -4 4 - Stage 2 ----4 -251 373 - Critical Hdwy 4.1 ---6.5 6.9 7.5 6.5 - Critical Hdwy Stg 1 ----5.5 ---- Critical Hdwy Stg 2 ------6.5 5.5 - Follow-up Hdwy 2.2 ---4 3.3 3.5 4 - Pot Cap-1 Maneuver 1631 --0 571 885 683 558 0 Stage 1 ---0 633 ---0 Stage 2 ---0 --737 622 0 Platoon blocked, %-- Mov Cap-1 Maneuver 1625 ---551 885 554 539 - Mov Cap-2 Maneuver ----551 -554 539 - Stage 1 ----614 ---- Stage 2 ------606 603 - Approach EB NB SB HCM Control Delay, s/v 1.14 11.81 12.61 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h)636 426 --541 HCM Lane V/C Ratio 0.169 0.028 --0.125 HCM Control Delay (s/veh)11.8 7.3 0.2 -12.6 HCM Lane LOS B A A -B HCM 95th %tile Q(veh)0.6 0.1 --0.4 Queues 28: Willson Ave & Babcock St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 17 Lane Group EBT NBT NBR SBL SBT Lane Group Flow (vph)347 237 238 47 237 v/c Ratio 0.23 0.38 0.36 0.13 0.39 Control Delay (s/veh)7.1 12.7 3.6 10.5 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)7.1 12.7 3.6 10.5 12.9 Queue Length 50th (ft)22 42 0 8 42 Queue Length 95th (ft)44 84 32 23 85 Internal Link Dist (ft)156 391 288 Turn Bay Length (ft)145 100 Base Capacity (vph)2278 1225 1089 725 1202 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.19 0.22 0.06 0.20 Intersection Summary HCM 7th Signalized Intersection Summary 28: Willson Ave & Babcock St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)15 265 40 0 0 0 0 218 219 43 218 0 Future Volume (veh/h)15 265 40 0 0 0 0 218 219 43 218 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1750 1723 1709 0 1723 1723 1709 1695 0 Adj Flow Rate, veh/h 16 288 43 0 237 238 47 237 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %0 2 3 0 2 2 3 4 0 Cap, veh/h 72 1277 189 0 617 519 397 607 0 Arrive On Green 0.46 0.46 0.46 0.00 0.36 0.36 0.36 0.36 0.00 Sat Flow, veh/h 156 2783 411 0 1723 1450 909 1695 0 Grp Volume(v), veh/h 176 0 171 0 237 238 47 237 0 Grp Sat Flow(s),veh/h/ln 1715 0 1634 0 1723 1450 909 1695 0 Q Serve(g_s), s 2.7 0.0 2.8 0.0 4.5 5.5 1.8 4.6 0.0 Cycle Q Clear(g_c), s 2.7 0.0 2.8 0.0 4.5 5.5 6.3 4.6 0.0 Prop In Lane 0.09 0.25 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 787 0 750 0 617 519 397 607 0 V/C Ratio(X)0.22 0.00 0.23 0.00 0.38 0.46 0.12 0.39 0.00 Avail Cap(c_a), veh/h 1216 0 1159 0 1221 1028 716 1202 0 HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 7.1 0.0 7.2 0.0 10.4 10.8 12.8 10.5 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.4 0.6 0.1 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.8 0.0 1.5 1.6 0.3 1.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 7.3 0.0 7.3 0.0 10.8 11.4 12.9 10.9 0.0 LnGrp LOS A A B B B B Approach Vol, veh/h 347 475 284 Approach Delay, s/veh 7.3 11.1 11.2 Approach LOS A B B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 24.1 19.7 19.7 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 31.0 31.0 31.0 Max Q Clear Time (g_c+I1), s 4.8 8.3 7.5 Green Ext Time (p_c), s 2.2 1.7 2.3 Intersection Summary HCM 7th Control Delay, s/veh 9.9 HCM 7th LOS A HCM 7th TWSC 30: Wallace Ave & Babcock St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 19 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 249 0 18 0 0 0 0 8 0 0 70 0 Future Vol, veh/h 249 0 18 0 0 0 0 8 0 0 70 0 Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 0 ----------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 2 0 2 2 2 0 0 2 2 0 0 Mvmt Flow 271 0 20 0 0 0 0 9 0 0 76 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 0 0 0 -551 --561 - Stage 1 ----551 --0 - Stage 2 ----0 --561 - Critical Hdwy 4.1 ---6.5 --6.5 - Critical Hdwy Stg 1 ----5.5 ---- Critical Hdwy Stg 2 -------5.5 - Follow-up Hdwy 2.2 ---4 --4 - Pot Cap-1 Maneuver ---0 445 0 0 439 0 Stage 1 ---0 519 0 0 -0 Stage 2 ---0 -0 0 513 0 Platoon blocked, %-- Mov Cap-1 Maneuver ----445 --439 - Mov Cap-2 Maneuver ----445 --439 - Stage 1 ----519 ---- Stage 2 -------513 - Approach EB NB SB HCM Control Delay, s/v 13.25 14.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h)445 ---439 HCM Lane V/C Ratio 0.02 ---0.173 HCM Control Delay (s/veh)13.3 ---14.9 HCM Lane LOS B ---B HCM 95th %tile Q(veh)0.1 ---0.6 Queues 31: Willson Ave & Mendenhall St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 20 Lane Group WBT NBT SBT Lane Group Flow (vph)343 137 133 v/c Ratio 0.16 0.53 0.40 Control Delay (s/veh)4.6 28.3 20.7 Queue Delay 0.0 0.0 0.0 Total Delay (s/veh)4.6 28.3 20.7 Queue Length 50th (ft)20 41 33 Queue Length 95th (ft)42 86 74 Internal Link Dist (ft)1213 298 233 Turn Bay Length (ft) Base Capacity (vph)2140 855 1068 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.16 0.16 0.12 Intersection Summary HCM 7th Signalized Intersection Summary 31: Willson Ave & Mendenhall St 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 93 213 9 59 67 0 0 100 22 Future Volume (veh/h)0 0 0 93 213 9 59 67 0 0 100 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1627 1682 1750 1750 1750 0 0 1750 1750 Adj Flow Rate, veh/h 101 232 10 64 73 0 0 109 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %9 5 0 0 0 0 0 0 0 Cap, veh/h 623 1437 62 168 146 0 0 239 53 Arrive On Green 0.64 0.64 0.64 0.17 0.17 0.00 0.00 0.17 0.17 Sat Flow, veh/h 967 2232 96 410 848 0 0 1387 305 Grp Volume(v), veh/h 171 0 172 137 0 0 0 0 133 Grp Sat Flow(s),veh/h/ln 1633 0 1662 1258 0 0 0 0 1692 Q Serve(g_s), s 2.3 0.0 2.2 2.3 0.0 0.0 0.0 0.0 3.8 Cycle Q Clear(g_c), s 2.3 0.0 2.2 6.2 0.0 0.0 0.0 0.0 3.8 Prop In Lane 0.59 0.06 0.47 0.00 0.00 0.18 Lane Grp Cap(c), veh/h 1052 0 1070 314 0 0 0 0 291 V/C Ratio(X)0.16 0.00 0.16 0.44 0.00 0.00 0.00 0.00 0.46 Avail Cap(c_a), veh/h 1052 0 1070 1016 0 0 0 0 1090 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 3.8 0.0 3.8 21.1 0.0 0.0 0.0 0.0 20.2 Incr Delay (d2), s/veh 0.3 0.0 0.3 1.0 0.0 0.0 0.0 0.0 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.6 1.6 0.0 0.0 0.0 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 4.2 0.0 4.2 22.0 0.0 0.0 0.0 0.0 21.3 LnGrp LOS A A C C Approach Vol, veh/h 343 137 133 Approach Delay, s/veh 4.2 22.0 21.3 Approach LOS A C C Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 14.4 40.0 14.4 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 35.0 35.0 Max Q Clear Time (g_c+I1), s 5.8 4.3 8.2 Green Ext Time (p_c), s 0.8 2.3 0.8 Intersection Summary HCM 7th Control Delay, s/veh 11.9 HCM 7th LOS B HCM 7th TWSC 36: Babcock St & Block B 04/01/2024 AM Peak Block B Future Conditions (2027)Synchro 12 Report Page 23 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 250 0 0 15 0 Future Vol, veh/h 7 250 0 0 15 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 ------ 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 8 272 0 0 16 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 151 - Stage 1 --0 - Stage 2 --151 - Critical Hdwy 4.1 -6.8 - Critical Hdwy Stg 1 ---- Critical Hdwy Stg 2 --5.8 - Follow-up Hdwy 2.2 -3.5 - Pot Cap-1 Maneuver --831 0 Stage 1 ---0 Stage 2 --867 0 Platoon blocked, %- Mov Cap-1 Maneuver --831 - Mov Cap-2 Maneuver --831 - Stage 1 ---- Stage 2 --867 - Approach EB SB HCM Control Delay, s/v 9.42 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h)--831 HCM Lane V/C Ratio --0.02 HCM Control Delay (s/veh)--9.4 HCM Lane LOS --A HCM 95th %tile Q(veh)--0.1 Queues 9: N Rouse Ave & Peach St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)64 84 76 17 122 92 77 368 82 584 v/c Ratio 0.18 0.20 0.12 0.05 0.48 0.19 0.19 0.49 0.16 0.74 Control Delay (s/veh)20.3 25.4 4.6 18.9 38.9 5.8 8.7 19.9 8.4 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)20.3 25.4 4.6 18.9 38.9 5.8 8.7 19.9 8.4 27.3 Queue Length 50th (ft)22 31 0 6 56 0 14 124 15 236 Queue Length 95th (ft)50 78 26 20 113 31 37 241 39 #493 Internal Link Dist (ft)277 1564 1829 460 Turn Bay Length (ft)85 80 75 80 30 30 Base Capacity (vph)518 704 881 514 704 750 652 805 701 789 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 0.12 0.12 0.09 0.03 0.17 0.12 0.12 0.46 0.12 0.74 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 9: N Rouse Ave & Peach St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)59 77 70 16 112 85 71 330 8 75 467 70 Future Volume (veh/h)59 77 70 16 112 85 71 330 8 75 467 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.96 1.00 0.99 1.00 0.99 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 1641 1750 1736 1750 1736 1750 1668 1736 1750 Adj Flow Rate, veh/h 64 84 76 17 122 92 77 359 9 82 508 76 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %5 0 0 8 0 1 0 1 0 6 1 0 Cap, veh/h 289 290 330 301 229 279 350 737 18 506 647 97 Arrive On Green 0.06 0.17 0.17 0.02 0.13 0.13 0.06 0.44 0.44 0.06 0.44 0.44 Sat Flow, veh/h 1602 1750 1437 1563 1750 1417 1667 1686 42 1589 1475 221 Grp Volume(v), veh/h 64 84 76 17 122 92 77 0 368 82 0 584 Grp Sat Flow(s),veh/h/ln 1602 1750 1437 1563 1750 1417 1667 0 1728 1589 0 1695 Q Serve(g_s), s 1.9 2.4 2.5 0.5 3.7 3.2 1.4 0.0 8.7 1.6 0.0 16.9 Cycle Q Clear(g_c), s 1.9 2.4 2.5 0.5 3.7 3.2 1.4 0.0 8.7 1.6 0.0 16.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.13 Lane Grp Cap(c), veh/h 289 290 330 301 229 279 350 0 755 506 0 744 V/C Ratio(X)0.22 0.29 0.23 0.06 0.53 0.33 0.22 0.00 0.49 0.16 0.00 0.78 Avail Cap(c_a), veh/h 816 896 827 870 896 820 888 0 1021 1016 0 1002 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 20.9 18.0 20.8 23.2 19.9 10.2 0.0 11.5 8.2 0.0 13.7 Incr Delay (d2), s/veh 0.4 0.5 0.4 0.1 1.9 0.7 0.3 0.0 0.5 0.1 0.0 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 0.7 1.0 0.8 0.2 1.6 1.0 0.5 0.0 3.0 0.5 0.0 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.5 21.5 18.4 20.9 25.2 20.5 10.5 0.0 12.0 8.4 0.0 16.7 LnGrp LOS B C B C C C B B A B Approach Vol, veh/h 224 231 445 666 Approach Delay, s/veh 19.8 23.0 11.8 15.7 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.6 31.2 4.2 15.2 6.5 31.3 6.2 13.2 Change Period (Y+Rc), s 3.0 6.2 3.0 5.7 3.0 6.2 3.0 5.7 Max Green Setting (Gmax), s 22.0 33.8 22.0 29.3 22.0 33.8 22.0 29.3 Max Q Clear Time (g_c+I1), s 3.6 10.7 2.5 4.5 3.4 18.9 3.9 5.7 Green Ext Time (p_c), s 0.2 2.4 0.0 0.7 0.2 3.7 0.1 1.0 Intersection Summary HCM 7th Control Delay, s/veh 16.2 HCM 7th LOS B Queues 12: N Rouse Ave & Mendenhall St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 5 Lane Group WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)185 93 86 374 61 363 196 v/c Ratio 0.47 0.25 0.12 0.32 0.08 0.31 0.20 Control Delay (s/veh)38.5 7.1 4.4 12.7 2.7 7.9 3.0 Queue Delay 0.0 0.0 0.0 0.7 0.0 0.0 0.0 Total Delay (s/veh)38.5 7.1 4.4 13.5 2.7 7.9 3.0 Queue Length 50th (ft)49 0 6 133 6 77 10 Queue Length 95th (ft)78 33 m32 250 15 143 39 Internal Link Dist (ft)949 322 1829 Turn Bay Length (ft)90 90 70 65 Base Capacity (vph)986 457 740 1147 812 1162 961 Starvation Cap Reductn 0 0 0 471 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 0.19 0.20 0.12 0.55 0.08 0.31 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 13 157 86 79 323 21 56 334 180 Future Volume (veh/h)0 0 0 13 157 86 79 323 21 56 334 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.83 1.00 0.96 0.99 0.98 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1750 1723 1736 1627 1736 1750 1750 1750 1723 Adj Flow Rate, veh/h 14 171 93 86 351 23 61 363 196 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %0 2 1 9 1 0 0 0 2 Cap, veh/h 36 442 240 610 1052 69 816 1135 923 Arrive On Green 0.14 0.14 0.14 0.10 1.00 1.00 0.04 0.65 0.65 Sat Flow, veh/h 253 3094 1219 1550 1607 105 1667 1750 1424 Grp Volume(v), veh/h 95 90 93 86 0 374 61 363 196 Grp Sat Flow(s),veh/h/ln 1710 1637 1219 1550 0 1712 1667 1750 1424 Q Serve(g_s), s 4.3 4.3 5.7 1.5 0.0 0.0 1.0 7.8 4.8 Cycle Q Clear(g_c), s 4.3 4.3 5.7 1.5 0.0 0.0 1.0 7.8 4.8 Prop In Lane 0.15 1.00 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 244 234 240 610 0 1121 816 1135 923 V/C Ratio(X)0.39 0.39 0.39 0.14 0.00 0.33 0.07 0.32 0.21 Avail Cap(c_a), veh/h 519 497 436 749 0 1121 976 1135 923 HCM Platoon Ratio 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 0.58 0.00 0.58 0.71 0.71 0.71 Uniform Delay (d), s/veh 33.1 33.1 30.4 4.2 0.0 0.0 4.1 6.6 6.1 Incr Delay (d2), s/veh 1.0 1.0 1.0 0.1 0.0 0.5 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 1.8 1.7 1.7 0.4 0.0 0.1 0.3 2.7 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 34.1 34.1 31.4 4.3 0.0 0.5 4.2 7.2 6.5 LnGrp LOS C C C A A A A A Approach Vol, veh/h 278 460 620 Approach Delay, s/veh 33.2 1.2 6.6 Approach LOS C A A Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 6.8 60.8 7.3 60.3 17.3 Change Period (Y+Rc), s 3.0 5.2 3.0 5.2 5.2 Max Green Setting (Gmax), s 12.0 33.8 12.0 33.8 25.8 Max Q Clear Time (g_c+I1), s 3.0 2.0 3.5 9.8 7.7 Green Ext Time (p_c), s 0.1 2.6 0.1 3.1 1.3 Intersection Summary HCM 7th Control Delay, s/veh 10.2 HCM 7th LOS B Queues 17: Main St & N Broadway Ave 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 7 Lane Group EBT WBT SBT Lane Group Flow (vph)727 893 272 v/c Ratio 0.50 0.46 0.77 Control Delay (s/veh)13.6 10.6 42.0 Queue Delay 0.0 0.0 0.0 Total Delay (s/veh)13.6 10.6 42.0 Queue Length 50th (ft)91 118 127 Queue Length 95th (ft)222 196 197 Internal Link Dist (ft)590 713 1932 Turn Bay Length (ft) Base Capacity (vph)1502 1997 380 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.48 0.45 0.72 Intersection Summary HCM 7th Signalized Intersection Summary 17: Main St & N Broadway Ave 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)78 591 0 0 641 180 0 0 0 205 1 44 Future Volume (veh/h)78 591 0 0 641 180 0 0 0 205 1 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.98 1.00 1.00 0.99 0.99 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 1723 1750 1750 1750 1736 1750 1750 1750 1736 1750 1750 Adj Flow Rate, veh/h 85 642 0 0 697 196 0 0 0 223 1 48 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 2 0 0 0 1 0 0 0 1 0 0 Cap, veh/h 206 1531 0 0 1641 461 0 381 0 334 1 55 Arrive On Green 1.00 1.00 0.00 0.00 0.64 0.64 0.00 0.00 0.00 0.22 0.22 0.22 Sat Flow, veh/h 238 2458 0 0 2639 717 0 1750 0 1178 5 253 Grp Volume(v), veh/h 336 391 0 0 454 439 0 0 0 272 0 0 Grp Sat Flow(s),veh/h/ln 1129 1489 0 0 1663 1607 0 1750 0 1436 0 0 Q Serve(g_s), s 4.3 0.0 0.0 0.0 11.4 11.4 0.0 0.0 0.0 15.5 0.0 0.0 Cycle Q Clear(g_c), s 15.7 0.0 0.0 0.0 11.4 11.4 0.0 0.0 0.0 15.5 0.0 0.0 Prop In Lane 0.25 0.00 0.00 0.45 0.00 0.00 0.82 0.18 Lane Grp Cap(c), veh/h 779 958 0 0 1069 1034 0 381 0 390 0 0 V/C Ratio(X)0.43 0.41 0.00 0.00 0.42 0.42 0.00 0.00 0.00 0.70 0.00 0.00 Avail Cap(c_a), veh/h 779 958 0 0 1069 1034 0 455 0 451 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.94 0.94 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.5 0.0 0.0 0.0 7.4 7.4 0.0 0.0 0.0 32.1 0.0 0.0 Incr Delay (d2), s/veh 1.6 1.2 0.0 0.0 1.2 1.3 0.0 0.0 0.0 3.9 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 0.0 0.0 4.0 3.9 0.0 0.0 0.0 5.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 2.1 1.2 0.0 0.0 8.7 8.7 0.0 0.0 0.0 36.0 0.0 0.0 LnGrp LOS A A A A D Approach Vol, veh/h 727 893 0 272 Approach Delay, s/veh 1.6 8.7 0.0 36.0 Approach LOS A A D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 60.6 24.4 60.6 24.4 Change Period (Y+Rc), s 5.9 5.9 5.9 5.9 Max Green Setting (Gmax), s 51.1 22.1 51.1 22.1 Max Q Clear Time (g_c+I1), s 17.7 17.5 13.4 0.0 Green Ext Time (p_c), s 6.3 0.6 7.