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3.39 Traffic Study
October 17, 2016 Daniel Pederson Project Manager Valley Medical Center 400 S 43rd Street Renton, WA 98055 Re: Valley Medical Center MOB Traffic Impact Analysis Dear Daniel, Walker is pleased to submit the enclosed traffic impact analysis for the proposed medical office building (MOB) at Valley Medical Center. The study has been prepared pursuant to City of Renton guidelines for traffic impact analysis and comments provided by the City to VMC on July 14, 2016. This report has been provided for forwarding by Valley Medical Center to the City of Renton. Sincerely, WALKER PARKING CONSULTANTS Jeff Weckstein Vladimir I. Ivanov, PE, SE Parking Consultant/Transportation Planner Managing Principal 2101 Fourth Avenue Suite 1210 Seattle, WA 98121 Tel: 206.745.9555 www.walkerparking.com TRAFFIC IMPACT ANALYSIS VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING RENTON, WA Prepared for: VALLEY MEDICAL CENTER OCTOBER 17, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 i TABLE OF CONTENTS EXECUTIVE SUMMARY ................................................................................................................................. iii INTRODUCTION ............................................................................................................................................. 2 OBJECTIVES ............................................................................................................................................. 3 METHODOLOGY ..................................................................................................................................... 3 Level of Service (LOS) Methodology .......................................................................................... 3 EXISTIN CONDITIONS .................................................................................................................................... 6 STUDY AREA ............................................................................................................................................ 6 BICYCLE AN DPEDESTRIAN FACILITIES ................................................................................................. 8 PUBLIC TRANSIT SERVICE ...................................................................................................................... 8 EXISTING TRAFFIC VOLUMES ................................................................................................................. 8 OBSERVATION OF EXISTING OPERATIONAL ISSUES .......................................................................... 12 EXISTING INTERSECTION LEVEL OF SERVICE ...................................................................................... 13 EXISTING CONDITIONS SIGNAL WARRANT ANALYSIS ..................................................................... 13 PROPOSED PROJECT ................................................................................................................................. 15 PROJECT TRIP GENERATION ............................................................................................................... 15 PROJECT TRIP DISTRIBUTION ................................................................................................................ 15 MODAL SPLIT ......................................................................................................................................... 22 PROJECT TRIP ASSIGNMENT ................................................................................................................ 22 CUMULATIVE PROJECTS TRAFFIC ....................................................................................................... 22 EXISTING PLUS PROJECT CONDITIONS .................................................................................................... 27 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ........................................................... 27 EXISTING PLUS PROJECT CONDITIONS SIGNAL WARRANT ANALYSIS ........................................... 31 PROJECT OPENING YEAR WITHOUT AND WITH PROJECT CONDITIONS ............................................ 32 PROJECT OPENING YEAR TRAFFIC VOLUMES .................................................................................. 32 PROJECT OPENING YEAR INTERSECTION LEVEL OF SERVICE ......................................................... 32 PROJECT OPENING YEAR SIGNAL WARRANT ANALYSIS ................................................................ 39 ALTERNATIVE GARAGE ACCESS PROJECT OPENING YEAR WITH PROJECT ...................................... 40 ALTERNATIVE GARAGE ACCESS OPENING YEAR INTERSECTION LEVEL OF SERVICE ................. 40 ALTERNATUVE GARAGE ACCESS SIGNAL WARRANT ANALYSIS ................................................... 41 RECOMMENDATIONS ................................................................................................................................ 42 RECOMMENDATIONS FOR TALBOT ROAD/VMC NORTH ACCES ROAD INTERSECTION ........... 43 RECOMMENDATION FOR TALBOT ROAD/S 43RD STREET INTERSECTION ....................................... 43 Appendix A: Traffic Counts Appendix B: HCM Analysis Sheets Appendix C: Signal Warrant Analysis Sheets VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 ii LIST OF TABLES AND FIGURES Table 1: Level of Service Definitions ......................................................................................................................... 4 Table 2: Existing A.M., Mid-Day and P.M. Peak Hour Intersection Level of Service ........................................ 13 Table 3: Existing Conditions Signal Warrant Analysis ............................................................................................ 14 Table 4: Proposed Project Trip Generation ........................................................................................................... 15 Table 5: Cumulative Projects ................................................................................................................................... 