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 9.9 HCM 7th LOS A Queues 31: Church Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 9 Lane Group EBT WBT NBT SBT Lane Group Flow (vph)524 668 160 44 v/c Ratio 0.25 0.34 0.65 0.16 Control Delay (s/veh)9.1 9.5 42.7 24.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)9.1 9.5 42.7 24.9 Queue Length 50th (ft)18 61 76 16 Queue Length 95th (ft)137 201 128 41 Internal Link Dist (ft)379 368 103 178 Turn Bay Length (ft) Base Capacity (vph)2045 1931 363 395 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.26 0.35 0.44 0.11 Intersection Summary HCM 7th Signalized Intersection Summary 31: Church Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)23 428 31 64 526 24 60 64 23 9 23 8 Future Volume (veh/h)23 428 31 64 526 24 60 64 23 9 23 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.95 0.98 0.93 0.97 0.96 0.98 0.96 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 1723 1695 1750 1750 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 25 465 34 70 572 26 65 70 25 10 25 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %0 2 4 0 0 0 0 0 0 0 0 0 Cap, veh/h 117 1998 144 242 1882 85 141 130 39 87 175 54 Arrive On Green 1.00 1.00 1.00 0.94 0.94 0.94 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 99 2825 204 270 2660 120 506 800 242 215 1082 334 Grp Volume(v), veh/h 271 0 253 330 0 338 160 0 0 44 0 0 Grp Sat Flow(s),veh/h/ln 1610 0 1519 1490 0 1561 1547 0 0 1631 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 1.5 5.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 1.3 0.0 1.5 8.1 0.0 0.0 1.9 0.0 0.0 Prop In Lane 0.09 0.13 0.21 0.08 0.41 0.16 0.23 0.20 Lane Grp Cap(c), veh/h 1185 0 1074 1105 0 1104 310 0 0 316 0 0 V/C Ratio(X)0.23 0.00 0.24 0.30 0.00 0.31 0.52 0.00 0.00 0.14 0.00 0.00 Avail Cap(c_a), veh/h 1185 0 1074 1105 0 1104 441 0 0 450 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.92 0.00 0.92 0.94 0.00 0.94 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.8 0.0 0.8 33.1 0.0 0.0 30.7 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.5 0.7 0.0 0.7 1.3 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.5 0.0 0.5 3.2 0.0 0.0 0.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.4 0.0 0.5 1.4 0.0 1.5 34.5 0.0 0.0 30.9 0.0 0.0 LnGrp LOS A A A A C C Approach Vol, veh/h 524 668 160 44 Approach Delay, s/veh 0.4 1.4 34.5 30.9 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 65.3 19.7 65.3 19.7 Change Period (Y+Rc), s 5.2 5.9 5.2 5.9 Max Green Setting (Gmax), s 52.8 21.1 52.8 21.1 Max Q Clear Time (g_c+I1), s 2.0 3.9 3.5 10.1 Green Ext Time (p_c), s 3.9 0.1 5.4 0.6 Intersection Summary HCM 7th Control Delay, s/veh 5.8 HCM 7th LOS A Queues 33: Wallace Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 11 Lane Group EBT WBT NBT NBR SBT Lane Group Flow (vph)479 714 154 252 89 v/c Ratio 0.24 0.35 0.59 0.56 0.39 Control Delay (s/veh)7.8 9.5 41.2 9.3 28.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)7.8 9.5 41.2 9.3 28.3 Queue Length 50th (ft)12 57 78 0 32 Queue Length 95th (ft)124 213 125 57 69 Internal Link Dist (ft)368 590 290 192 Turn Bay Length (ft) Base Capacity (vph)1942 2022 395 542 330 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.35 0.39 0.46 0.27 Intersection Summary HCM 7th Signalized Intersection Summary 33: Wallace Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)40 395 6 47 550 60 31 110 232 36 23 23 Future Volume (veh/h)40 395 6 47 550 60 31 110 232 36 23 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.99 0.97 0.99 0.97 0.98 0.96 0.99 0.96 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 1723 1750 1750 1750 1723 1750 1750 1736 1750 1750 1750 Adj Flow Rate, veh/h 43 429 7 51 598 65 34 120 252 39 25 25 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 2 0 0 0 2 0 0 1 0 0 0 Cap, veh/h 190 1801 29 159 1756 188 103 311 303 138 85 63 Arrive On Green 0.44 0.44 0.44 1.00 1.00 1.00 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 213 2754 45 170 2685 287 239 1451 1414 359 396 295 Grp Volume(v), veh/h 237 0 242 368 0 346 154 0 252 89 0 0 Grp Sat Flow(s),veh/h/ln 1455 0 1558 1611 0 1531 1690 0 1414 1049 0 0 Q Serve(g_s), s 0.0 0.0 8.3 0.0 0.0 0.0 0.0 0.0 14.5 2.0 0.0 0.0 Cycle Q Clear(g_c), s 7.2 0.0 8.3 0.0 0.0 0.0 6.4 0.0 14.5 8.4 0.0 0.0 Prop In Lane 0.18 0.03 0.14 0.19 0.22 1.00 0.44 0.28 Lane Grp Cap(c), veh/h 1002 0 1019 1102 0 1001 414 0 303 286 0 0 V/C Ratio(X)0.24 0.00 0.24 0.33 0.00 0.35 0.37 0.00 0.83 0.31 0.00 0.00 Avail Cap(c_a), veh/h 1002 0 1019 1102 0 1001 470 0 351 329 0 0 HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.98 0.00 0.98 0.88 0.00 0.88 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.3 0.0 10.6 0.0 0.0 0.0 28.8 0.0 31.9 29.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.5 0.7 0.0 0.8 0.6 0.0 13.9 0.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 3.1 0.2 0.0 0.2 2.7 0.0 6.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 10.8 0.0 11.1 0.7 0.0 0.8 29.3 0.0 45.8 29.6 0.0 0.0 LnGrp LOS B B A A C D C Approach Vol, veh/h 479 714 406 89 Approach Delay, s/veh 11.0 0.8 39.6 29.6 Approach LOS B A D C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 60.9 24.1 60.9 24.1 Change Period (Y+Rc), s 5.3 5.9 5.3 5.9 Max Green Setting (Gmax), s 52.7 21.1 52.7 21.1 Max Q Clear Time (g_c+I1), s 10.3 10.4 2.0 16.5 Green Ext Time (p_c), s 3.6 0.3 5.8 0.8 Intersection Summary HCM 7th Control Delay, s/veh 14.5 HCM 7th LOS B Queues 39: S Rouse Ave/N Rouse Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 13 Lane Group EBT WBT NBT SBL SBT Lane Group Flow (vph)457 630 286 142 235 v/c Ratio 0.40 0.48 0.75 0.35 0.34 Control Delay (s/veh)17.6 19.2 41.4 9.4 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)17.6 19.2 41.4 9.4 6.2 Queue Length 50th (ft)101 158 139 30 36 Queue Length 95th (ft)167 233 202 31 53 Internal Link Dist (ft)765 379 278 322 Turn Bay Length (ft)110 Base Capacity (vph)1116 1296 543 412 829 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.41 0.49 0.53 0.34 0.28 Intersection Summary HCM 7th Signalized Intersection Summary 39: S Rouse Ave/N Rouse Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)62 333 26 21 412 146 26 219 18 131 121 95 Future Volume (veh/h)62 333 26 21 412 146 26 219 18 131 121 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.97 0.90 0.98 0.90 0.92 0.88 0.97 0.93 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 1695 1750 1750 1750 1736 1695 1709 1750 1750 1750 1750 Adj Flow Rate, veh/h 67 362 28 23 448 159 28 238 20 142 132 103 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 4 0 0 0 1 4 3 0 0 0 0 Cap, veh/h 223 1135 89 72 1121 384 67 326 26 383 318 248 Arrive On Green 0.50 0.50 0.50 1.00 1.00 1.00 0.23 0.23 0.23 0.14 0.60 0.60 Sat Flow, veh/h 336 2272 177 54 2244 769 90 1411 113 1667 880 687 Grp Volume(v), veh/h 222 0 235 349 0 281 286 0 0 142 0 235 Grp Sat Flow(s),veh/h/ln 1296 0 1489 1709 0 1358 1614 0 0 1667 0 1567 Q Serve(g_s), s 2.6 0.0 8.0 0.0 0.0 0.0 5.8 0.0 0.0 5.2 0.0 6.7 Cycle Q Clear(g_c), s 7.2 0.0 8.0 0.0 0.0 0.0 13.9 0.0 0.0 5.2 0.0 6.7 Prop In Lane 0.30 0.12 0.07 0.57 0.10 0.07 1.00 0.44 Lane Grp Cap(c), veh/h 702 0 743 899 0 678 419 0 0 383 0 567 V/C Ratio(X)0.32 0.00 0.32 0.39 0.00 0.41 0.68 0.00 0.00 0.37 0.00 0.41 Avail Cap(c_a), veh/h 702 0 743 899 0 678 595 0 0 460 0 804 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.67 1.67 1.67 Upstream Filter(I)1.00 0.00 1.00 0.95 0.00 0.95 1.00 0.00 0.00 0.96 0.00 0.96 Uniform Delay (d), s/veh 12.3 0.0 12.6 0.0 0.0 0.0 30.4 0.0 0.0 19.1 0.0 12.1 Incr Delay (d2), s/veh 1.2 0.0 1.1 1.2 0.0 1.8 2.0 0.0 0.0 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 2.6 0.0 2.8 0.3 0.0 0.3 5.6 0.0 0.0 1.9 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 13.5 0.0 13.8 1.2 0.0 1.8 32.3 0.0 0.0 19.7 0.0 12.5 LnGrp LOS B B A A C B B Approach Vol, veh/h 457 630 286 377 Approach Delay, s/veh 13.6 1.5 32.3 15.2 Approach LOS B A C B Timer - Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 47.9 37.1 47.9 11.1 26.0 Change Period (Y+Rc), s 5.4 6.4 5.4 4.0 * 6.4 Max Green Setting (Gmax), s 29.6 43.6 29.6 11.0 * 29 Max Q Clear Time (g_c+I1), s 10.0 8.7 2.0 7.2 15.9 Green Ext Time (p_c), s 3.1 1.7 4.7 0.1 1.5 Intersection Summary HCM 7th Control Delay, s/veh 12.7 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Queues 41: Willson Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 15 Lane Group EBT WBT NBL NBT SBT Lane Group Flow (vph)610 589 130 195 339 v/c Ratio 0.36 0.36 0.76 0.42 0.76 Control Delay (s/veh)10.4 6.0 54.3 23.9 38.5 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay (s/veh)10.4 6.0 54.3 23.9 38.6 Queue Length 50th (ft)76 33 64 76 161 Queue Length 95th (ft)142 71 117 116 221 Internal Link Dist (ft)588 765 288 298 Turn Bay Length (ft)100 Base Capacity (vph)1670 1602 253 676 648 Starvation Cap Reductn 0 0 0 0 29 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.37 0.51 0.29 0.55 Intersection Summary HCM 7th Signalized Intersection Summary 41: Willson Ave & Main St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)25 449 87 50 468 24 120 138 41 20 246 46 Future Volume (veh/h)25 449 87 50 468 24 120 138 41 20 246 46 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 Ped-Bike Adj(A_pbT)0.98 0.89 0.98 0.91 0.98 0.92 0.95 0.92 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 1723 1750 1750 1736 1750 1723 1750 1750 1682 1709 1750 Adj Flow Rate, veh/h 27 488 95 54 509 26 130 150 45 22 267 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, %0 2 0 0 1 0 2 0 0 5 3 0 Cap, veh/h 92 1466 278 178 1572 80 251 347 104 60 363 65 Arrive On Green 0.59 0.59 0.59 0.59 0.59 0.59 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 79 2498 474 218 2679 136 1038 1264 379 54 1323 238 Grp Volume(v), veh/h 327 0 283 294 0 295 130 0 195 339 0 0 Grp Sat Flow(s),veh/h/ln 1641 0 1411 1493 0 1539 1038 0 1644 1614 0 0 Q Serve(g_s), s 0.0 0.0 8.8 0.0 0.0 8.3 3.7 0.0 8.3 5.1 0.0 0.0 Cycle Q Clear(g_c), s 8.2 0.0 8.8 7.2 0.0 8.3 19.9 0.0 8.3 16.3 0.0 0.0 Prop In Lane 0.08 0.34 0.18 0.09 1.00 0.23 0.06 0.15 Lane Grp Cap(c), veh/h 1009 0 828 926 0 903 251 0 451 488 0 0 V/C Ratio(X)0.32 0.00 0.34 0.32 0.00 0.33 0.52 0.00 0.43 0.69 0.00 0.00 Avail Cap(c_a), veh/h 1009 0 828 926 0 903 384 0 661 691 0 0 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 0.90 0.00 0.90 0.90 0.00 0.00 Uniform Delay (d), s/veh 9.0 0.0 9.1 8.7 0.0 9.0 31.3 0.0 25.4 28.2 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.1 0.9 0.0 1.0 1.5 0.0 0.6 1.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 2.8 2.7 0.0 2.8 2.7 0.0 3.3 6.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 9.8 0.0 10.2 9.6 0.0 9.9 32.8 0.0 26.0 29.8 0.0 0.0 LnGrp LOS A B A A C C C Approach Vol, veh/h 610 589 325 339 Approach Delay, s/veh 10.0 9.8 28.7 29.8 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 29.1 55.9 29.1 55.9 Change Period (Y+Rc), s 5.8 6.0 5.8 6.0 Max Green Setting (Gmax), s 34.2 39.0 34.2 39.0 Max Q Clear Time (g_c+I1), s 21.9 10.8 18.3 10.3 Green Ext Time (p_c), s 1.4 4.5 2.0 4.4 Intersection Summary HCM 7th Control Delay, s/veh 16.8 HCM 7th LOS B HCM 7th TWSC 43: S Rouse Ave & Babcock St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 17 Intersection Int Delay, s/veh 14.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 220 343 26 0 0 0 0 38 9 83 75 0 Future Vol, veh/h 220 343 26 0 0 0 0 38 9 83 75 0 Conflicting Peds, #/hr 3 0 4 4 0 3 12 0 14 14 0 12 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 1 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 239 373 28 0 0 0 0 41 10 90 82 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 3 0 0 -872 219 702 886 - Stage 1 ----869 -3 3 - Stage 2 ----3 -699 883 - Critical Hdwy 4.14 ---6.5 6.9 7.5 6.5 - Critical Hdwy Stg 1 ----5.5 ---- Critical Hdwy Stg 2 ------6.5 5.5 - Follow-up Hdwy 2.22 ---4 3.3 3.5 4 - Pot Cap-1 Maneuver 1618 --0 291 792 329 286 0 Stage 1 ---0 372 ---0 Stage 2 ---0 --401 366 0 Platoon blocked, %-- Mov Cap-1 Maneuver 1613 ---241 789 230 236 - Mov Cap-2 Maneuver ----241 -230 236 - Stage 1 ----309 ---- Stage 2 ------286 304 - Approach EB NB SB HCM Control Delay, s/v 3.17 20.86 54.25 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h)278 1224 --233 HCM Lane V/C Ratio 0.184 0.148 --0.738 HCM Control Delay (s/veh)20.9 7.6 0.6 -54.3 HCM Lane LOS C A A -F HCM 95th %tile Q(veh)0.7 0.5 --5.1 HCM 7th TWSC 44: Church Ave & Babcock St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 18 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 65 305 51 0 0 0 0 75 41 14 101 0 Future Vol, veh/h 65 305 51 0 0 0 0 75 41 14 101 0 Conflicting Peds, #/hr 4 0 5 5 0 4 16 0 6 6 0 16 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 2 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 71 332 55 0 0 0 0 82 45 15 110 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 4 0 0 -510 204 358 537 - Stage 1 ----506 -4 4 - Stage 2 ----4 -354 533 - Critical Hdwy 4.1 ---6.5 6.9 7.5 6.5 - Critical Hdwy Stg 1 ----5.5 ---- Critical Hdwy Stg 2 ------6.5 5.5 - Follow-up Hdwy 2.2 ---4 3.3 3.5 4 - Pot Cap-1 Maneuver 1631 --0 470 808 578 453 0 Stage 1 ---0 543 ---0 Stage 2 ---0 --642 528 0 Platoon blocked, %-- Mov Cap-1 Maneuver 1625 ---443 805 426 427 - Mov Cap-2 Maneuver ----443 -426 427 - Stage 1 ----514 ---- Stage 2 ------485 500 - Approach EB NB SB HCM Control Delay, s/v 1.31 13.98 16.88 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h)527 463 --427 HCM Lane V/C Ratio 0.239 0.043 --0.293 HCM Control Delay (s/veh)14 7.3 0.3 -16.9 HCM Lane LOS B A A -C HCM 95th %tile Q(veh)0.9 0.1 --1.2 Queues 45: Willson Ave & Babcock St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 19 Lane Group EBT NBT NBR SBL SBT Lane Group Flow (vph)470 279 225 41 334 v/c Ratio 0.32 0.43 0.34 0.12 0.53 Control Delay (s/veh)7.7 13.0 3.4 10.2 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)7.7 13.0 3.4 10.2 14.6 Queue Length 50th (ft)28 51 0 7 63 Queue Length 95th (ft)65 97 29 21 119 Internal Link Dist (ft)156 391 288 Turn Bay Length (ft)145 100 Base Capacity (vph)2208 1230 1052 642 1206 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.23 0.21 0.06 0.28 Intersection Summary HCM 7th Signalized Intersection Summary 45: Willson Ave & Babcock St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)29 312 91 0 0 0 0 257 207 38 307 0 Future Volume (veh/h)29 312 91 0 0 0 0 257 207 38 307 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.95 1.00 0.97 0.99 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1695 1723 1736 0 1750 1723 1709 1723 0 Adj Flow Rate, veh/h 32 339 99 0 279 225 41 334 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %4 2 1 0 0 2 3 2 0 Cap, veh/h 101 1055 304 0 660 532 387 650 0 Arrive On Green 0.45 0.45 0.45 0.00 0.38 0.38 0.38 0.38 0.00 Sat Flow, veh/h 225 2365 680 0 1750 1410 879 1723 0 Grp Volume(v), veh/h 243 0 227 0 279 225 41 334 0 Grp Sat Flow(s),veh/h/ln 1711 0 1559 0 1750 1410 879 1723 0 Q Serve(g_s), s 4.2 0.0 4.3 0.0 5.4 5.4 1.6 6.8 0.0 Cycle Q Clear(g_c), s 4.2 0.0 4.3 0.0 5.4 5.4 7.0 6.8 0.0 Prop In Lane 0.13 0.44 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 764 0 696 0 660 532 387 650 0 V/C Ratio(X)0.32 0.00 0.33 0.00 0.42 0.42 0.11 0.51 0.00 Avail Cap(c_a), veh/h 1170 0 1066 0 1196 964 656 1177 0 HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.1 0.0 8.1 0.0 10.5 10.5 13.1 10.9 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.3 0.0 0.4 0.5 0.1 0.