22 Table 6: Existing Plus Project A.M., Mid-Day, and P.M. Peak Hour Intersection Level of Service .................. 27 Table 7: Existing Plus Project Conditions Signal Warrant Analysis ....................................................................... 31 Table 8: Project Opening Year Without and With Project Intersection Level of Service ................................ 32 Table 9: Project Opening Year Signal Warrant Analysis ...................................................................................... 39 Table 10: Alternative Garage Access Intersection Level of Service ................................................................. 40 Table 11: Alternative Garage Access Project Opening Year Signal Warrant Analysis .................................. 41 Table 12: Project Opening Year With Project & City Recommended Improvements Intersection Level of Service ......................................................................................................................................................................... 42 Table 13: Talbot Road/S 43rd St Intersection: LOS with no Operational Constraints ....................................... 43 Figure 1: Project Location .......................................................................................................................................... 2 Figure 2: Study Intersection and Roadway Geometry .......................................................................................... 7 Figure 3A: Existing AM Peak Hour Traffic Volumes .................................................................................................. 9 Figure 3B: Existing Mid-Day Peak Hour Traffic Volumes ....................................................................................... 10 Figure 3C: Existing PM Peak Hour Traffic Volumes ................................................................................................ 11 Figure 4A: AM Peak Hour – Inbound Trip Distribution of Proposed Project Trips .............................................. 16 Figure 4B: AM Peak Hour – Outbound Trip Distribution of Proposed Project Trips ........................................... 17 Figure 4C: Mid-Day Peak Hour – Inbound Trip Distribution of Proposed Project Trips ..................................... 18 Figure 4D: Mid-Day Peak Hour – Outbound Trip Distribution of Proposed Project Trips ................................. 19 Figure 4E: PM Peak Hour – Inbound Trip Distribution of Proposed Project Trips ............................................... 20 Figure 4F: PM Peak Hour – Outbound Trip Distribution of Proposed Project Trips ............................................ 21 Figure 5A: AM Peak Hour Trip Assignment ............................................................................................................. 23 Figure 5B: Mid-Day Peak Hour Trip Assignment .................................................................................................... 24 Figure 5C: PM Peak Hour Trip Assignment ............................................................................................................. 25 Figure 6: Cumulative Project Locations ................................................................................................................. 26 Figure 7A: Existing Plus Project AM Peak Hour Traffic Volumes .......................................................... 28 Figure 7B: Existing Plus Project Mid-Day Peak Hour Traffic Volumes ................................................. 29 Figure 7C: Existing Plus Project PM Peak Hour Traffic Volumes .......................................................... 30 Figure 8A: Project Opening Year Without Project AM Peak Hour Traffic Volumes ........................ 33 Figure 8B: Project Opening Year Without Project Mid-Day Peak Hour Traffic Volumes ................ 34 Figure 8C: Project Opening Year Without Project PM Peak Hour Traffic Volumes ......................... 35 Figure 9A: Project Opening Year with Project AM Peak Hour Traffic Volumes ............................... 36 Figure 9B: Project Opening Year with Project Mid-Day Peak Hour Traffic Volumes ...................... 37 Figure 9C: Project Opening Year with Project PM Peak Hour Traffic Volumes ............................... 38 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 iii EXECUTIVE SUMMARY This report summarizes Walker Parking Consultants analysis of the traffic impacts associated with the construction and operation of the proposed 150,000 square foot Medical Office Building (MOB) addition to the Valley Medical Center campus in Renton, Washington. The proposed MOB would displace existing surface parking east of the Talbot Professional Center building. To accommodate displaced parking, increased parking demand due to growth in services at the campus, and parking associated with the new MOB, a new parking structure is planned north of the new MOB, next to the existing parking structure. This analysis summarizes the current traffic conditions in the immediate vicinity of the proposed project along Talbot Road and evaluates projected traffic conditions with construction of the new MOB and parking structure. The following five (5) intersections were studied as part of the level of service (LOS) analysis: • Davis Avenue (NS)/S 43rd Street (EW); • Talbot Road (NS)/VMC North Access Road-177th Street (EW); • Talbot Road (NS)/VMC Central Driveway (EW); • Talbot Road (NS)/VMC South Driveway (EW); and • Talbot Road (NS)/S 43rd Street (EW). EXISTING CONDITIONS The study intersections are currently operating at an acceptable LOS (LOS D or better) during the A.M., Mid-Day, and P.M. peak hours with the exception of the Talbot Road/VMC North Driveway-177th Street intersection during the A.M. and P.M. peak hours, and the Talbot Road/S 43rd Street intersection during the A.M. peak hour. Peak hour traffic signal warrants are not met at the Talbot Road/VMC North Access Road-177th Street intersection for existing conditions. Severe operational