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 1.2 0.0 1.8 1.5 0.3 2.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 8.3 0.0 8.4 0.0 10.9 11.0 13.2 11.5 0.0 LnGrp LOS A A B B B B Approach Vol, veh/h 470 504 375 Approach Delay, s/veh 8.4 10.9 11.7 Approach LOS A B B Timer - Assigned Phs 2 4 8 Phs Duration (G+Y+Rc), s 24.2 21.1 21.1 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 31.0 31.0 31.0 Max Q Clear Time (g_c+I1), s 6.3 9.0 7.4 Green Ext Time (p_c), s 3.1 2.3 2.6 Intersection Summary HCM 7th Control Delay, s/veh 10.3 HCM 7th LOS B HCM 7th TWSC 47: Wallace Ave & Babcock St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 21 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 313 0 26 0 0 0 0 63 0 0 77 0 Future Vol, veh/h 313 0 26 0 0 0 0 63 0 0 77 0 Conflicting Peds, #/hr 0 0 0 0 0 0 20 0 0 0 0 20 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 0 ----------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %1 2 0 2 2 2 0 0 2 2 0 0 Mvmt Flow 340 0 28 0 0 0 0 68 0 0 84 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 0 0 0 -695 --709 - Stage 1 ----695 --0 - Stage 2 ----0 --709 - Critical Hdwy 4.11 ---6.5 --6.5 - Critical Hdwy Stg 1 ----5.5 ---- Critical Hdwy Stg 2 -------5.5 - Follow-up Hdwy 2.209 ---4 --4 - Pot Cap-1 Maneuver ---0 369 0 0 362 0 Stage 1 ---0 447 0 0 -0 Stage 2 ---0 -0 0 440 0 Platoon blocked, %-- Mov Cap-1 Maneuver ----369 --362 - Mov Cap-2 Maneuver ----369 --362 - Stage 1 ----447 ---- Stage 2 -------440 - Approach EB NB SB HCM Control Delay, s/v 16.98 17.92 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1 Capacity (veh/h)369 ---362 HCM Lane V/C Ratio 0.186 ---0.231 HCM Control Delay (s/veh)17 ---17.9 HCM Lane LOS C ---C HCM 95th %tile Q(veh)0.7 ---0.9 Queues 48: Willson Ave & Mendenhall St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 22 Lane Group WBT NBT SBT Lane Group Flow (vph)642 189 171 v/c Ratio 0.33 0.63 0.44 Control Delay (s/veh)6.8 30.5 20.1 Queue Delay 0.0 0.0 0.0 Total Delay (s/veh)6.8 30.5 20.1 Queue Length 50th (ft)49 60 44 Queue Length 95th (ft)98 115 90 Internal Link Dist (ft)1213 298 233 Turn Bay Length (ft) Base Capacity (vph)1894 802 1009 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.34 0.24 0.17 Intersection Summary HCM 7th Signalized Intersection Summary 48: Willson Ave & Mendenhall St 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 179 382 29 78 96 0 0 122 35 Future Volume (veh/h)0 0 0 179 382 29 78 96 0 0 122 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.95 0.98 1.00 1.00 0.96 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1695 1723 1750 1750 1750 0 0 1736 1750 Adj Flow Rate, veh/h 195 415 32 85 104 0 0 133 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %4 2 0 0 0 0 0 1 0 Cap, veh/h 598 1273 98 191 197 0 0 315 90 Arrive On Green 0.59 0.59 0.59 0.25 0.25 0.00 0.00 0.25 0.25 Sat Flow, veh/h 1019 2169 167 422 805 0 0 1287 368 Grp Volume(v), veh/h 320 0 322 189 0 0 0 0 171 Grp Sat Flow(s),veh/h/ln 1672 0 1683 1227 0 0 0 0 1654 Q Serve(g_s), s 5.8 0.0 5.8 4.2 0.0 0.0 0.0 0.0 5.2 Cycle Q Clear(g_c), s 5.8 0.0 5.8 9.3 0.0 0.0 0.0 0.0 5.2 Prop In Lane 0.61 0.10 0.45 0.00 0.00 0.22 Lane Grp Cap(c), veh/h 982 0 988 388 0 0 0 0 406 V/C Ratio(X)0.33 0.00 0.33 0.49 0.00 0.00 0.00 0.00 0.42 Avail Cap(c_a), veh/h 982 0 988 886 0 0 0 0 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 6.3 0.0 6.3 20.6 0.0 0.0 0.0 0.0 18.9 Incr Delay (d2), s/veh 0.9 0.0 0.9 0.9 0.0 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 1.9 0.0 1.9 2.4 0.0 0.0 0.0 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 7.2 0.0 7.2 21.5 0.0 0.0 0.0 0.0 19.6 LnGrp LOS A A C B Approach Vol, veh/h 642 189 171 Approach Delay, s/veh 7.2 21.5 19.6 Approach LOS A C B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 19.6 40.0 19.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 35.0 35.0 Max Q Clear Time (g_c+I1), s 7.2 7.8 11.3 Green Ext Time (p_c), s 1.0 4.5 1.2 Intersection Summary HCM 7th Control Delay, s/veh 12.0 HCM 7th LOS B HCM 7th TWSC 5: Babcock St & Block B 04/01/2024 PM Peak Block B Future Conditions (2027)Synchro 12 Report Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 328 0 0 10 0 Future Vol, veh/h 15 328 0 0 10 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 ------ Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %0 2 0 0 0 0 Mvmt Flow 16 357 0 0 11 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 211 - Stage 1 --0 - Stage 2 --211 - Critical Hdwy 4.1 -6.8 - Critical Hdwy Stg 1 ---- Critical Hdwy Stg 2 --5.8 - Follow-up Hdwy 2.2 -3.5 - Pot Cap-1 Maneuver --764 0 Stage 1 ---0 Stage 2 --810 0 Platoon blocked, %- Mov Cap-1 Maneuver --764 - Mov Cap-2 Maneuver --764 - Stage 1 ---- Stage 2 --810 - Approach EB SB HCM Control Delay, s/v 9.78 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h)--764 HCM Lane V/C Ratio --0.014 HCM Control Delay (s/veh)--9.8 HCM Lane LOS --A HCM 95th %tile Q(veh)--0 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) WB 5.0A3 8.8A6 NB 22.3C5 22.7C6 SB 20.9C4 19.4B5 Intersection 12.3B --13.2B -- EB 7.7A4 13.7B8 WB 7.3A6 13.8B3 NB 26.5C5 26.4C7 SB 27.2C7 27.6C 11 Intersection 14.2B --18.5B -- EB 7.5A3 8.7A4 NB 11.7B4 11.5B5 SB 11.8B4 12.6B6 Intersection 10.4B --10.9B -- EB 20.8C5 21.7C4 WB 23.1C4 25.4C6 NB 12.0B 11 13.3B 13 SB 12.2B 14 24.4C 27 Intersection 15.2B --21.0C -- WB 33.9C3 33.0C4 NB 0.9A 11 1.4A 12 SB 4.7A5 7.3A8 Intersection 9.3A --10.5B -- EB 12.1B6 16.0B8 WB 1.6A4 3.3A 11 NB 29.4C8 35.2D 10 SB 14.5B4 14.0B1 Intersection 11.3B --14.2B -- EB 3.5A1 3.3A1 NB 18.8C1 28.1D2 SB 31.1D3 174.6F 11 Intersection 9.1A --37.8E -- EB 0.4A5 0.5A7 WB 0.6A4 6.1A8 NB 32.1C4 34.4C6 SB 29.5C2 30.1C2 Intersection 4.7A --7.9A -- EB 1.1A1 1.3A1 NB 12.7B1 16.0C2 SB 13.7B1 20.6C2 Intersection 5.3A --7.4A -- EB 0.5A1 18.1B7 WB 0.9A4 1.1A8 NB 34.3C3 45.7D6 SB 24.9C3 29.6C4 Intersection 8.9A --18.1B -- EB 0.0A0 0.0A0 NB 14.5B1 20.5C1 SB 17.2C1 22.5C2 Intersection 3.9A --6.4A -- EB 1.1A8 3.9A 12 WB 6.9A7 11.3B9 NB 0.0A0 0.0A0 SB 31.5C6 37.8D 14 Intersection 7.5A --12.3B -- EB 0.0A0 0.0A0 SB 9.6A1 10.0B0 Intersection 0.4A --0.2A -- Babcock St & Block B Access Intersection Control One-Way Stop-Control (SB) Broadway Ave & Main St Wallace Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Wallace Ave & Babcock St Intersection Control Signalized Church Ave & Babcock St Intersection Control Signalized Rouse Ave & Mendenhall St Intersection Control Signalized Rouse Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Rouse Ave & Babcock St Intersection Control Signalized Church Ave & Main St Intersection Control Two-Way Stop-Control (NB/SB) Willson Ave & Babcock St Intersection Control Signalized Rouse Ave & Peach St Intersection Control Signalized Willson Ave & Mendenhall St Intersection Control Signalized Willson Ave & Main St Intersection Control Signalized Intersection Control Signalized Intersection Approach Existing (2039) AM Peak PM Peak Queues4: Church Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 1Lane Group EBT WBT NBT SBTLane Group Flow (vph) 490 612 128 47v/c Ratio 0.22 0.29 0.57 0.20Control Delay (s/veh) 9.2 3.1 36.6 20.9Queue Delay 0.0 0.0 0.0 0.0Total Delay (s/veh) 9.2 3.1 36.6 20.9Queue Length 50th (ft) 35 46 52 13Queue Length 95th (ft) 125 83 96 38Internal Link Dist (ft) 379 368 103 178Turn Bay Length (ft)Base Capacity (vph) 2222 2068 397 398Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.22 0.30 0.32 0.12Intersection Summary HCM 7th Signalized Intersection Summary 4: Church Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 11 423 17 52 489 21 62 42 14 14 15 15Future Volume (veh/h) 11 423 17 52 489 21 62 42 14 14 15 15Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 0.99 0.98 0.99 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1695 1750 1723 1709 1750 1750 1750 1750 1559 1750 1641Adj Flow Rate, veh/h 12 460 18 57 532 23 67 46 15 15 16 16Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 4 0 2 3 0 0 0 0 14 0 8Cap, veh/h 75 2188 85 222 1946 83 162 88 23 104 96 70Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.13 0.13 0.130.13 0.13 0.13Sat Flow, veh/h 34 3029 117 228 2694 116 682 681 181 316 736 543Grp Volume(v), veh/h 256 0 234 307 0 305 128 0 0 47 0 0Grp Sat Flow(s),veh/h/ln 1660 0 1520 1505 0 1533 1544 0 0 1596 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 5.8 0.0 0.0 1.90.0 0.0Prop In Lane 0.05 0.08 0.19 0.08 0.52 0.12 0.32 0.34Lane Grp Cap(c), veh/h 1249 0 1098 1144 0 1107 273 0 0 270 0 0V/C Ratio(X) 0.21 0.00 0.21 0.27 0.00 0.28 0.47 0.00 0.00 0.17 0.00 0.00Avail Cap(c_a), veh/h 1249 0 1098 1144 0 1107 501 0 0 497 0 0HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.93 0.00 0.93 0.95 0.00 0.95 1.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 30.8 0.0 0.0 29.2 0.0 0.0Incr Delay (d2), s/veh 0.3 0.0 0.4 0.5 0.0 0.6 1.2 0.0 0.0 0.3 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.2 0.0 0.2 2.2 0.0 0.00.8 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.3 0.0 0.4 0.5 0.0 0.6 32.1 0.0 0.0 29.5 0.0 0.0LnGrp LOS A A A A C CApproach Vol, veh/h 490 612 128 47Approach Delay, s/veh 0.4 0.6 32.1 29.5Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 59.4 15.6 59.4 15.6Change Period (Y+Rc), s 5.2 5.9 5.2 5.9Max Green Setting (Gmax), s 42.8 21.1 42.8 21.1Max Q Clear Time (g_c+I1), s 2.0 3.9 2.0 7.8Green Ext Time (p_c), s 3.5 0.2 4.7 0.5Intersection SummaryHCM 7th Control Delay, s/veh 4.7HCM 7th LOS A Queues6: Wallace Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 3Lane Group EBT WBT NBT NBR SBTLane Group Flow (vph) 479 700 84 245 79v/c Ratio 0.22 0.34 0.41 0.61 0.40Control Delay (s/veh) 1.3 4.2 35.1 11.3 30.9Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 1.3 4.2 35.1 11.3 30.9Queue Length 50th (ft) 7 44 37 0 28Queue Length 95th (ft) 14 78 71 57 62Internal Link Dist (ft) 368 590 290 192Turn Bay Length (ft)Base Capacity (vph) 2118 2010 443 581 406Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.23 0.35 0.19 0.42 0.19Intersection Summary HCM 7th Signalized Intersection Summary 6: Wallace Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 15 418 8 58 532 54 16 62 225 29 30 13Future Volume (veh/h) 15 418 8 58 532 54 16 62 225 29 30 13Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.98 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1682 1750 1750 1723 1695 1668 1750 1736 1750 1750 1750Adj Flow Rate, veh/h 16 454 9 63 578 59 17 67 245 32 33 14Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 5 0 0 2 4 6 0 1 0 0 0Cap, veh/h 85 1943 38 194 1657 167 99 313 300 161 150 52Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.21 0.21 0.210.21 0.21 0.21Sat Flow, veh/h 52 3028 59 215 2582 260 195 1500 1436 446 716 250Grp Volume(v), veh/h 248 0 231 355 0 345 84 0 245 79 0 0Grp Sat Flow(s),veh/h/ln 1620 0 1519 1538 0 1519 1696 0 14361412 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.2 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 12.2 3.0 0.0 0.0Prop In Lane 0.06 0.04 0.18 0.17 0.20 1.00 0.41 0.18Lane Grp Cap(c), veh/h 1091 0 975 1043 0 974 412 0 300 363 0 0V/C Ratio(X) 0.23 0.00 0.24 0.34 0.00 0.35 0.20 0.00 0.82 0.22 0.00 0.00Avail Cap(c_a), veh/h 1091 0 975 1043 0 974 532 0 404 461 0 0HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.98 0.00 0.98 0.90 0.00 0.90 1.00 0.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 24.6 0.0 28.3 24.6 0.0 0.0Incr Delay (d2), s/veh 0.5 0.0 0.6 0.8 0.0 0.9 0.2 0.0 9.2 0.3 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 0.2 0.0 0.2 1.2 0.0 4.81.2 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.5 0.0 0.6 0.8 0.0 0.9 24.9 0.0 37.5 24.9 0.0 0.0LnGrp LOS A A A A C D CApproach Vol, veh/h 479 700 329 79Approach Delay, s/veh 0.5 0.9 34.3 24.9Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 53.4 21.6 53.4 21.6Change Period (Y+Rc), s 5.3 5.9 5.3 5.9Max Green Setting (Gmax), s 42.7 21.1 42.7 21.1Max Q Clear Time (g_c+I1), s 2.0 5.0 2.0 14.2Green Ext Time (p_c), s 3.5 0.3 5.6 0.8Intersection SummaryHCM 7th Control Delay, s/veh 8.9HCM 7th LOS A Queues9: N Rouse Ave & Peach St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 5Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 75 123 117 12 98 88 51 409 90 500v/c Ratio 0.21 0.30 0.19 0.04 0.43 0.19 0.12 0.53 0.17 0.66Control Delay (s/veh) 20.6 26.8 4.4 18.9 38.1 6.1 7.8 20.3 8.0 23.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 20.6 26.8 4.4 18.9 38.1 6.1 7.8 20.3 8.023.1Queue Length 50th (ft) 26 46 0 4 44 0 9 140 16 183Queue Length 95th (ft) 57 107 33 16 95 30 26 268 40 342Internal Link Dist (ft) 277 1564 1829 460Turn Bay Length (ft) 85 80 75 80 30 30Base Capacity (vph) 525 687 876 489 687 726 650 770 703 754Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.14 0.18 0.13 0.02 0.14 0.12 0.08 0.53 0.13 0.66Intersection Summary HCM 7th Signalized Intersection Summary 9: N Rouse Ave & Peach St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 69 113 108 11 90 81 47 357 19 83 404 56Future Volume (veh/h) 69 113 108 11 90 81 47 357 19 83 404 56Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1750 1750 1627 1750 1750 1668 1723 1682 1695 1709 1600Adj Flow Rate, veh/h 75 123 117 12 98 88 51 388 21 90 439 61Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 0 0 9 0 0 6 2 5 4 3 11Cap, veh/h 306 284 305 256 203 269 401 712 39 488 671 93Arrive On Green 0.06 0.16 0.16 0.02 0.12 0.12 0.05 0.44 0.440.07 0.46 0.46Sat Flow, veh/h 1667 1750 1437 1550 1750 1464 1589 1617 88 1615 1464 203Grp Volume(v), veh/h 75 123 117 12 98 88 51 0 409 90 0 500Grp Sat Flow(s),veh/h/ln 1667 1750 1437 1550 1750 1464 1589 0 1705 1615 0 1667Q Serve(g_s), s 2.1 3.6 4.0 0.4 3.0 3.0 1.0 0.0 10.0 1.6 0.0 13.2Cycle Q Clear(g_c), s 2.1 3.6 4.0 0.4 3.0 3.0 1.0 0.0 10.0 1.6 0.0 13.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.12Lane Grp Cap(c), veh/h 306 284 305 256 203 269 401 0 751 488 0765V/C Ratio(X) 0.25 0.43 0.38 0.05 0.48 0.33 0.13 0.00 0.54 0.18 0.00 0.65Avail Cap(c_a), veh/h 850 903 814 833 903 855 940 0 1015 10060 993HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 18.9 21.4 19.2 21.6 23.5 20.2 9.00.0 11.7 8.3 0.0 11.9Incr Delay (d2), s/veh 0.4 1.0 0.8 0.1 1.8 0.7 0.1 0.0 0.6 0.2 0.0 1.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 1.5 1.3 0.1 1.3 1.0 0.3 0.0 3.40.5 0.0 4.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 19.4 22.5 20.0 21.7 25.2 20.9 9.2 0.012.3 8.4 0.0 12.9LnGrp LOS B C C C C C A B A BApproach Vol, veh/h 315 198 460 590Approach Delay, s/veh 20.8 23.1 12.0 12.2Approach LOS C C B BTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 6.8 31.2 3.9 14.9 5.8 32.2 6.5 12.3Change Period (Y+Rc), s 3.0 6.2 3.0 5.7 3.0 6.2 3.0 5.7Max Green Setting (Gmax), s 22.0 33.8 22.0 29.3 22.0 33.822.0 29.3Max Q Clear Time (g_c+I1), s 3.6 12.0 2.4 6.0 3.0 15.2 4.15.0Green Ext Time (p_c), s 0.2 2.7 0.0 1.1 0.1 3.3 0.1 0.8Intersection SummaryHCM 7th Control Delay, s/veh 15.2HCM 7th LOS B Queues12: N Rouse Ave & Mendenhall St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 7Lane Group WBT WBR NBL NBT SBL SBT SBRLane Group Flow (vph) 173 79 75 380 75 268 161v/c Ratio 0.43 0.19 0.10 0.35 0.10 0.25 0.16Control Delay (s/veh) 33.2 6.1 5.6 16.4 2.9 7.9 1.8Queue Delay 0.0 0.0 0.0 0.8 0.0 0.0 0.0Total Delay (s/veh) 33.2 6.1 5.6 17.3 2.9 7.9 1.8Queue Length 50th (ft) 40 0 17 182 6 52 0Queue Length 95th (ft) 66 27 m30 262 17 102 23Internal Link Dist (ft) 949 322 1829Turn Bay Length (ft) 90 90 70 65Base Capacity (vph) 1098 417 749 1069 709 1063 948Starvation Cap Reductn 0 0 0 415 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.16 0.19 0.10 0.58 0.11 0.25 0.17Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 20 139 73 69 334 16 69 247 148Future Volume (veh/h) 0 0 0 20 139 73 69 334 16 69 247 148Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1695 1723 1614 1709 1750 1709 1695 1695Adj Flow Rate, veh/h 22 151 79 75 363 17 75 268 161Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 4 2 10 3 0 3 4 4Cap, veh/h 39 269 210 728 1091 51 852 1144 956Arrive On Green 0.09 0.09 0.09 0.11 1.00 1.00 0.05 0.67 0.67Sat Flow, veh/h 416 2869 1412 1537 1618 76 1628 1695 1417Grp Volume(v), veh/h 88 85 79 75 0 380 75 268 161Grp Sat Flow(s),veh/h/ln 1675 1611 1412 1537 0 1693 1628 1695 1417Q Serve(g_s), s 3.8 3.8 3.8 1.0 0.0 0.0 1.0 4.6 3.1Cycle Q Clear(g_c), s 3.8 3.8 3.8 1.0 0.0 0.0 1.0 4.6 3.1Prop In Lane 0.25 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 157 151 210 728 0 1143 852 1144 956V/C Ratio(X) 0.56 0.56 0.38 0.10 0.00 0.33 0.09 0.23 0.17Avail Cap(c_a), veh/h 576 554 563 790 0 1143 918 1144 956HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.62 0.00 0.62 0.80 0.80 0.80Uniform Delay (d), s/veh 32.5 32.5 28.9 2.9 0.0 0.0 2.9 4.74.5Incr Delay (d2), s/veh 3.1 3.2 1.1 0.0 0.0 0.5 0.0 0.4 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.7 1.6 1.3 0.2 0.0 0.2 0.2 1.4 0.8Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 35.6 35.7 30.0 2.9 0.0 0.5 3.0 5.1 4.8LnGrp LOS D D C A A A A AApproach Vol, veh/h 252 455 504Approach Delay, s/veh 33.9 0.9 4.7Approach LOS C A ATimer - Assigned Phs 1 2 5 6 8Phs Duration (G+Y+Rc), s 7.0 55.8 7.0 55.8 12.2Change Period (Y+Rc), s 3.0 5.2 3.0 5.2 5.2Max Green Setting (Gmax), s 7.0 28.8 7.0 28.8 25.8Max Q Clear Time (g_c+I1), s 3.0 2.0 3.0 6.6 5.8Green Ext Time (p_c), s 0.0 2.6 0.0 2.2 1.2Intersection SummaryHCM 7th Control Delay, s/veh 9.3HCM 7th LOS A Queues17: Main St & N Broadway Ave04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 9Lane Group EBT WBT SBTLane Group Flow (vph) 710 871 210v/c Ratio 0.43 0.43 0.72Control Delay (s/veh) 13.6 7.8 35.1Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 13.6 7.8 35.1Queue Length 50th (ft) 60 82 73Queue Length 95th (ft) 184 157 127Internal Link Dist (ft) 590 713 1932Turn Bay Length (ft)Base Capacity (vph) 1628 2021 398Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.44 0.43 0.53Intersection Summary HCM 7th Signalized Intersection Summary 17: Main St & N Broadway Ave04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 63 591 0 0 605 196 0 0 0 161 0 32Future Volume (veh/h) 63 591 0 0 605 196 0 0 0 161 0 32Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1709 1709 1750 1750 1723 1736 1750 1750 1750 1695 1750 1668Adj Flow Rate, veh/h 68 642 0 0 658 213 0 0 0 175 0 35Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 3 3 0 0 2 1 0 0 0 4 0 6Cap, veh/h 194 1720 0 0 1615 522 0 310 0 301 0 43Arrive On Green 1.00 1.00 0.00 0.00 0.67 0.67 0.00 0.00 0.000.18 0.00 0.18Sat Flow, veh/h 206 2663 0 0 2514 785 0 1750 0 1201 0 240Grp Volume(v), veh/h 343 367 0 0 443 428 0 0 0 210 0 0Grp Sat Flow(s),veh/h/ln 1313 1477 0 0 1637 1576 0 1750 0 1441 0 0Q Serve(g_s), s 0.9 0.0 0.0 0.0 9.3 9.3 0.0 0.0 0.0 10.5 0.0 0.0Cycle Q Clear(g_c), s 10.2 0.0 0.0 0.0 9.3 9.3 0.0 0.0 0.0 10.5 0.0 0.0Prop In Lane 0.20 0.00 0.00 0.50 0.00 0.00 0.83 0.17Lane Grp Cap(c), veh/h 931 983 0 0 1089 1049 0 310 0 344 0 0V/C Ratio(X) 0.37 0.37 0.00 0.00 0.41 0.41 0.00 0.00 0.00 0.61 0.00 0.00Avail Cap(c_a), veh/h 931 983 0 0 1089 1049 0 516 0 513 0 0HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.94 0.94 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 5.8 5.8 0.0 0.0 0.029.7 0.0 0.0Incr Delay (d2), s/veh 1.1 1.0 0.0 0.0 1.1 1.2 0.0 0.0 0.0 1.8 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.3 0.3 0.0 0.0 3.0 2.9 0.0 0.0 0.03.7 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 1.1 1.0 0.0 0.0 6.9 6.9 0.0 0.0 0.0 31.5 0.0 0.0LnGrp LOS A A A A CApproach Vol, veh/h 710 871 0 210Approach Delay, s/veh 1.1 6.9 0.0 31.5Approach LOS A A CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 55.8 19.2 55.8 19.2Change Period (Y+Rc), s 5.9 5.9 5.9 5.9Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1Max Q Clear Time (g_c+I1), s 12.2 12.5 11.3 0.0Green Ext Time (p_c), s 5.7 0.8 6.9 0.0Intersection SummaryHCM 7th Control Delay, s/veh 7.5HCM 7th LOS A Queues22: S Rouse Ave/N Rouse Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 11Lane Group EBT WBT NBT SBL SBTLane Group Flow (vph) 425 611 262 142 124v/c Ratio 0.40 0.47 0.72 0.35 0.17Control Delay (s/veh) 18.8 13.6 38.2 10.2 5.0Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 18.8 13.6 38.2 10.2 5.0Queue Length 50th (ft) 83 99 112 40 26Queue Length 95th (ft) 142 98 176 80 49Internal Link Dist (ft) 765 379 278 322Turn Bay Length (ft) 110Base Capacity (vph) 1065 1290 461 419 796Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.40 0.47 0.57 0.34 0.16Intersection Summary HCM 7th Signalized Intersection Summary 22: S Rouse Ave/N Rouse Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 68 306 17 22 388 152 14 224 4 131 81 33Future Volume (veh/h) 68 306 17 22 388 152 14 224 4 131 81 33Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.97 0.98 0.96 0.99 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1709 1695 1750 1750 1723 1709 1654 1695 1750 1682 1723 1668Adj Flow Rate, veh/h 74 333 18 24 422 165 15 243 4 142 88 36Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 3 4 0 0 2 3 7 4 0 5 2 6Cap, veh/h 262 1118 61 79 1084 409 60 340 5 397 408 167Arrive On Green 0.50 0.50 0.50 0.99 0.99 0.99 0.21 0.21 0.210.15 0.59 0.59Sat Flow, veh/h 398 2258 124 57 2188 825 44 1603 26 1602 1151 471Grp Volume(v), veh/h 205 0 220 334 0 277 262 0 0 142 0 124Grp Sat Flow(s),veh/h/ln 1261 0 1519 1684 0 1385 1672 0 0 1602 0 1622Q Serve(g_s), s 2.5 0.0 6.4 0.0 0.0 0.2 2.4 0.0 0.0 4.9 0.0 2.7Cycle Q Clear(g_c), s 6.0 0.0 6.4 0.2 0.0 0.2 10.9 0.0 0.0 4.9 0.0 2.7Prop In Lane 0.36 0.08 0.07 0.60 0.06 0.02 1.00 0.29Lane Grp Cap(c), veh/h 690 0 752 886 0 686 405 0 0 397 0 574V/C Ratio(X) 0.30 0.00 0.29 0.38 0.00 0.40 0.65 0.00 0.00 0.36 0.00 0.22Avail Cap(c_a), veh/h 690 0 752 886 0 686 520 0 0 490 0 781HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.67 1.67 1.67Upstream Filter(I) 1.00 0.00 1.00 0.97 0.00 0.97 1.00 0.00 0.00 0.98 0.00 0.98Uniform Delay (d), s/veh 10.9 0.0 11.2 0.2 0.0 0.2 27.6 0.00.0 17.4 0.0 10.4Incr Delay (d2), s/veh 1.1 0.0 1.0 1.2 0.0 1.7 1.8 0.0 0.0 0.5 0.0 0.2Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.0 0.0 2.2 0.3 0.0 0.4 4.5 0.0 0.01.7 0.0 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 12.0 0.0 12.2 1.4 0.0 1.9 29.4 0.0 0.017.9 0.0 10.6LnGrp LOS B B A A C B BApproach Vol, veh/h 425 611 262 266Approach Delay, s/veh 12.1 1.6 29.4 14.5Approach LOS B A C BTimer - Assigned Phs 2 4 6 7 8Phs Duration (G+Y+Rc), s 42.5 32.5 42.5 10.7 21.8Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9Max Green Setting (Gmax), s 27.6 36.1 27.6 11.0 21.1Max Q Clear Time (g_c+I1), s 8.4 4.7 2.2 6.9 12.9Green Ext Time (p_c), s 2.8 0.7 4.4 0.1 0.9Intersection SummaryHCM 7th Control Delay, s/veh 11.3HCM 7th LOS B Queues24: Willson Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 13Lane Group EBT WBT NBL NBT SBTLane Group Flow (vph) 576 469 117 178 254v/c Ratio 0.31 0.28 0.66 0.46 0.70Control Delay (s/veh) 7.3 12.0 44.2 24.5 36.1Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 7.3 12.0 44.2 24.5 36.1Queue Length 50th (ft) 52 18 50 61 107Queue Length 95th (ft) 100 136 95 105 162Internal Link Dist (ft) 588 765 288 298Turn Bay Length (ft) 100Base Capacity (vph) 1868 1685 227 486 468Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.31 0.28 0.52 0.37 0.54Intersection Summary HCM 7th Signalized Intersection Summary 24: Willson Ave & Main St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 14 426 90 50 362 20 108 120 44 16 198 20Future Volume (veh/h) 14 426 90 50 362 20 108 120 44 16 198 20Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.98 0.98 0.97 0.98 0.95Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1654 1723 1736 1750 1709 1750 1736 1736 1682 1668 1695 1750Adj Flow Rate, veh/h 15 463 98 54 393 22 117 130 48 17 215 22Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 7 2 1 0 3 0 1 1 5 6 4 0Cap, veh/h 71 1579 327 226 1547 87 289 278 103 63 336 33Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.23 0.23 0.230.23 0.23 0.23Sat Flow, veh/h 34 2588 535 273 2537 142 1132 1196 442 51 1445142Grp Volume(v), veh/h 308 0 268 233 0 236 117 0 178 254 0 0Grp Sat Flow(s),veh/h/ln 1696 0 1461 1425 0 1527 1132 0 16381638 0 0Q Serve(g_s), s 0.0 0.0 6.6 0.0 0.0 5.4 1.4 0.0 7.0 1.3 0.0 0.0Cycle Q Clear(g_c), s 6.4 0.0 6.6 4.6 0.0 5.4 11.8 0.0 7.0 10.4 0.0 0.0Prop In Lane 0.05 0.37 0.23 0.09 1.00 0.27 0.07 0.09Lane Grp Cap(c), veh/h 1085 0 891 929 0 931 289 0 381 432 0 0V/C Ratio(X) 0.28 0.00 0.30 0.25 0.00 0.25 0.40 0.00 0.47 0.59 0.00 0.00Avail Cap(c_a), veh/h 1085 0 891 929 0 931 346 0 463 513 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.89 0.00 0.89 0.90 0.00 0.00Uniform Delay (d), s/veh 6.9 0.0 7.0 6.6 0.0 6.7 27.0 0.0 24.8 26.1 0.0 0.0Incr Delay (d2), s/veh 0.7 0.0 0.9 0.6 0.0 0.7 0.8 0.0 0.8 1.1 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 0.0 2.0 1.6 0.0 1.7 2.0 0.0 2.74.1 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 7.6 0.0 7.8 7.2 0.0 7.4 27.8 0.0 25.6 27.2 0.0 0.0LnGrp LOS A A A A C C CApproach Vol, veh/h 576 469 295 254Approach Delay, s/veh 7.7 7.3 26.5 27.2Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 23.2 51.8 23.2 51.8Change Period (Y+Rc), s 5.8 6.0 5.8 6.0Max Green Setting (Gmax), s 21.2 42.0 21.2 42.0Max Q Clear Time (g_c+I1), s 13.8 8.6 12.4 7.4Green Ext Time (p_c), s 0.9 4.2 1.0 3.5Intersection SummaryHCM 7th Control Delay, s/veh 14.2HCM 7th LOS B HCM 7th TWSC26: S Rouse Ave & Babcock St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 15IntersectionInt Delay, s/veh 9.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 215 297 6 0 0 0 0 38 13 57 53 0Future Vol, veh/h 215 297 6 0 0 0 0 38 13 57 53 0Conflicting Peds, #/hr 8 0 1 1 0 8 3 0 2 2 0 3Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 5 1 0 0 0 0 0 3 0 0 2 0Mvmt Flow 234 323 7 0 0 0 0 41 14 62 58 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 8 0 0 - 802 168 659 806 - Stage 1 - - - - 794 - 8 8 - Stage 2 - - - - 8 - 651 798 -Critical Hdwy 4.2 - - - 6.56 6.9 7.5 6.54 -Critical Hdwy Stg 1 - - - - 5.56 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.54 -Follow-up Hdwy 2.25 - - - 4.03 3.3 3.5 4.02 -Pot Cap-1 Maneuver 1589 - - 0 314 853 353 314 0 Stage 1 - - - 0 395 - - - 0 Stage 2 - - - 0 - - 428 396 0Platoon blocked, % - -Mov Cap-1 Maneuver 1577 - - - 260 853 249 261 -Mov Cap-2 Maneuver - - - - 260 - 249 261 - Stage 1 - - - - 331 - - - - Stage 2 - - - - - - 308 331 -Approach EB NB SBHCM Control Delay, s/v 3.48 18.79 31.11HCM LOS C DMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 316 1432 - - 254HCM Lane V/C Ratio 0.175 0.148 - - 0.47HCM Control Delay (s/veh) 18.8 7.7 0.5 - 31.1HCM Lane LOS C A A - DHCM 95th %tile Q(veh) 0.6 0.5 - - 2.3 HCM 7th TWSC27: Church Ave & Babcock St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 16IntersectionInt Delay, s/veh 5.3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 46 268 39 0 0 0 0 76 41 9 65 0Future Vol, veh/h 46 268 39 0 0 0 0 76 41 9 65 0Conflicting Peds, #/hr 4 0 0 0 0 4 3 0 2 2 0 3Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 50 291 42 0 0 0 0 83 45 10 71 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 4 0 0 - 417 169 293 438 - Stage 1 - - - - 413 - 4 4 - Stage 2 - - - - 4 - 289 434 -Critical Hdwy 4.1 - - - 6.5 6.9 7.5 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.5 -Follow-up Hdwy 2.2 - - - 4 3.3 3.5 4 -Pot Cap-1 Maneuver 1631 - - 0 530 852 642 516 0 Stage 1 - - - 0 597 - - - 0 Stage 2 - - - 0 - - 700 585 0Platoon blocked, % - -Mov Cap-1 Maneuver 1625 - - - 510 852 493 496 -Mov Cap-2 Maneuver - - - - 510 - 493 496 - Stage 1 - - - - 577 - - - - Stage 2 - - - - - - 549 565 -Approach EB NB SBHCM Control Delay, s/v 1.09 12.71 13.66HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 593 398 - - 496HCM Lane V/C Ratio 0.214 0.031 - - 0.162HCM Control Delay (s/veh) 12.7 7.3 0.2 - 13.7HCM Lane LOS B A A - BHCM 95th %tile Q(veh) 0.8 0.1 - - 0.6 Queues28: Willson Ave & Babcock St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 17Lane Group EBT NBT NBR SBL SBTLane Group Flow (vph) 414 283 284 55 283v/c Ratio 0.28 0.45 0.40 0.16 0.45Control Delay (s/veh) 7.9 13.4 3.6 10.7 13.5Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 7.9 13.4 3.6 10.7 13.5Queue Length 50th (ft) 27 52 0 9 52Queue Length 95th (ft) 60 99 33 26 100Internal Link Dist (ft) 156 391 288Turn Bay Length (ft) 145 100Base Capacity (vph) 2255 1210 1092 652 1198Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.18 0.23 0.26 0.08 0.24Intersection Summary HCM 7th Signalized Intersection Summary 28: Willson Ave & Babcock St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 18Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 18 316 47 0 0 0 0 260 261 51 260 0Future Volume (veh/h) 18 316 47 0 0 0 0 260 261 51 260 0Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1723 1723 0 1723 1723 1723 17090Adj Flow Rate, veh/h 20 343 51 0 283 284 55 283 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 2 2 0 2 2 2 3 0Cap, veh/h 75 1274 188 0 617 519 360 612 0Arrive On Green 0.46 0.46 0.46 0.00 0.36 0.36 0.36 0.36 0.00Sat Flow, veh/h 163 2777 409 0 1723 1450 842 1709 0Grp Volume(v), veh/h 210 0 204 0 283 284 55 283 0Grp Sat Flow(s),veh/h/ln 1715 0 1635 0 1723 1450 842 1709 0Q Serve(g_s), s 3.3 0.0 3.4 0.0 5.5 6.8 2.3 5.6 0.0Cycle Q Clear(g_c), s 3.3 0.0 3.4 0.0 5.5 6.8 7.9 5.6 0.0Prop In Lane 0.10 0.25 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 787 0 750 0 617 519 360 612 0V/C Ratio(X) 0.27 0.00 0.27 0.00 0.46 0.55 0.15 0.46 0.00Avail Cap(c_a), veh/h 1216 0 1159 0 1221 1028 655 1212 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh 7.3 0.0 7.3 0.0 10.8 11.2 13.8 10.8 0.0Incr Delay (d2), s/veh 0.2 0.0 0.2 0.0 0.5 0.9 0.2 0.5 0.0Initial Q Delay(d3), s/veh 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 1.0 0.0 1.8 1.9 0.4 1.