deficiencies were observed at the Talbot Road/S 43rd Street intersection during the AM peak hour, resulting in long westbound queues at the intersection taking several hours to clear. The source of the issue appeared to be related to the following downstream intersections on S 43rd Street and S 180th St • Lind Avenue-88th Ave S/S180th St • Valley Highway/S 180th Street • SR-167 Ramps/S 43rd Street intersection. EXISTING PLUS PROJECT CONDITIONS The minor street approaches at the Talbot Road/VMC North Dirveway-17th Street intersection are projected to operate at an unsatisfactory LOS (LOS F) for existing plus project conditions. The Talbot Road/S 43rd Street intersection is projected to continue to operate at LOS F during the PM peak hour for existing plus project conditions. The westbound approach at the Talbot Road/VMC Central Driveway is projected to operate at LOS F during the PM peak hour; however, westbound traffic volumes at the intersection during the PM peak hour are very low (3 vehicles during the peak hour). VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 iv Peak hour traffic signal warrants are met at the Talbot Road/VMC North Access Road-177th Street intersection for existing plus project conditions. PROJECT OPENING YEAR CONDITIONS The Talbot Road/S 43rd Street intersection is projected to operate at LOS F during the AM peak hour in 2019 without and with project conditions, but is projected to operate acceptably during the Mid-Day and PM peak hours. The minor street (eastbound and westbound) approaches at the Talbot Road/VMC North Driveway-177th Street intersection are projected to operate at LOS E/F for 2019 without project conditions, worsening to level of service F and breakdown conditions for 2019 with project conditions. The westbound approach at the Talbot Road/VMC Central driveway intersection, which serves 3 vehicles (1 vehicle every 20 minutes) during the PM peak hour is projected to operate at LOS F. The provision of employee only access to the upper levels of the new garage via a direct ramp through the HR lot, would provide benefits to on-site circulation, including circulation in the parking structure. However, provision of the additional access point would not change the need to signalize the Talbot Road/VMC North Driveway-177th Street intersection. RECOMMENDED IMPROVEMENTS The following potential improvements are recommended to improve traffic operations and circulation in the study area: Talbot Road/VMC North Access Road-177th Street: Signalization of this intersection is recommended. Signalization of this intersection will improve level of service at the intersection to LOS B and could also have the ancillary benefit of providing gaps in traffic for vehicles turning out of the VMC central and south driveways onto Talbot Road, as well as from the medical office building driveways on the east side of Talbot Road. Talbot Road/S 43rd Street: Walker observed that the Talbot Road/S 43rd Street intersection is not the limiting factor for existing conditions, and therefore capacity improvements at the intersection may lead to little or no improvement in the intersection’s operation, since the issue of queue spillback from the SR-167 Northbound Ramps, Valley Road and Lind Avenue intersections is limiting throughput along the corridor. Walker recommends that VMC and the City explore the installation an eastbound right-turn overlap phase at the Talbot Road/S 43rd Street intersection. While this recommendation will not alleviate the existing westbound issues during the AM peak period, it could potentially improve PM peak period operations in the eastbound direction without requiring right-of-way dedication. S 180th St-S 43rd St Corridor: Walker recommends the City of Renton, the City of Kent, and the Washington State Department of Transportation undertake a corridor study of S 180th St-S 43rd Street between Lind Avenue-88th Avenue and Talbot Road to determine appropriate actions to alleviate the severe westbound queuing observed during the AM peak period, and to a lesser extent, the eastbound queuing that is observed during the PM peak period. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 45 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 2 INTRODUCTION This report summarizes Walker Parking Consultants analysis of the traffic impacts associated with the construction and operation of the proposed 150,000 square foot Medical Office Building (MOB) addition to the Valley Medical Center campus in Renton, Washington. The proposed MOB would displace existing surface parking east of the Talbot Professional Center building. To accommodate displaced parking and parking associated with the new MOB, a new parking structure is planned north of the new MOB, next to the existing parking structure. Figure 1 shows the location of the proposed MOB and parking structure. Figure 1: Project Location Image Source: Google Earth Pro 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 3 This analysis summarizes the current traffic conditions in the immediate vicinity of the proposed project along Talbot Road and evaluates projected traffic conditions with construction of the new MOB and parking structure. OBJECTIVES The traffic impact analysis will address the following questions: • What are the existing traffic conditions? • What will be the traffic impact of the additional trips to be generated by the proposed MOB development? • What traffic improvements are recommended, if any, to mitigate traffic circulation concerns with the proposed project? • What traffic improvements could potentially address existing operational deficiencies along S 43rd Street and at the S 43rd Street/Talbot Road intersection? METHODOLOGY This traffic impact study follows an approach consistent with the standards of the traffic engineering profession and the City of Renton Traffic Impact Analysis Policy Guidelines for New Development (January 2016). The first phase of the study included field review of the study area, including roadway and intersection geometrics, documentation of