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 7.5 0.0 7.5 0.0 11.3 12.1 14.0 11.3 0.0LnGrp LOS A A B B B BApproach Vol, veh/h 414 567 338Approach Delay, s/veh 7.5 11.7 11.8Approach LOS A B BTimer - Assigned Phs 2 4 8Phs Duration (G+Y+Rc), s 24.1 19.7 19.7Change Period (Y+Rc), s 4.0 4.0 4.0Max Green Setting (Gmax), s 31.0 31.0 31.0Max Q Clear Time (g_c+I1), s 5.4 9.9 8.8Green Ext Time (p_c), s 2.7 2.0 2.8Intersection SummaryHCM 7th Control Delay, s/veh 10.4HCM 7th LOS B HCM 7th TWSC30: Wallace Ave & Babcock St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 19IntersectionInt Delay, s/veh 3.9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 293 0 21 0 0 0 0 10 0 0 84 0Future Vol, veh/h 293 0 21 0 0 0 0 10 0 0 84 0Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 318 0 23 0 0 0 0 11 0 0 91 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 0 0 0 - 648 - - 660 - Stage 1 - - - - 648 - - 0 - Stage 2 - - - - 0 - - 660 -Critical Hdwy 4.1 - - - 6.5 - - 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - - 5.5 -Follow-up Hdwy 2.2 - - - 4 - - 4 -Pot Cap-1 Maneuver - - - 0 392 0 0 386 0 Stage 1 - - - 0 469 0 0 - 0 Stage 2 - - - 0 - 0 0 463 0Platoon blocked, % - -Mov Cap-1 Maneuver - - - - 392 - - 386 -Mov Cap-2 Maneuver - - - - 392 - - 386 - Stage 1 - - - - 469 - - - - Stage 2 - - - - - - - 463 -Approach EB NB SBHCM Control Delay, s/v 14.45 17.2HCM LOS B CMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 392 - - - 386HCM Lane V/C Ratio 0.028 - - - 0.237HCM Control Delay (s/veh) 14.5 - - - 17.2HCM Lane LOS B - - - CHCM 95th %tile Q(veh) 0.1 - - - 0.9 Queues31: Willson Ave & Mendenhall St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 20Lane Group WBT NBT SBTLane Group Flow (vph) 409 163 158v/c Ratio 0.21 0.59 0.44Control Delay (s/veh) 5.5 29.8 21.3Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 5.5 29.8 21.3Queue Length 50th (ft) 26 50 42Queue Length 95th (ft) 55 101 86Internal Link Dist (ft) 1213 298 233Turn Bay Length (ft)Base Capacity (vph) 1943 815 1033Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.21 0.20 0.15Intersection Summary HCM 7th Signalized Intersection Summary 31: Willson Ave & Mendenhall St04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 21Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 111 254 11 70 80 0 0 120 26Future Volume (veh/h) 0 0 0 111 254 11 70 80 0 0 120 26Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1654 1695 1750 1750 1750 0 0 1750 1750Adj Flow Rate, veh/h 121 276 12 76 87 0 0 130 28Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 7 4 0 0 0 0 0 0 0Cap, veh/h 610 1397 61 174 161 0 0 278 60Arrive On Green 0.62 0.62 0.62 0.20 0.20 0.00 0.00 0.20 0.20Sat Flow, veh/h 980 2244 98 402 808 0 0 1394 300Grp Volume(v), veh/h 203 0 206 163 0 0 0 0 158Grp Sat Flow(s),veh/h/ln 1646 0 1675 1210 0 0 0 0 1694Q Serve(g_s), s 3.0 0.0 3.0 3.2 0.0 0.0 0.0 0.0 4.6Cycle Q Clear(g_c), s 3.0 0.0 3.0 7.8 0.0 0.0 0.0 0.0 4.6Prop In Lane 0.60 0.06 0.47 0.00 0.00 0.18Lane Grp Cap(c), veh/h 1025 0 1043 335 0 0 0 0 338V/C Ratio(X) 0.20 0.00 0.20 0.49 0.00 0.00 0.00 0.00 0.47Avail Cap(c_a), veh/h 1025 0 1043 958 0 0 0 0 1055HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00Uniform Delay (d), s/veh 4.6 0.0 4.6 21.2 0.0 0.0 0.0 0.0 19.9Incr Delay (d2), s/veh 0.4 0.0 0.4 1.1 0.0 0.0 0.0 0.0 1.0Initial Q Delay(d3), s/veh 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 2.0 0.0 0.0 0.0 0.0 1.8Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 5.0 0.0 5.0 22.3 0.0 0.0 0.0 0.0 20.9LnGrp LOS A A C CApproach Vol, veh/h 409 163 158Approach Delay, s/veh 5.0 22.3 20.9Approach LOS A C CTimer - Assigned Phs 4 6 8Phs Duration (G+Y+Rc), s 16.2 40.0 16.2Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 35.0 35.0 35.0Max Q Clear Time (g_c+I1), s 6.6 5.0 9.8Green Ext Time (p_c), s 0.9 2.7 1.0Intersection SummaryHCM 7th Control Delay, s/veh 12.3HCM 7th LOS B HCM 7th TWSC36: Babcock St & Block B04/01/2024AM Peak Block B/Canopy 1:59 pm 04/01/2024 Future (2039) Synchro 12 ReportPage 23IntersectionInt Delay, s/veh 0.4Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 7 299 0 0 15 0Future Vol, veh/h 7 299 0 0 15 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 2 0 0 0 0Mvmt Flow 8 325 0 0 16 0Major/Minor Major1 Minor2Conflicting Flow All 0 0 178 - Stage 1 - - 0 - Stage 2 - - 178 -Critical Hdwy 4.1 - 6.8 -Critical Hdwy Stg 1 - - - -Critical Hdwy Stg 2 - - 5.8 -Follow-up Hdwy 2.2 - 3.5 -Pot Cap-1 Maneuver - - 801 0 Stage 1 - - - 0 Stage 2 - - 841 0Platoon blocked, % -Mov Cap-1 Maneuver - - 801 -Mov Cap-2 Maneuver - - 801 - Stage 1 - - - - Stage 2 - - 841 -Approach EB SBHCM Control Delay, s/v 9.59HCM LOS AMinor Lane/Major Mvmt EBL EBTSBLn1Capacity (veh/h) - - 801HCM Lane V/C Ratio - - 0.02HCM Control Delay (s/veh) - - 9.6HCM Lane LOS - - AHCM 95th %tile Q(veh) - - 0.1 HCM 7th TWSC5: Babcock St & Block B04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0.2Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 15 393 0 0 10 0Future Vol, veh/h 15 393 0 0 10 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - - - -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 0 2 0 0 0 0Mvmt Flow 16 427 0 0 11 0Major/Minor Major1 Minor2Conflicting Flow All 0 0 246 - Stage 1 - - 0 - Stage 2 - - 246 -Critical Hdwy 4.1 - 6.8 -Critical Hdwy Stg 1 - - - -Critical Hdwy Stg 2 - - 5.8 -Follow-up Hdwy 2.2 - 3.5 -Pot Cap-1 Maneuver - - 726 0 Stage 1 - - - 0 Stage 2 - - 778 0Platoon blocked, % -Mov Cap-1 Maneuver - - 726 -Mov Cap-2 Maneuver - - 726 - Stage 1 - - - - Stage 2 - - 778 -Approach EB SBHCM Control Delay, s/v 10.03HCM LOS BMinor Lane/Major Mvmt EBL EBTSBLn1Capacity (veh/h) - - 726HCM Lane V/C Ratio - - 0.015HCM Control Delay (s/veh) - - 10HCM Lane LOS - - BHCM 95th %tile Q(veh) - - 0 Queues9: N Rouse Ave & Peach St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 3Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 76 101 90 20 146 110 91 438 98 695v/c Ratio 0.21 0.25 0.15 0.06 0.55 0.22 0.32 0.58 0.21 0.93Control Delay (s/veh) 20.4 27.9 4.7 18.7 40.6 5.4 11.6 23.19.5 46.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 20.4 27.9 4.7 18.7 40.6 5.4 11.6 23.1 9.5 46.7Queue Length 50th (ft) 26 38 0 7 69 0 18 165 19 330Queue Length 95th (ft) 58 91 28 22 134 33 46 319 49 #674Internal Link Dist (ft) 277 1564 1829 460Turn Bay Length (ft) 85 80 75 80 30 30Base Capacity (vph) 507 660 841 514 660 742 548 753 666 741Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.15 0.11 0.04 0.22 0.15 0.17 0.58 0.15 0.94Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 9: N Rouse Ave & Peach St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 70 93 83 18 134 101 84 393 10 90 556 84Future Volume (veh/h) 70 93 83 18 134 101 84 393 10 90 556 84Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.96 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1695 1750 1750 1668 1750 1736 1750 1736 1750 1695 1736 1750Adj Flow Rate, veh/h 76 101 90 20 146 110 91 427 11 98 604 91Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 4 0 0 6 0 1 0 1 0 4 1 0Cap, veh/h 276 307 345 293 246 295 279 767 20 470 673 101Arrive On Green 0.06 0.18 0.18 0.02 0.14 0.14 0.06 0.46 0.460.06 0.46 0.46Sat Flow, veh/h 1615 1750 1438 1589 1750 1419 1667 1685 43 1615 1473 222Grp Volume(v), veh/h 76 101 90 20 146 110 91 0 438 98 0 695Grp Sat Flow(s),veh/h/ln 1615 1750 1438 1589 1750 1419 1667 0 1728 1615 0 1695Q Serve(g_s), s 2.5 3.2 3.2 0.7 5.0 4.2 1.8 0.0 11.8 2.0 0.0 24.0Cycle Q Clear(g_c), s 2.5 3.2 3.2 0.7 5.0 4.2 1.8 0.0 11.8 2.0 0.0 24.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.13Lane Grp Cap(c), veh/h 276 307 345 293 246 295 279 0 787 470 0775V/C Ratio(X) 0.28 0.33 0.26 0.07 0.59 0.37 0.33 0.00 0.56 0.21 0.00 0.90Avail Cap(c_a), veh/h 740 806 756 806 806 749 750 0 918 924 0 901HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 20.7 23.0 19.7 22.5 25.6 21.8 12.9 0.0 12.6 9.0 0.0 15.9Incr Delay (d2), s/veh 0.5 0.6 0.4 0.1 2.3 0.8 0.7 0.0 0.6 0.2 0.0 10.6Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 1.3 1.1 0.3 2.2 1.4 0.6 0.0 4.20.6 0.0 10.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 21.3 23.6 20.1 22.6 27.9 22.6 13.6 0.0 13.3 9.2 0.0 26.5LnGrp LOS C C C C C C B B A CApproach Vol, veh/h 267 276 529 793Approach Delay, s/veh 21.7 25.4 13.3 24.4Approach LOS C C B CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 7.1 35.1 4.5 16.9 7.0 35.3 6.7 14.6Change Period (Y+Rc), s 3.0 6.2 3.0 5.7 3.0 6.2 3.0 5.7Max Green Setting (Gmax), s 22.0 33.8 22.0 29.3 22.0 33.822.0 29.3Max Q Clear Time (g_c+I1), s 4.0 13.8 2.7 5.2 3.8 26.0 4.57.0Green Ext Time (p_c), s 0.2 2.8 0.0 0.8 0.2 3.1 0.1 1.2Intersection SummaryHCM 7th Control Delay, s/veh 21.0HCM 7th LOS C Queues12: N Rouse Ave & Mendenhall St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 5Lane Group WBT WBR NBL NBT SBL SBT SBRLane Group Flow (vph) 221 112 102 446 74 430 234v/c Ratio 0.52 0.28 0.16 0.39 0.11 0.37 0.24Control Delay (s/veh) 38.5 6.6 4.9 14.3 3.1 9.2 4.0Queue Delay 0.0 0.0 0.0 1.2 0.0 0.0 0.0Total Delay (s/veh) 38.5 6.6 4.9 15.6 3.1 9.2 4.0Queue Length 50th (ft) 58 0 21 205 7 100 18Queue Length 95th (ft) 90 35 m26 276 19 185 55Internal Link Dist (ft) 949 322 1829Turn Bay Length (ft) 90 90 70 65Base Capacity (vph) 986 482 702 1125 745 1138 944Starvation Cap Reductn 0 0 0 457 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.22 0.23 0.15 0.67 0.10 0.38 0.25Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 16 188 103 94 386 24 68 396 215Future Volume (veh/h) 0 0 0 16 188 103 94 386 24 68 396 215Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.84 1.00 0.96 0.99 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1750 1723 1736 1668 1736 1750 1750 1750 1723Adj Flow Rate, veh/h 17 204 112 102 420 26 74 430 234Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 2 1 6 1 0 0 0 2Cap, veh/h 39 469 259 557 1036 64 770 1115 907Arrive On Green 0.15 0.15 0.15 0.11 1.00 1.00 0.05 0.64 0.64Sat Flow, veh/h 257 3089 1234 1589 1613 100 1667 1750 1423Grp Volume(v), veh/h 113 108 112 102 0 446 74 430 234Grp Sat Flow(s),veh/h/ln 1710 1637 1234 1589 0 1713 1667 1750 1423Q Serve(g_s), s 5.1 5.1 6.8 1.8 0.0 0.0 1.2 10.0 6.1Cycle Q Clear(g_c), s 5.1 5.1 6.8 1.8 0.0 0.0 1.2 10.0 6.1Prop In Lane 0.15 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 259 248 259 557 0 1100 770 1115 907V/C Ratio(X) 0.44 0.43 0.43 0.18 0.00 0.41 0.10 0.39 0.26Avail Cap(c_a), veh/h 519 497 446 696 0 1100 924 1115 907HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.50 0.00 0.50 0.45 0.45 0.45Uniform Delay (d), s/veh 32.8 32.7 29.9 4.7 0.0 0.0 4.4 7.46.7Incr Delay (d2), s/veh 1.2 1.2 1.1 0.1 0.0 0.6 0.0 0.5 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 2.1 2.1 0.5 0.0 0.2 0.4 3.5 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 33.9 33.9 31.0 4.8 0.0 0.6 4.4 7.9 7.0LnGrp LOS C C C A A A A AApproach Vol, veh/h 333 548 738Approach Delay, s/veh 33.0 1.4 7.3Approach LOS C A ATimer - Assigned Phs 1 2 5 6 8Phs Duration (G+Y+Rc), s 7.1 59.8 7.6 59.4 18.1Change Period (Y+Rc), s 3.0 5.2 3.0 5.2 5.2Max Green Setting (Gmax), s 12.0 33.8 12.0 33.8 25.8Max Q Clear Time (g_c+I1), s 3.2 2.0 3.8 12.0 8.8Green Ext Time (p_c), s 0.1 3.3 0.1 3.8 1.6Intersection SummaryHCM 7th Control Delay, s/veh 10.5HCM 7th LOS B Queues17: Main St & N Broadway Ave04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 7Lane Group EBT WBT SBTLane Group Flow (vph) 866 1064 324v/c Ratio 0.71 0.57 0.85Control Delay (s/veh) 16.4 12.2 50.8Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 16.4 12.2 50.8Queue Length 50th (ft) 154 185 145Queue Length 95th (ft) 280 202 #329Internal Link Dist (ft) 590 713 1932Turn Bay Length (ft)Base Capacity (vph) 1282 1934 382Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.68 0.55 0.85Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 17: Main St & N Broadway Ave04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 93 704 0 0 764 215 0 0 0 245 1 52Future Volume (veh/h) 93 704 0 0 764 215 0 0 0 245 1 52Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1736 1750 1750 1750 1736 1750 1750Adj Flow Rate, veh/h 101 765 0 0 830 234 0 0 0 266 1 57Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 2 0 0 0 1 0 0 0 1 0 0Cap, veh/h 176 1369 0 0 1568 442 0 431 0 368 1 62Arrive On Green 1.00 1.00 0.00 0.00 0.61 0.61 0.00 0.00 0.000.25 0.25 0.25Sat Flow, veh/h 199 2305 0 0 2637 719 0 1750 0 1180 4 253Grp Volume(v), veh/h 382 484 0 0 541 523 0 0 0 324 0 0Grp Sat Flow(s),veh/h/ln 936 1489 0 0 1663 1606 0 1750 0 14380 0Q Serve(g_s), s 13.9 0.0 0.0 0.0 15.8 15.8 0.0 0.0 0.0 18.6 0.0 0.0Cycle Q Clear(g_c), s 29.7 0.0 0.0 0.0 15.8 15.8 0.0 0.0 0.018.6 0.0 0.0Prop In Lane 0.26 0.00 0.00 0.45 0.00 0.00 0.82 0.18Lane Grp Cap(c), veh/h 629 916 0 0 1022 987 0 431 0 431 0 0V/C Ratio(X) 0.61 0.53 0.00 0.00 0.53 0.53 0.00 0.00 0.00 0.75 0.00 0.00Avail Cap(c_a), veh/h 629 916 0 0 1022 987 0 455 0 451 0 0HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.92 0.92 0.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 2.4 0.0 0.0 0.0 9.3 9.3 0.0 0.0 0.031.2 0.0 0.0Incr Delay (d2), s/veh 4.0 2.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 6.7 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 0.5 0.0 0.0 5.7 5.6 0.0 0.0 0.07.1 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 6.3 2.0 0.0 0.0 11.3 11.4 0.0 0.0 0.0 37.8 0.0 0.0LnGrp LOS A A B B DApproach Vol, veh/h 866 1064 0 324Approach Delay, s/veh 3.9 11.3 0.0 37.8Approach LOS A B DTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 58.2 26.8 58.2 26.8Change Period (Y+Rc), s 5.9 5.9 5.9 5.9Max Green Setting (Gmax), s 51.1 22.1 51.1 22.1Max Q Clear Time (g_c+I1), s 31.7 20.6 17.8 0.0Green Ext Time (p_c), s 6.8 0.3 9.3 0.0Intersection SummaryHCM 7th Control Delay, s/veh 12.3HCM 7th LOS B Queues31: Church Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 9Lane Group EBT WBT NBT SBTLane Group Flow (vph) 625 794 186 52v/c Ratio 0.31 0.43 0.68 0.17Control Delay (s/veh) 11.1 13.8 42.7 23.7Queue Delay 0.0 0.0 0.0 0.0Total Delay (s/veh) 11.1 13.8 42.7 23.7Queue Length 50th (ft) 105 198 88 19Queue Length 95th (ft) 151 186 143 45Internal Link Dist (ft) 379 368 103 178Turn Bay Length (ft)Base Capacity (vph) 1970 1832 367 397Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.32 0.43 0.51 0.13Intersection Summary HCM 7th Signalized Intersection Summary 31: Church Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 10Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 28 511 37 75 626 29 67 76 28 11 27 10Future Volume (veh/h) 28 511 37 75 626 29 67 76 28 11 27 10Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.95 0.98 0.93 0.97 0.96 0.98 0.96Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1709 1750 1750 1750 1750 1750 1750 1750 1750 1750Adj Flow Rate, veh/h 30 555 40 82 680 32 73 83 30 12 29 11Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 2 3 0 0 0 0 0 0 0 0 0Cap, veh/h 115 1955 139 234 1827 85 146 139 43 92 185 60Arrive On Green 1.00 1.00 1.00 0.70 0.70 0.70 0.17 0.17 0.170.17 0.17 0.17Sat Flow, veh/h 99 2811 200 262 2627 122 499 797 249 229 1062 346Grp Volume(v), veh/h 321 0 304 386 0 408 186 0 0 52 0 0Grp Sat Flow(s),veh/h/ln 1590 0 1520 1451 0 1560 1546 0 0 1637 0 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 9.2 7.1 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 7.3 0.0 9.2 9.5 0.0 0.0 2.30.0 0.0Prop In Lane 0.09 0.13 0.21 0.08 0.39 0.16 0.23 0.21Lane Grp Cap(c), veh/h 1152 0 1057 1061 0 1085 328 0 0 337 0 0V/C Ratio(X) 0.28 0.00 0.29 0.36 0.00 0.38 0.57 0.00 0.00 0.15 0.00 0.00Avail Cap(c_a), veh/h 1152 0 1057 1061 0 1085 441 0 0 452 0 0HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.83 0.00 0.83 0.90 0.00 0.90 1.00 0.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 5.1 0.0 5.3 32.8 0.0 0.0 29.9 0.0 0.0Incr Delay (d2), s/veh 0.5 0.0 0.6 0.9 0.0 0.9 1.5 0.0 0.0 0.2 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.0 0.2 2.5 0.0 2.8 3.7 0.0 0.00.9 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 0.5 0.0 0.6 5.9 0.0 6.2 34.4 0.0 0.0 30.1 0.0 0.0LnGrp LOS A A A A C CApproach Vol, veh/h 625 794 186 52Approach Delay, s/veh 0.5 6.1 34.4 30.1Approach LOS A A C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 64.3 20.7 64.3 20.7Change Period (Y+Rc), s 5.2 5.9 5.2 5.9Max Green Setting (Gmax), s 52.8 21.1 52.8 21.1Max Q Clear Time (g_c+I1), s 2.0 4.3 11.2 11.5Green Ext Time (p_c), s 4.9 0.2 6.8 0.7Intersection SummaryHCM 7th Control Delay, s/veh 7.9HCM 7th LOS A Queues33: Wallace Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 11Lane Group EBT WBT NBT NBR SBTLane Group Flow (vph) 575 850 181 299 106v/c Ratio 0.31 0.44 0.61 0.59 0.45Control Delay (s/veh) 10.7 14.4 40.1 8.5 29.4Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 10.7 14.4 40.1 8.5 29.4Queue Length 50th (ft) 48 215 90 0 40Queue Length 95th (ft) 170 m192 140 59 80Internal Link Dist (ft) 368 590 290 192Turn Bay Length (ft)Base Capacity (vph) 1828 1934 402 583 311Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.31 0.44 0.45 0.51 0.34Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. HCM 7th Signalized Intersection Summary 33: Wallace Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 12Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 48 473 8 56 655 71 37 130 275 43 28 27Future Volume (veh/h) 48 473 8 56 655 71 37 130 275 43 28 27Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.97 0.99 0.96 0.99 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1723 1750 1750 1736 1750 1750 1750Adj Flow Rate, veh/h 52 514 9 61 712 77 40 141 299 47 30 29Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 2 0 0 0 2 0 0 1 0 0 0Cap, veh/h 184 1713 30 151 1667 180 110 337 332 140 86 62Arrive On Green 0.21 0.21 0.21 1.00 1.00 1.00 0.23 0.23 0.230.23 0.23 0.23Sat Flow, veh/h 210 2701 47 162 2628 284 247 1440 1417 337 366265Grp Volume(v), veh/h 278 0 297 434 0 416 181 0 299 106 0 0Grp Sat Flow(s),veh/h/ln 1400 0 1558 1541 0 1532 1688 0 1417967 0 0Q Serve(g_s), s 3.7 0.0 13.7 1.3 0.0 0.0 0.0 0.0 17.4 3.2 0.0 0.0Cycle Q Clear(g_c), s 12.3 0.0 13.7 15.0 0.0 0.0 7.5 0.0 17.4 10.7 0.0 0.0Prop In Lane 0.19 0.03 0.14 0.19 0.22 1.00 0.44 0.27Lane Grp Cap(c), veh/h 938 0 988 1026 0 971 447 0 332 287 0 0V/C Ratio(X) 0.30 0.00 0.30 0.42 0.00 0.43 0.41 0.00 0.90 0.37 0.00 0.00Avail Cap(c_a), veh/h 938 0 988 1026 0 971 470 0 352 305 0 0HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.96 0.00 0.96 0.79 0.00 0.79 1.00 0.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 16.9 0.0 17.7 0.0 0.0 0.0 27.8 0.031.6 28.8 0.0 0.0Incr Delay (d2), s/veh 0.8 0.0 0.8 1.0 0.0 1.1 0.6 0.0 24.5 0.8 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.4 0.0 5.8 0.3 0.0 0.3 3.2 0.0 8.12.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 17.7 0.0 18.5 1.1 0.0 1.1 28.4 0.0 56.1 29.6 0.0 0.0LnGrp LOS B B A A C E CApproach Vol, veh/h 575 850 480 106Approach Delay, s/veh 18.1 1.1 45.7 29.6Approach LOS B A D CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 59.2 25.8 59.2 25.8Change Period (Y+Rc), s 5.3 5.9 5.3 5.9Max Green Setting (Gmax), s 52.7 21.1 52.7 21.1Max Q Clear Time (g_c+I1), s 15.7 12.7 17.0 19.4Green Ext Time (p_c), s 4.5 0.3 7.1 0.4Intersection SummaryHCM 7th Control Delay, s/veh 18.1HCM 7th LOS B Queues39: S Rouse Ave/N Rouse Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 13Lane Group EBT WBT NBT SBL SBTLane Group Flow (vph) 545 744 341 170 277v/c Ratio 0.57 0.61 0.79 0.41 0.38Control Delay (s/veh) 18.2 20.8 42.2 8.8 5.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 18.2 20.8 42.2 8.8 5.8Queue Length 50th (ft) 140 212 166 46 75Queue Length 95th (ft) 193 263 240 10 4Internal Link Dist (ft) 765 379 278 322Turn Bay Length (ft) 110Base Capacity (vph) 947 1211 544 416 828Starvation Cap Reductn 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.58 0.61 0.63 0.41 0.33Intersection Summary HCM 7th Signalized Intersection Summary 39: S Rouse Ave/N Rouse Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 14Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 74 398 29 23 491 170 31 261 21 156 141 114Future Volume (veh/h) 74 398 29 23 491 170 31 261 21 156 141 114Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.97 0.90 0.99 0.90 0.93 0.89 0.99 0.94Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1709 1750 1750 1750 1736 1709 1723 1750 1750 1750 1750Adj Flow Rate, veh/h 80 433 32 25 534 185 34 284 23 170 153 124Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 3 0 0 0 1 3 2 0 0 0 0Cap, veh/h 212 1070 79 69 1071 361 70 342 26 381 334 270Arrive On Green 0.48 0.48 0.48 0.95 0.95 0.95 0.24 0.24 0.240.16 0.64 0.64Sat Flow, veh/h 330 2251 167 50 2251 760 98 1412 109 1667 865 701Grp Volume(v), veh/h 257 0 288 414 0 330 341 0 0 170 0 277Grp Sat Flow(s),veh/h/ln 1244 0 1503 1705 0 1356 1620 0 0 1667 0 1567Q Serve(g_s), s 5.4 0.0 10.6 0.0 0.0 2.0 9.3 0.0 0.0 6.2 0.0 7.6Cycle Q Clear(g_c), s 9.8 0.0 10.6 1.9 0.0 2.0 17.1 0.0 0.0 6.2 0.0 7.6Prop In Lane 0.31 0.11 0.06 0.56 0.10 0.07 1.00 0.45Lane Grp Cap(c), veh/h 647 0 715 856 0 645 439 0 0 381 0 604V/C Ratio(X) 0.40 0.00 0.40 0.48 0.00 0.51 0.78 0.00 0.00 0.45 0.00 0.46Avail Cap(c_a), veh/h 647 0 715 856 0 645 597 0 0 436 0 804HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.67 1.67 1.67Upstream Filter(I) 1.00 0.00 1.00 0.90 0.00 0.90 1.00 0.00 0.00 0.93 0.00 0.93Uniform Delay (d), s/veh 14.0 0.0 14.5 1.1 0.0 1.1 30.7 0.00.0 17.9 0.0 10.7Incr Delay (d2), s/veh 1.8 0.0 1.7 1.8 0.0 2.6 4.5 0.0 0.0 0.8 0.0 0.5Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.3 0.0 3.8 0.8 0.0 0.8 7.1 0.0 0.02.2 0.0 2.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 15.8 0.0 16.2 2.9 0.0 3.7 35.2 0.0 0.018.7 0.0 11.2LnGrp LOS B B A A D B BApproach Vol, veh/h 545 744 341 447Approach Delay, s/veh 16.0 3.3 35.2 14.0Approach LOS B A D BTimer - Assigned Phs 2 4 6 7 8Phs Duration (G+Y+Rc), s 45.8 39.2 45.8 12.2 27.0Change Period (Y+Rc), s 5.4 6.4 5.4 4.0 * 6.4Max Green Setting (Gmax), s 29.6 43.6 29.6 11.0 * 29Max Q Clear Time (g_c+I1), s 12.6 9.6 4.0 8.2 19.1Green Ext Time (p_c), s 3.6 2.0 5.7 0.1 1.6Intersection SummaryHCM 7th Control Delay, s/veh 14.2HCM 7th LOS BNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Queues41: Willson Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 15Lane Group EBT WBT NBL NBT SBTLane Group Flow (vph) 728 702 157 232 404v/c Ratio 0.47 0.48 0.83 0.43 0.79Control Delay (s/veh) 13.7 6.5 60.2 22.2 36.9Queue Delay 0.0 0.0 0.0 0.0 0.5Total Delay (s/veh) 13.7 6.5 60.2 22.2 37.5Queue Length 50th (ft) 111 34 77 88 190Queue Length 95th (ft) 197 66 #153 128 252Internal Link Dist (ft) 588 765 288 298Turn Bay Length (ft) 100Base Capacity (vph) 1539 1447 244 682 657Starvation Cap Reductn 0 0 0 0 61Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.47 0.49 0.64 0.34 0.68Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 7th Signalized Intersection Summary 41: Willson Ave & Main St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 16Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 30 535 104 60 558 28 144 165 49 24 293 55Future Volume (veh/h) 30 535 104 60 558 28 144 165 49 24 293 55Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 0.99 0.88 0.99 0.90 0.99 0.93 0.97 0.93Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1750 1723 1750 1750 1736 1750 1723 1750 1750 1695 1723 1750Adj Flow Rate, veh/h 33 582 113 65 607 30 157 179 53 26 318 60Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 0 2 0 0 1 0 2 0 0 4 2 0Cap, veh/h 87 1327 252 152 1362 69 275 417 123 63 436 79Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.53 0.33 0.33 0.330.33 0.33 0.33Sat Flow, veh/h 77 2486 471 190 2551 129 997 1274 377 56 1331 242Grp Volume(v), veh/h 391 0 337 344 0 358 157 0 232 404 0 0Grp Sat Flow(s),veh/h/ln 1629 0 1405 1331 0 1539 997 0 1651 1628 0 0Q Serve(g_s), s 0.0 0.0 12.5 3.0 0.0 12.0 5.8 0.0 9.4 5.9 0.0 0.0Cycle Q Clear(g_c), s 11.6 0.0 12.5 15.5 0.0 12.0 24.5 0.0 9.4 18.7 0.0 0.0Prop In Lane 0.08 0.34 0.19 0.08 1.00 0.23 0.06 0.15Lane Grp Cap(c), veh/h 916 0 750 761 0 822 275 0 540 578 0 0V/C Ratio(X) 0.43 0.00 0.45 0.45 0.00 0.44 0.57 0.00 0.43 0.70 0.00 0.00Avail Cap(c_a), veh/h 916 0 750 761 0 822 350 0 664 698 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.86 0.00 0.86 0.88 0.00 0.00Uniform Delay (d), s/veh 11.9 0.0 12.1 12.0 0.0 12.0 30.0 0.0 22.4 25.5 0.0 0.0Incr Delay (d2), s/veh 1.5 0.0 1.9 1.9 0.0 1.7 1.6 0.0 0.5 2.1 0.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.6 0.0 4.1 4.0 0.0 4.3 3.2 0.0 3.67.4 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 13.4 0.0 14.1 13.9 0.0 13.7 31.6 0.0 22.8 27.6 0.0 0.0LnGrp LOS B B B B C C CApproach Vol, veh/h 728 702 389 404Approach Delay, s/veh 13.7 13.8 26.4 27.6Approach LOS B B C CTimer - Assigned Phs 2 4 6 8Phs Duration (G+Y+Rc), s 33.6 51.4 33.6 51.4Change Period (Y+Rc), s 5.8 6.0 5.8 6.0Max Green Setting (Gmax), s 34.2 39.0 34.2 39.0Max Q Clear Time (g_c+I1), s 26.5 14.5 20.7 17.5Green Ext Time (p_c), s 1.3 5.5 2.3 5.1Intersection SummaryHCM 7th Control Delay, s/veh 18.5HCM 7th LOS B HCM 7th TWSC43: S Rouse Ave & Babcock St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 17IntersectionInt Delay, s/veh 37.8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 263 407 31 0 0 0 0 45 11 91 90 0Future Vol, veh/h 263 407 31 0 0 0 0 45 11 91 90 0Conflicting Peds, #/hr 3 0 4 4 0 3 12 0 14 14 0 12Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 1 0 0 0 0 0 0 0 0 0 0Mvmt Flow 286 442 34 0 0 0 0 49 12 99 98 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 3 0 0 - 1038 256 834 1055 - Stage 1 - - - - 1035 - 3 3 - Stage 2 - - - - 3 - 831 1052 -Critical Hdwy 4.14 - - - 6.5 6.9 7.5 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.5 -Follow-up Hdwy 2.22 - - - 4 3.3 3.5 4 -Pot Cap-1 Maneuver 1618 - - 0 233 749 264 228 0 Stage 1 - - - 0 312 - - - 0 Stage 2 - - - 0 - - 334 306 0Platoon blocked, % - -Mov Cap-1 Maneuver 1613 - - - 184 746 160 180 -Mov Cap-2 Maneuver - - - - 184 - 160 180 - Stage 1 - - - - 247 - - - - Stage 2 - - - - - - 210 242 -Approach EB NB SBHCM Control Delay, s/v 3.29 28.1 174.58HCM LOS D FMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 216 1229 - - 169HCM Lane V/C Ratio 0.282 0.177 - - 1.163HCM Control Delay (s/veh) 28.1 7.7 0.7 - 174.6HCM Lane LOS D A A - FHCM 95th %tile Q(veh) 1.1 0.6 - - 10.5 HCM 7th TWSC44: Church Ave & Babcock St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 18IntersectionInt Delay, s/veh 7.4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 71 361 59 0 0 0 0 90 49 16 121 0Future Vol, veh/h 71 361 59 0 0 0 0 90 49 16 121 0Conflicting Peds, #/hr 4 0 5 5 0 4 16 0 6 6 0 16Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 2 0 0 0 0 0 0 0 0 0 0Mvmt Flow 77 392 64 0 0 0 0 98 53 17 132 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 4 0 0 - 588 239 409 620 - Stage 1 - - - - 584 - 4 4 - Stage 2 - - - - 4 - 405 616 -Critical Hdwy 4.1 - - - 6.5 6.9 7.5 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - 6.5 5.5 -Follow-up Hdwy 2.2 - - - 4 3.3 3.5 4 -Pot Cap-1 Maneuver 1631 - - 0 424 768 531 407 0 Stage 1 - - - 0 501 - - - 0 Stage 2 - - - 0 - - 599 485 0Platoon blocked, % - -Mov Cap-1 Maneuver 1625 - - - 397 764 356 381 -Mov Cap-2 Maneuver - - - - 397 - 356 381 - Stage 1 - - - - 472 - - - - Stage 2 - - - - - - 417 456 -Approach EB NB SBHCM Control Delay, s/v 1.27 15.96 20.58HCM LOS C CMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 478 435 - - 378HCM Lane V/C Ratio 0.316 0.048 - - 0.394HCM Control Delay (s/veh) 16 7.3 0.3 - 20.6HCM Lane LOS C A A - CHCM 95th %tile Q(veh) 1.3 0.1 - - 1.8 Queues45: Willson Ave & Babcock St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 19Lane Group EBT NBT NBR SBL SBTLane Group Flow (vph) 559 335 267 48 400v/c Ratio 0.39 0.50 0.38 0.15 0.61Control Delay (s/veh) 9.2 13.6 3.3 10.3 15.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 9.2 13.6 3.3 10.3 15.8Queue Length 50th (ft) 38 63 0 8 80Queue Length 95th (ft) 91 118 31 24 146Internal Link Dist (ft) 156 391 288Turn Bay Length (ft) 145 100Base Capacity (vph) 2151 1195 1042 554 1172Starvation Cap Reductn 0 0 0 0 4Spillback Cap Reductn 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0Reduced v/c Ratio 0.26 0.28 0.26 0.09 0.34Intersection Summary HCM 7th Signalized Intersection Summary 45: Willson Ave & Babcock St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 20Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 35 372 108 0 0 0 0 308 246 44 368 0Future Volume (veh/h) 35 372 108 0 0 0 0 308 246 44 368 0Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1709 1723 1736 0 1750 1723 1723 17230Adj Flow Rate, veh/h 38 404 117 0 335 267 48 400 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 3 2 1 0 0 2 2 2 0Cap, veh/h 100 1058 303 0 660 532 345 650 0Arrive On Green 0.45 0.45 0.45 0.00 0.38 0.38 0.38 0.38 0.00Sat Flow, veh/h 224 2368 679 0 1750 1410 811 1723 0Grp Volume(v), veh/h 290 0 269 0 335 267 48 400 0Grp Sat Flow(s),veh/h/ln 1711 0 1559 0 1750 1410 811 1723 0Q Serve(g_s), s 5.1 0.0 5.2 0.0 6.7 6.6 2.2 8.5 0.0Cycle Q Clear(g_c), s 5.1 0.0 5.2 0.0 6.7 6.6 8.9 8.5 0.0Prop In Lane 0.13 0.44 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 764 0 696 0 660 532 345 650 0V/C Ratio(X) 0.38 0.00 0.39 0.00 0.51 0.50 0.14 0.62 0.00Avail Cap(c_a), veh/h 1169 0 1065 0 1195 963 593 1177 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh 8.4 0.0 8.4 0.0 10.9 10.9 14.3 11.5 0.0Incr Delay (d2), s/veh 0.3 0.0 0.4 0.0 0.6 0.7 0.2 1.0 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.6 0.0 1.5 0.0 2.3 1.8 0.4 2.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 8.7 0.0 8.7 0.0 11.5 11.6 14.5 12.4 0.0LnGrp LOS A A B B B BApproach Vol, veh/h 559 602 448Approach Delay, s/veh 8.7 11.5 12.6Approach LOS A B BTimer - Assigned Phs 2 4 8Phs Duration (G+Y+Rc), s 24.3 21.1 21.1Change Period (Y+Rc), s 4.0 4.0 4.0Max Green Setting (Gmax), s 31.0 31.0 31.0Max Q Clear Time (g_c+I1), s 7.2 10.9 8.7Green Ext Time (p_c), s 3.8 2.9 3.2Intersection SummaryHCM 7th Control Delay, s/veh 10.9HCM 7th LOS B HCM 7th TWSC47: Wallace Ave & Babcock St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 21IntersectionInt Delay, s/veh 6.4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 369 0 31 0 0 0 0 75 0 0 93 0Future Vol, veh/h 369 0 31 0 0 0 0 75 0 0 93 0Conflicting Peds, #/hr 0 0 0 0 0 0 20 0 0 0 0 20Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length 0 - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 1 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 401 0 34 0 0 0 0 82 0 0 101 0Major/Minor Major1 Minor1 Minor2Conflicting Flow All 0 0 0 - 819 - - 836 - Stage 1 - - - - 819 - - 0 - Stage 2 - - - - 0 - - 836 -Critical Hdwy 4.11 - - - 6.5 - - 6.5 -Critical Hdwy Stg 1 - - - - 5.5 - - - -Critical Hdwy Stg 2 - - - - - - - 5.5 -Follow-up Hdwy 2.209 - - - 4 - - 4 -Pot Cap-1 Maneuver - - - 0 312 0 0 305 0 Stage 1 - - - 0 392 0 0 - 0 Stage 2 - - - 0 - 0 0 385 0Platoon blocked, % - -Mov Cap-1 Maneuver - - - - 312 - - 305 -Mov Cap-2 Maneuver - - - - 312 - - 305 - Stage 1 - - - - 392 - - - - Stage 2 - - - - - - - 385 -Approach EB NB SBHCM Control Delay, s/v 20.54 22.5HCM LOS C CMinor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1Capacity (veh/h) 312 - - - 305HCM Lane V/C Ratio 0.261 - - - 0.331HCM Control Delay (s/veh) 20.5 - - - 22.5HCM Lane LOS C - - - CHCM 95th %tile Q(veh) 1 - - - 1.4 Queues48: Willson Ave & Mendenhall St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 22Lane Group WBT NBT SBTLane Group Flow (vph) 767 226 204v/c Ratio 0.41 0.72 0.47Control Delay (s/veh) 8.5 34.8 20.2Queue Delay 0.0 0.0 0.0Total Delay (s/veh) 8.5 34.8 20.2Queue Length 50th (ft) 70 75 55Queue Length 95th (ft) 138 141 106Internal Link Dist (ft) 1213 298 233Turn Bay Length (ft)Base Capacity (vph) 1830 724 981Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.42 0.31 0.21Intersection Summary HCM 7th Signalized Intersection Summary 48: Willson Ave & Mendenhall St04/01/2024PM Peak Block B/Canopy 9:40 am 04/01/2024 Future (2039) Synchro 12 ReportPage 23Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 214 456 35 94 114 0 0 146 41Future Volume (veh/h) 0 0 0 214 456 35 94 114 0 0 146 41Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 0.95 0.98 1.00 1.00 0.97Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1709 1723 1750 1750 1750 0 0 1736 1750Adj Flow Rate, veh/h 233 496 38 102 124 0 0 159 45Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 3 2 0 0 0 0 0 1 0Cap, veh/h 578 1231 94 193 201 0 0 349 99Arrive On Green 0.57 0.57 0.57 0.27 0.27 0.00 0.00 0.27 0.27Sat Flow, veh/h 1019 2170 166 401 741 0 0 1291 365Grp Volume(v), veh/h 382 0 385 226 0 0 0 0 204Grp Sat Flow(s),veh/h/ln 1672 0 1683 1143 0 0 0 0 1656Q Serve(g_s), s 7.9 0.0 7.9 6.1 0.0 0.0 0.0 0.0 6.3Cycle Q Clear(g_c), s 7.9 0.0 7.9 12.4 0.0 0.0 0.0 0.0 6.3Prop In Lane 0.61 0.10 0.45 0.00 0.00 0.22Lane Grp Cap(c), veh/h 949 0 955 394 0 0 0 0 448V/C Ratio(X) 0.40 0.00 0.40 0.57 0.00 0.00 0.00 0.00 0.46Avail Cap(c_a), veh/h 949 0 955 819 0 0 0 0 940HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00Uniform Delay (d), s/veh 7.5 0.0 7.5 21.4 0.0 0.0 0.0 0.0 18.7Incr Delay (d2), s/veh 1.3 0.0 1.3 1.3 0.0 0.0 0.0 0.0 0.7Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.7 0.0 2.7 3.0 0.0 0.0 0.0 0.0 2.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 8.8 0.0 8.7 22.7 0.0 0.0 0.0 0.0 19.4LnGrp LOS A A C BApproach Vol, veh/h 767 226 204Approach Delay, s/veh 8.8 22.7 19.4Approach LOS A C BTimer - Assigned Phs 4 6 8Phs Duration (G+Y+Rc), s 21.7 40.0 21.7Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 35.0 35.0 35.0Max Q Clear Time (g_c+I1), s 8.3 9.9 14.4Green Ext Time (p_c), s 1.3 5.5 1.4Intersection SummaryHCM 7th Control Delay, s/veh 13.2HCM 7th LOS B APPENDIX D TRAFFIC SIGNAL WARRANT WORKSHEETS Existing Volumes (2024) Future Volumes (2027) Future Volumes (2039) x x x x x x x x  x x x x x x x x x x x x x x x -- -- -- Yes  No x x Existing Volumes (2024) Future Volumes (2027) Future Volumes (2039) x x x x x x x x x x x x x x x x x x x x x x x x -- -- -- Yes No x x x Existing Volumes (2024) Future Volumes (2027) Future Volumes (2039) x x x x x x x x x x x x x x x x x x x x x x x x -- -- -- Yes No x x x Signals Warranted 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System Wallace Avenue & Babcock Street 1. Eight-Hour Vehicular Volume 7. Crash History 8. Roadway Network 9. Intersection Near a Grade Crossing 9. Intersection Near a Grade Crossing Signals Warranted TRAFFIC SIGNAL WARRANTS Wallace Avenue & Babcock Street Wallace Avenue & Babcock Street 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System 7. Crash History 8. Roadway Network 5. School Crossing 6. Coordinated Signal System 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 7. Crash History 9. Intersection Near a Grade Crossing Rouse Avenue & Babcock Street TRAFFIC SIGNAL WARRANTS Church Avenue & Babcock Street Church Avenue & Babcock Street Church Avenue & Babcock Street TRAFFIC SIGNAL WARRANTS 8. Roadway Network Rouse Avenue & Babcock Street Rouse Avenue & Babcock Street Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 0 1 8 0 8 1 1:00 1 2 7 0 7 2 2:00 1 1 3 0 3 1 3:00 0 0 3 0 3 0 4:00 0 2 4 0 4 2 5:00 1 3 34 0 34 3 6:00 4 10 74 0 74 10 7:00 13 27 253 0 253 27 8:00 41 68 399 0 399 68 9:00 21 57 327 0 327 57 10:00 20 59 312 0 312 59 11:00 18 73 379 0 379 73 12:00 23 70 443 0 443 70 13:00 23 91 444 0 444 91 14:00 24 78 366 0 366 78 15:00 21 99 453 0 453 99 16:00 29 107 491 0 491 107 17:00 39 113 540 0 540 113 18:00 12 84 329 0 329 84 19:00 11 44 214 0 214 44 20:00 10 46 143 1 144 46 21:00 5 44 131 0 131 44 22:00 4 24 84 1 85 24 23:00 1 17 60 0 60 17 TOTAL 322 1120 5501 2 5503 1120 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 0 2 9 0 9 2 1:00 1 3 8 0 8 3 2:00 1 2 3 0 3 2 3:00 0 0 3 0 3 0 4:00 0 3 4 0 4 3 5:00 1 5 37 0 37 5 6:00 4 15 80 0 80 15 7:00 14 41 273 0 273 41 8:00 45 103 430 0 430 103 9:00 23 86 352 0 352 86 10:00 22 89 336 0 336 89 11:00 20 111 409 0 409 111 12:00 25 106 478 0 478 106 13:00 25 138 479 0 479 138 14:00 26 118 395 0 395 118 15:00 23 150 488 0 488 150 16:00 32 162 529 0 529 162 17:00 43 171 582 0 582 171 18:00 13 127 355 0 355 127 19:00 12 67 231 0 231 67 20:00 11 70 154 1 155 70 21:00 5 67 141 0 141 67 22:00 4 36 91 1 92 36 23:00 1 26 65 0 65 26 TOTAL 351 1698 5932 2 5934 1698 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 3 No 0 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 0 2 10 0 10 2 1:00 1 3 9 0 9 3 2:00 1 2 4 0 4 2 3:00 0 0 4 0 4 0 4:00 0 3 5 0 5 3 5:00 1 5 44 0 44 5 6:00 5 17 95 0 95 17 7:00 17 46 325 0 325 46 8:00 54 117 512 0 512 117 9:00 28 98 420 0 420 98 10:00 26 102 400 0 400 102 11:00 24 126 486 0 486 126 12:00 30 121 568 0 568 121 13:00 30 157 570 0 570 157 14:00 32 134 470 0 470 134 15:00 28 170 581 0 581 170 16:00 38 184 630 0 630 184 17:00 52 195 693 0 693 195 18:00 16 145 422 0 422 145 19:00 15 76 275 0 275 76 20:00 13 79 183 1 184 79 21:00 7 76 168 0 168 76 22:00 5 41 108 1 109 41 23:00 1 29 77 0 77 29 TOTAL 424 1928 7059 2 7061 1928 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 2 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 6 No 0 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 0 1 8 0 8 1 1:00 1 2 7 0 7 2 2:00 1 1 3 0 3 1 3:00 0 0 3 0 3 0 4:00 0 2 4 0 4 2 5:00 1 3 34 0 34 3 6:00 4 10 74 0 74 10 7:00 13 27 253 0 253 27 8:00 41 68 399 0 399 68 9:00 21 57 327 0 327 57 10:00 20 59 312 0 312 59 11:00 18 73 379 0 379 73 12:00 23 70 443 0 443 70 13:00 23 91 444 0 444 91 14:00 24 78 366 0 366 78 15:00 21 99 453 0 453 99 16:00 29 107 491 0 491 107 17:00 39 113 540 0 540 113 18:00 12 84 329 0 329 84 19:00 11 44 214 0 214 44 20:00 10 46 143 1 144 46 21:00 5 44 131 0 131 44 22:00 4 24 84 1 85 24 23:00 1 17 60 0 60 17 TOTAL 322 1120 5501 2 5503 1120 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 0 2 9 0 9 2 1:00 1 3 8 0 8 3 2:00 1 2 3 0 3 2 3:00 0 0 3 0 3 0 4:00 0 3 4 0 4 3 5:00 1 5 37 0 37 5 6:00 4 15 80 0 80 15 7:00 14 41 273 0 273 41 8:00 45 103 430 0 430 103 9:00 23 86 352 0 352 86 10:00 22 89 336 0 336 89 11:00 20 111 409 0 409 111 12:00 25 106 478 0 478 106 13:00 25 138 479 0 479 138 14:00 26 118 395 0 395 118 15:00 23 150 488 0 488 150 16:00 32 162 529 0 529 162 17:00 43 171 582 0 582 171 18:00 13 127 355 0 355 127 19:00 12 67 231 0 231 67 20:00 11 70 154 1 155 70 21:00 5 67 141 0 141 67 22:00 4 36 91 1 92 36 23:00 1 26 65 0 65 26 TOTAL 351 1698 5932 2 5934 1698 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 0 2 10 0 10 2 1:00 1 3 9 0 9 3 2:00 1 2 4 0 4 2 3:00 0 0 4 0 4 0 4:00 0 3 5 0 5 3 5:00 1 5 44 0 44 5 6:00 5 17 95 0 95 17 7:00 17 46 325 0 325 46 8:00 54 117 512 0 512 117 9:00 28 98 420 0 420 98 10:00 26 102 400 0 400 102 11:00 24 126 486 0 486 126 12:00 30 121 568 0 568 121 13:00 30 157 570 0 570 157 14:00 32 134 470 0 470 134 15:00 28 170 581 0 581 170 16:00 38 184 630 0 630 184 17:00 52 195 693 0 693 195 18:00 16 145 422 0 422 145 19:00 15 76 275 0 275 76 20:00 13 79 183 1 184 79 21:00 7 76 168 0 168 76 22:00 5 41 108 1 109 41 23:00 1 29 77 0 77 29 TOTAL 424 1928 7059 2 7061 1928 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Existing (2024) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (1.15) High minor approach volume > 100 for peak hour?Yes (110) Total entering volume > 650 for peak hour?Yes (699) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 110 Total Entering Volume (vehs) 699 PM Peak Hour 4:45 -5:45 PM High Minor Total Stopped Time Delay (hrs) 1.15 Total Volume of Major Approaches (vehs) 547 Total Volume of Major Approaches (vehs) 403 High Minor Approach Volume (vehs) 59 Total Entering Volume (vehs) 501 AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.29 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2027) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (2.38) High minor approach volume > 100 for peak hour?Yes (158) Total entering volume > 650 for peak hour?Yes (794) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No 794 158 589 2.38 4:45 -5:45 PM High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 435 High Minor Approach Volume (vehs) 98 Total Volume of Major Approaches (vehs) 575 AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.59 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2039) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?Yes (8.78) High minor approach volume > 100 for peak hour?Yes (181) Total entering volume > 650 for peak hour?Yes (938) Category A warrant satisfied?Yes Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?Yes Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Total Stopped Time Delay (hrs) 0.95 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM PM Peak Hour 4:45 -5:45 PM Total Entering Volume (vehs) 938 High Minor Total Stopped Time Delay (hrs) 8.78 Total Volume of Major Approaches (vehs) 701 High Minor Approach Volume (vehs) 181 High Minor Approach Volume (vehs) 110 Total Entering Volume (vehs) 679 Total Volume of Major Approaches (vehs) 518 Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 8 0 1:00 7 3 2:00 3 0 3:00 3 0 4:00 4 0 5:00 34 0 6:00 74 1 7:00 253 2 8:00 399 4 9:00 327 16 10:00 312 3 11:00 379 10 12:00 443 15 13:00 444 23 14:00 366 12 15:00 453 8 16:00 491 11 17:00 540 33 18:00 329 11 19:00 214 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 144 2 representing the vehicles per hour on the major street and the corresponding 21:00 131 4 pedestrians per hour crossing the major street fall above the curve in 22:00 85 9 Figure 4C-5?No 23:00 60 13 TOTAL 5,503 192 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 9 0 1:00 8 3 2:00 3 0 3:00 3 0 4:00 4 0 5:00 37 0 6:00 80 1 7:00 273 2 8:00 430 4 9:00 352 16 10:00 336 3 11:00 409 10 12:00 478 15 13:00 479 23 14:00 395 12 15:00 488 8 16:00 529 11 17:00 582 33 18:00 355 11 19:00 231 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 155 2 representing the vehicles per hour on the major street and the corresponding 21:00 141 4 pedestrians per hour crossing the major street fall above the curve in 22:00 92 9 Figure 4C-5?No 23:00 65 13 TOTAL 5,934 192 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 10 0 1:00 9 3 2:00 4 0 3:00 4 0 4:00 5 0 5:00 44 0 6:00 95 1 7:00 325 2 8:00 512 4 9:00 420 16 10:00 400 3 11:00 486 10 12:00 568 15 13:00 570 23 14:00 470 12 15:00 581 8 16:00 630 11 17:00 693 33 18:00 422 11 19:00 275 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 184 2 representing the vehicles per hour on the major street and the corresponding 21:00 168 4 pedestrians per hour crossing the major street fall above the curve in 22:00 109 9 Figure 4C-5?No 23:00 77 13 TOTAL 7,061 192 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Rouse Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 3 4 10 0 10 4 1:00 1 1 1 0 1 1 2:00 1 1 2 0 2 1 3:00 3 0 2 0 2 3 4:00 4 0 3 0 3 4 5:00 12 2 20 0 20 12 6:00 16 15 43 0 43 16 7:00 73 40 140 0 140 73 8:00 91 65 243 0 243 91 9:00 88 52 203 0 203 88 10:00 59 39 204 1 205 59 11:00 71 60 223 0 223 71 12:00 96 69 257 0 257 96 13:00 81 59 274 0 274 81 14:00 68 60 223 0 223 68 15:00 111 66 296 0 296 111 16:00 100 92 295 0 295 100 17:00 111 96 347 0 347 111 18:00 85 59 196 0 196 85 19:00 45 43 118 0 118 45 20:00 36 30 91 0 91 36 21:00 26 34 80 0 80 34 22:00 12 12 60 0 60 12 23:00 4 11 28 0 28 11 TOTAL 1197 910 3359 1 3360 1213 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 3 4 12 0 12 4 1:00 1 1 1 0 1 1 2:00 1 1 2 0 2 1 3:00 3 0 2 0 2 3 4:00 4 0 4 0 4 4 5:00 12 2 24 0 24 12 6:00 17 16 52 0 52 17 7:00 75 44 170 0 170 75 8:00 94 71 296 0 296 94 9:00 91 57 247 0 247 91 10:00 61 43 248 1 249 61 11:00 73 66 272 0 272 73 12:00 99 76 313 0 313 99 13:00 84 65 334 0 334 84 14:00 70 66 272 0 272 70 15:00 115 73 360 0 360 115 16:00 103 101 359 0 359 103 17:00 115 106 422 0 422 115 18:00 88 65 239 0 239 88 19:00 47 47 144 0 144 47 20:00 37 33 111 0 111 37 21:00 27 37 97 0 97 37 22:00 12 13 73 0 73 13 23:00 4 12 34 0 34 12 TOTAL 1236 999 4088 1 4089 1256 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 4 5 14 0 14 5 1:00 1 1 1 0 1 1 2:00 1 1 3 0 3 1 3:00 4 0 3 0 3 4 4:00 5 0 4 0 4 5 5:00 15 3 28 0 28 15 6:00 20 20 61 0 61 20 7:00 90 52 199 0 199 90 8:00 112 85 346 0 346 112 9:00 108 68 289 0 289 108 10:00 73 51 290 1 291 73 11:00 87 79 317 0 317 87 12:00 118 90 366 0 366 118 13:00 100 77 390 0 390 100 14:00 84 79 317 0 317 84 15:00 137 86 421 0 421 137 16:00 123 121 420 0 420 123 17:00 137 126 494 0 494 137 18:00 105 77 279 0 279 105 19:00 55 56 168 0 168 56 20:00 44 39 130 0 130 44 21:00 32 45 114 0 114 45 22:00 15 16 85 0 85 16 23:00 5 14 40 0 40 14 TOTAL 1475 1191 4779 1 4780 1500 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 1 No 0 Warrant 1 Satisfied?No Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 3 4 10 0 10 4 1:00 1 1 1 0 1 1 2:00 1 1 2 0 2 1 3:00 3 0 2 0 2 3 4:00 4 0 3 0 3 4 5:00 12 2 20 0 20 12 6:00 16 15 43 0 43 16 7:00 73 40 140 0 140 73 8:00 91 65 243 0 243 91 9:00 88 52 203 0 203 88 10:00 59 39 204 1 205 59 11:00 71 60 223 0 223 71 12:00 96 69 257 0 257 96 13:00 81 59 274 0 274 81 14:00 68 60 223 0 223 68 15:00 111 66 296 0 296 111 16:00 100 92 295 0 295 100 17:00 111 96 347 0 347 111 18:00 85 59 196 0 196 85 19:00 45 43 118 0 118 45 20:00 36 30 91 0 91 36 21:00 26 34 80 0 80 34 22:00 12 12 60 0 60 12 23:00 4 11 28 0 28 11 TOTAL 1197 910 3359 1 3360 1213 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 3 4 12 0 12 4 1:00 1 1 1 0 1 1 2:00 1 1 2 0 2 1 3:00 3 0 2 0 2 3 4:00 4 0 4 0 4 4 5:00 12 2 24 0 24 12 6:00 17 16 52 0 52 17 7:00 75 44 170 0 170 75 8:00 94 71 296 0 296 94 9:00 91 57 247 0 247 91 10:00 61 43 248 1 249 61 11:00 73 66 272 0 272 73 12:00 99 76 313 0 313 99 13:00 84 65 334 0 334 84 14:00 70 66 272 0 272 70 15:00 115 73 360 0 360 115 16:00 103 101 359 0 359 103 17:00 115 106 422 0 422 115 18:00 88 65 239 0 239 88 19:00 47 47 144 0 144 47 20:00 37 33 111 0 111 37 21:00 27 37 97 0 97 37 22:00 12 13 73 0 73 13 23:00 4 12 34 0 34 12 TOTAL 1236 999 4088 1 4089 1256 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 4 5 14 0 14 5 1:00 1 1 1 0 1 1 2:00 1 1 3 0 3 1 3:00 4 0 3 0 3 4 4:00 5 0 4 0 4 5 5:00 15 3 28 0 28 15 6:00 20 20 61 0 61 20 7:00 90 52 199 0 199 90 8:00 112 85 346 0 346 112 9:00 108 68 289 0 289 108 10:00 73 51 290 1 291 73 11:00 87 79 317 0 317 87 12:00 118 90 366 0 366 118 13:00 100 77 390 0 390 100 14:00 84 79 317 0 317 84 15:00 137 86 421 0 421 137 16:00 123 121 420 0 420 123 17:00 137 126 494 0 494 137 18:00 105 77 279 0 279 105 19:00 55 56 168 0 168 56 20:00 44 39 130 0 130 44 21:00 32 45 114 0 114 45 22:00 15 16 85 0 85 16 23:00 5 14 40 0 40 14 TOTAL 1475 1191 4779 1 4780 1500 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Existing (2024) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.41) High minor approach volume > 100 for peak hour?Yes (110) Total entering volume > 650 for peak hour?No (599) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.29 Total Volume of Major Approaches (vehs) 248 High Minor Approach Volume (vehs) 94 Total Entering Volume (vehs) 399 High Minor Approach Volume (vehs) 110 Total Entering Volume (vehs) 599 PM Peak Hour 4:45 -5:45 PM High Minor Total Stopped Time Delay (hrs) 0.41 Total Volume of Major Approaches (vehs) 345 Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2027) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.45) High minor approach volume > 100 for peak hour?Yes (116) Total entering volume > 650 for peak hour?Yes (652) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.32 Total Volume of Major Approaches (vehs) 301 High Minor Approach Volume (vehs) 99 Total Volume of Major Approaches (vehs) 462 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 652 116 421 0.45 4:45 -5:45 PM Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2039) Category A:Peak Period: PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.62) High minor approach volume > 100 for peak hour?Yes (139) Total entering volume > 650 for peak hour?Yes (767) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 117 Total Entering Volume (vehs) 544 Total Volume of Major Approaches (vehs) 353 PM Peak Hour 4:45 -5:45 PM Total Entering Volume (vehs) 767 High Minor Total Stopped Time Delay (hrs) 0.62 Total Volume of Major Approaches (vehs) 491 High Minor Approach Volume (vehs) 139 High Minor Total Stopped Time Delay (hrs) 0.41 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 10 0 1:00 1 0 2:00 2 0 3:00 2 0 4:00 3 0 5:00 20 1 6:00 43 1 7:00 140 2 8:00 243 7 9:00 203 9 10:00 205 5 11:00 223 12 12:00 257 12 13:00 274 18 14:00 223 14 15:00 296 17 16:00 295 14 17:00 347 22 18:00 196 7 19:00 118 10 For each of any 4 hours of an average day, do the plotted points representing 20:00 91 8 representing the vehicles per hour on the major street and the corresponding 21:00 80 5 pedestrians per hour crossing the major street fall above the curve in 22:00 60 5 Figure 4C-5?No 23:00 28 2 TOTAL 3,360 171 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 12 0 1:00 1 0 2:00 2 0 3:00 2 0 4:00 4 0 5:00 24 1 6:00 52 1 7:00 170 2 8:00 296 7 9:00 247 9 10:00 249 5 11:00 272 12 12:00 313 12 13:00 334 18 14:00 272 14 15:00 360 17 16:00 359 14 17:00 422 22 18:00 239 7 19:00 144 10 For each of any 4 hours of an average day, do the plotted points representing 20:00 111 8 representing the vehicles per hour on the major street and the corresponding 21:00 97 5 pedestrians per hour crossing the major street fall above the curve in 22:00 73 5 Figure 4C-5?No 23:00 34 2 TOTAL 4,089 171 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 14 0 1:00 1 0 2:00 3 0 3:00 3 0 4:00 4 0 5:00 28 1 6:00 61 1 7:00 199 2 8:00 346 7 9:00 289 9 10:00 291 5 11:00 317 12 12:00 366 12 13:00 390 18 14:00 317 14 15:00 421 17 16:00 420 14 17:00 494 22 18:00 279 7 19:00 168 10 For each of any 4 hours of an average day, do the plotted points representing 20:00 130 8 representing the vehicles per hour on the major street and the corresponding 21:00 114 5 pedestrians per hour crossing the major street fall above the curve in 22:00 85 5 Figure 4C-5?No 23:00 40 2 TOTAL 4,780 171 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Church Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 1 3 12 0 12 3 1:00 1 0 1 0 1 1 2:00 0 0 2 0 2 0 3:00 0 1 2 0 2 1 4:00 0 0 4 0 4 0 5:00 2 0 24 0 24 2 6:00 0 3 47 0 47 3 7:00 11 34 149 0 149 34 8:00 11 64 217 0 217 64 9:00 24 33 195 0 195 33 10:00 12 39 183 0 183 39 11:00 37 53 186 0 186 53 12:00 56 61 226 0 226 61 13:00 44 50 222 0 222 50 14:00 37 39 192 0 192 39 15:00 45 52 273 0 273 52 16:00 44 70 257 0 257 70 17:00 63 69 299 0 299 69 18:00 38 41 155 0 155 41 19:00 26 19 89 0 89 26 20:00 18 22 71 0 71 22 21:00 8 15 55 0 55 15 22:00 9 8 33 0 33 9 23:00 3 4 18 0 18 4 TOTAL 490 680 2912 0 2912 691 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 1 3 14 0 14 3 1:00 1 0 1 0 1 1 2:00 0 0 2 0 2 0 3:00 0 1 2 0 2 1 4:00 0 0 5 0 5 0 5:00 2 0 27 0 27 2 6:00 0 3 54 0 54 3 7:00 11 35 170 0 170 35 8:00 11 67 248 0 248 67 9:00 25 34 223 0 223 34 10:00 13 41 209 0 209 41 11:00 39 55 213 0 213 55 12:00 58 64 258 0 258 64 13:00 46 52 254 0 254 52 14:00 39 41 220 0 220 41 15:00 47 54 312 0 312 54 16:00 46 73 294 0 294 73 17:00 66 72 342 0 342 72 18:00 40 43 177 0 177 43 19:00 27 20 102 0 102 27 20:00 19 23 81 0 81 23 21:00 8 16 63 0 63 16 22:00 9 8 38 0 38 9 23:00 3 4 21 0 21 4 TOTAL 511 709 3330 0 3330 720 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 1 4 16 0 16 4 1:00 1 0 1 0 1 1 2:00 0 0 3 0 3 0 3:00 0 1 3 0 3 1 4:00 0 0 5 0 5 0 5:00 3 0 32 0 32 3 6:00 0 4 63 0 63 4 7:00 14 43 201 0 201 43 8:00 14 80 292 0 292 80 9:00 30 41 263 0 263 41 10:00 15 49 247 0 247 49 11:00 46 67 251 0 251 67 12:00 70 77 304 0 304 77 13:00 55 63 299 0 299 63 14:00 46 49 259 0 259 49 15:00 56 65 368 0 368 65 16:00 55 88 346 0 346 88 17:00 79 87 403 0 403 87 18:00 48 51 209 0 209 51 19:00 33 24 120 0 120 33 20:00 23 28 96 0 96 28 21:00 10 19 74 0 74 19 22:00 11 10 44 0 44 11 23:00 4 5 24 0 24 5 TOTAL 614 855 3923 0 3923 869 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 1 3 12 0 12 3 1:00 1 0 1 0 1 1 2:00 0 0 2 0 2 0 3:00 0 1 2 0 2 1 4:00 0 0 4 0 4 0 5:00 2 0 24 0 24 2 6:00 0 3 47 0 47 3 7:00 11 34 149 0 149 34 8:00 11 64 217 0 217 64 9:00 24 33 195 0 195 33 10:00 12 39 183 0 183 39 11:00 37 53 186 0 186 53 12:00 56 61 226 0 226 61 13:00 44 50 222 0 222 50 14:00 37 39 192 0 192 39 15:00 45 52 273 0 273 52 16:00 44 70 257 0 257 70 17:00 63 69 299 0 299 69 18:00 38 41 155 0 155 41 19:00 26 19 89 0 89 26 20:00 18 22 71 0 71 22 21:00 8 15 55 0 55 15 22:00 9 8 33 0 33 9 23:00 3 4 18 0 18 4 TOTAL 490 680 2912 0 2912 691 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2027) Hour Begin NB SB EB WB 0:00 1 3 14 0 14 3 1:00 1 0 1 0 1 1 2:00 0 0 2 0 2 0 3:00 0 1 2 0 2 1 4:00 0 0 5 0 5 0 5:00 2 0 27 0 27 2 6:00 0 3 54 0 54 3 7:00 11 35 170 0 170 35 8:00 11 67 248 0 248 67 9:00 25 34 223 0 223 34 10:00 13 41 209 0 209 41 11:00 39 55 213 0 213 55 12:00 58 64 258 0 258 64 13:00 46 52 254 0 254 52 14:00 39 41 220 0 220 41 15:00 47 54 312 0 312 54 16:00 46 73 294 0 294 73 17:00 66 72 342 0 342 72 18:00 40 43 177 0 177 43 19:00 27 20 102 0 102 27 20:00 19 23 81 0 81 23 21:00 8 16 63 0 63 16 22:00 9 8 38 0 38 9 23:00 3 4 21 0 21 4 TOTAL 511 709 3330 0 3330 720 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 1 4 16 0 16 4 1:00 1 0 1 0 1 1 2:00 0 0 3 0 3 0 3:00 0 1 3 0 3 1 4:00 0 0 5 0 5 0 5:00 3 0 32 0 32 3 6:00 0 4 63 0 63 4 7:00 14 43 201 0 201 43 8:00 14 80 292 0 292 80 9:00 30 41 263 0 263 41 10:00 15 49 247 0 247 49 11:00 46 67 251 0 251 67 12:00 70 77 304 0 304 77 13:00 55 63 299 0 299 63 14:00 46 49 259 0 259 49 15:00 56 65 368 0 368 65 16:00 55 88 346 0 346 88 17:00 79 87 403 0 403 87 18:00 48 51 209 0 209 51 19:00 33 24 120 0 120 33 20:00 23 28 96 0 96 28 21:00 10 19 74 0 74 19 22:00 11 10 44 0 44 11 23:00 4 5 24 0 24 5 TOTAL 614 855 3923 0 3923 869 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.37) High minor approach volume > 150 for peak hour?No (74) Total entering volume > 650 for peak hour?No (434) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.25 Total Volume of Major Approaches (vehs) 230 High Minor Approach Volume (vehs) 67 Total Entering Volume (vehs) 305 High Minor Approach Volume (vehs) 74 Total Entering Volume (vehs) 434 PM Peak Hour 4:45 -5:45 PM High Minor Total Stopped Time Delay (hrs) 0.37 Total Volume of Major Approaches (vehs) 300 Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2027) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.38) High minor approach volume > 150 for peak hour?No (77) Total entering volume > 650 for peak hour?No (479) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.29 Total Volume of Major Approaches (vehs) 267 High Minor Approach Volume (vehs) 70 Total Volume of Major Approaches (vehs) 345 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 479 77 339 0.38 4:45 -5:45 PM Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2039) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.58) High minor approach volume > 150 for peak hour?No (93) Total entering volume > 650 for peak hour?No (568) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 84 Total Entering Volume (vehs) 408 Total Volume of Major Approaches (vehs) 314 PM Peak Hour 4:45 -5:45 PM Total Entering Volume (vehs) 568 High Minor Total Stopped Time Delay (hrs) 0.58 Total Volume of Major Approaches (vehs) 400 High Minor Approach Volume (vehs) 93 High Minor Total Stopped Time Delay (hrs) 0.40 Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 12 0 1:00 1 0 2:00 2 0 3:00 2 0 4:00 4 0 5:00 24 1 6:00 47 0 7:00 149 4 8:00 217 9 9:00 195 5 10:00 183 9 11:00 186 4 12:00 226 13 13:00 222 16 14:00 192 11 15:00 273 13 16:00 257 21 17:00 299 23 18:00 155 24 19:00 89 9 For each of any 4 hours of an average day, do the plotted points representing 20:00 71 13 representing the vehicles per hour on the major street and the corresponding 21:00 55 3 pedestrians per hour crossing the major street fall above the curve in 22:00 33 4 Figure 4C-5?No 23:00 18 2 TOTAL 2,912 184 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 14 0 1:00 1 0 2:00 2 0 3:00 2 0 4:00 5 0 5:00 27 1 6:00 54 0 7:00 170 4 8:00 248 9 9:00 223 5 10:00 209 9 11:00 213 4 12:00 258 13 13:00 254 16 14:00 220 11 15:00 312 13 16:00 294 21 17:00 342 23 18:00 177 24 19:00 102 9 For each of any 4 hours of an average day, do the plotted points representing 20:00 81 13 representing the vehicles per hour on the major street and the corresponding 21:00 63 3 pedestrians per hour crossing the major street fall above the curve in 22:00 38 4 Figure 4C-5?No 23:00 21 2 TOTAL 3,330 184 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 16 0 1:00 1 0 2:00 3 0 3:00 3 0 4:00 5 0 5:00 32 1 6:00 63 0 7:00 201 4 8:00 292 9 9:00 263 5 10:00 247 9 11:00 251 4 12:00 304 13 13:00 299 16 14:00 259 11 15:00 368 13 16:00 346 21 17:00 403 23 18:00 209 24 19:00 120 9 For each of any 4 hours of an average day, do the plotted points representing 20:00 96 13 representing the vehicles per hour on the major street and the corresponding 21:00 74 3 pedestrians per hour crossing the major street fall above the curve in 22:00 44 4 Figure 4C-5?No 23:00 24 2 TOTAL 3,923 184 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2027) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 2/22/2024 23564 Canopy/Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network APPENDIX E ALL-WAY STOP CONTROL WARRANT WORKSHEETS Sanderson Stewart 2/22/2024 23564 Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case: Existing (2024) Hour Begin NB SB EB WB 0:00 1 3 12 0 12 4 1:00 1 0 1 0 1 1 2:00 0 0 2 0 2 0 3:00 0 1 2 0 2 1 4:00 0 0 4 0 4 0 5:00 2 0 24 0 24 2 6:00 0 3 47 0 47 3 7:00 11 34 149 0 149 45 8:00 11 64 217 0 217 75 9:00 24 33 195 0 195 57 10:00 12 39 183 0 183 51 11:00 37 53 186 0 186 90 12:00 56 61 226 0 226 117 13:00 44 50 222 0 222 94 14:00 37 39 192 0 192 76 15:00 45 52 273 0 273 97 16:00 44 70 257 0 257 114 17:00 63 69 299 0 299 132 18:00 38 41 155 0 155 79 19:00 26 19 89 0 89 45 20:00 18 22 71 0 71 40 21:00 8 15 55 0 55 23 22:00 9 8 33 0 33 17 23:0034 180 187 TOTAL 490 680 2912 0 2912 1170B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (0 crashes) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed < 40mph): No (0 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?No (17.9 s/veh)DCombination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (0 crashes) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?No (0 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?No (17.9 s/veh) Multi-Way Stop Control Warrant Satisfied?No Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Minor Street Total (Both Aproaches) Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Sanderson Stewart 2/22/2024 23564 Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case:Future (2027) Hour Begin NB SB EB WB 0:00 1 3 14 0 14 4 1:00 1 0 1 0 1 1 2:00 0 0 2 0 2 0 3:00 0 1 2 0 2 1 4:00 0 0 5 0 5 0 5:00 2 0 27 0 27 2 6:00 0 3 54 0 54 3 7:00 11 35 170 0 170 46 8:00 11 67 248 0 248 78 9:00 25 34 223 0 223 59 10:00 13 41 209 0 209 54 11:00 39 55 213 0 213 94 12:00 58 64 258 0 258 122 13:00 46 52 254 0 254 98 14:00 39 41 220 0 220 80 15:00 47 54 312 0 312 101 16:00 46 73 294 0 294 119 17:00 66 72 342 0 342 138 18:00 40 43 177 0 177 83 19:00 27 20 102 0 102 47 20:00 19 23 81 0 81 42 21:00 8 16 63 0 63 24 22:00 9 8 38 0 38 17 23:0034 210 217 TOTAL 511 709 3330 0 3330 1220B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (0 crashes) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed<40mph): No (0 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?No (17.9 s/veh)DCombination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (0 crashes) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?No (1 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?No (17.9 s/veh) Multi-Way Stop Control Warrant Satisfied?No Project Description: Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Minor Street Total (Both Aproaches) Major Street Total (Both Approaches) Sanderson Stewart 2/22/2024 23564 Block B Development City of Bozeman 25 mph Babcock Street (2 lanes) Wallace Avenue (1 lane) Analysis Year/Case:Future (2039) Hour Begin NB SB EB WB 0:00 1 4 16 0 16 5 1:00 1 0 1 0 1 1 2:00 0 0 3 0 3 0 3:00 0 1 3 0 3 1 4:00 0 0 5 0 5 0 5:00 3 0 32 0 32 3 6:00 0 4 63 0 63 4 7:00 14 43 201 0 201 57 8:00 14 80 292 0 292 94 9:00 30 41 263 0 263 71 10:00 15 49 247 0 247 64 11:00 46 67 251 0 251 113 12:00 70 77 304 0 304 147 13:00 55 63 299 0 299 118 14:00 46 49 259 0 259 95 15:00 56 65 368 0 368 121 16:00 55 88 346 0 346 143 17:00 79 87 403 0 403 166 18:00 48 51 209 0 209 99 19:00 33 24 120 0 120 57 20:00 23 28 96 0 96 51 21:00 10 19 74 0 74 29 22:00 11 10 44 0 44 21 23:0045 240 249 TOTAL 614 855 3923 0 3923 1469B Condition B - 5 or more crashes in 12 months that are susceptible to correction No (0 crashes) C.1 & C.2 Condition C.1 & C.2 - Minimum Vehicular Volume (85th Percentile Speed<40mph): No (0 hrs) Minor Street Average Delay of at least 30 seconds per vehicle?No (22.5 s/veh)DCombination of Conditions B, C.1, & C.2 (80% Values): 4 or more crashes in 12 months No (0 crashes) Major Street Total > 240 and Minor Street Total > 160 for 8 hours?No (3 hrs) Minor Street Average Delay of at least 24 seconds per vehicle?No (22.5 s/veh) Multi-Way Stop Control Warrant Satisfied?No Project Description: Multi-Way Stop Application General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Minor Street Total (Both Aproaches) Major Street Total > 300 and Minor Street Total > 200 for 8 hours? Major Street Total (Both Approaches)