pedestrian, bicycle and transit facilities, and collection of new traffic data at the study intersections, which was analyzed to determine existing operating conditions. The 2010 Highway Capacity Manual (HCM) methodology was used to analyze this data to describe the operational characteristics of the study intersections. The analysis then involved projected trip generation for the planned project. Industry standard Institute of Traffic Engineers (ITE) trip generation rates were utilized to determine the potential trip generation of the proposed MOB. Next, the study determined the distribution of project trips into and out of the site and on adjacent streets based primarily on the location of anticipated access. Travel patterns observed at the VMC’s existing access points were also reviewed to aid in determining trip distribution. After that, project trips were assigned to the street network to evaluate the resulting traffic operations and LOS with the proposed project. Per City comments, dated July 14, 2016, traffic signal warrants were evaluated as appropriate and specific improvements at the S 43rd Street/Talbot Road intersection have been analyzed. LEVEL OF SERVICE (LOS) METHODOLOGY Level of Services (LOS) is commonly utilized to describe the quality of flow on roadways and at intersection using a range of LOS from LOS A to LOS F. The City of Renton traffic impact analysis guidelines state that level of service (LOS) analysis may include any of the commonly accepted methods but do not explicitly require a certain methodology be utilized. This report utilizes the Highway Capacity Manual (HCM) 2010 analysis methodology for accessing the VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 4 level of service at signalized and unsignalized intersections. The HCM methodology has been chosen as it focuses more on the operational characteristics of an intersection as opposed to the strictly volume-to-capacity based Intersection Capacity Utilization (ICU) methodology. Typically, HCM analysis is more conservative than ICU analysis as the resulting LOS results are typically lower (worse) compared to ICU analysis. Level of service at signalized intersections is based on the average stopped delay per vehicle for all movements at the intersection, while LOS at unsignzalized intersections is based on the average stopped delay per vehicle for the worst performing stop-controlled minor street movement or major street left-turn movement. Table 1 summarizes the general characteristics of traffic flow and accompanying delay ranges at intersections. Table 1: Level of Service Definitions A Very favorable progression; most vehicles arrive during green signal and do not stop. Short cycle lengths. Average Delay <10 seconds/vehicle Little or no delay. Delay <10 seconds/vehicle B Good progression, short cycle lengths. More vehicles stop than for LOS A. Average Delay 10.01-20.00 seconds/vehicle Short traffic delays. Delay 10.01-15.00 seconds/vehicle C Fair progression; longer cycle lengths. Individual cycle failures may begin to appear. The number of vehicles stop is significant, though many vehicles still pass through without stopping. Average Delay 20.01-35.00 seconds/vehicle Average traffic delays. Delay 15.01-25.00 seconds/vehicle D Progression less favorable, longer cycle lengths and high flow/capacity ratio. The proportion of vehicles that pass through without stopping diminishes. Individual cycle failures are obvious. Average Delay 35.01-55.00 seconds/vehicle Multiple vehicles in queue. Drivers feel restricted. Delay 25.01-35.00 seconds/vehicle E Severe congestion with some long standing queues on critical approaches. Poor progression, long cycle lengths and high flow/capacity ratio. Individual cycle failures are frequent. Average Delay 50.01-80.00 seconds/vehicle Delays approaching intolerable levels and demand approaching the probably maximum number of vehicles that can be accommodated by the moment. Delay 35.01- 50.00 seconds/vehicle F Very poor progression, long cycle lengths and many individual cycle failures. Arrival flow rates exceed capacity of the intersection. Average Delay >80 seconds/vehicle Very constrained flow representing an intersection failure situation caused by geometric and/or operational constraints. Delay >50 seconds/vehicle Level Of Service Signalized Intersection Unsignalized Intersection Source: 2010 Highway Capacity Manual, Transportation Research Board VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 5 The City of Renton traffic impact analysis guidelines do not specify a LOS target. This analysis utilizes LOS D as the target for acceptable intersection operation, which is the most commonly seen LOS target in other jurisdictions. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 6 EXISTING CONDITIONS STUDY AREA This study analyzes traffic operations at the following five intersections in the immediate vicinity of the proposed project: • Davis Avenue (NS)/S 43rd Street (EW); • Talbot Road (NS)/VMC North Access Road-177th Street (EW); • Talbot Road (NS)/VMC Central Driveway (EW); • Talbot Road (NS)/VMC South Driveway (EW); and • Talbot Road (NS)/S 43rd Street (EW). The locations of the study intersections, as well as the existing roadway network and intersection geometry are shown on Figure 2. The characteristics of the roadway system in the vicinity of the proposed project site are described below. S 43rd Street in the vicinity of VMC is an east-west, four-lane divided roadway. The posted speed limit on S 43rd Street is 35 miles per hour. East of Talbot Road, S 43rd Street changes name to S Carr Road. East of Talbot Road, S Carr Road is a four-lane roadway with a painted median between. Between Talbot Road and the SR-167 northbound on/off ramps, S 43rd Street is a seven-lane roadway with a raised median, and between the SR-167 northbound Ramps and Valley Road, S 43rd Street is a four-lane roadway with a painted median. On Street parking is not permitted on S 43rd Street. The Average Daily Traffic (ADT) on S 43rd Street at the SR-167 interchange is 45,000 vehicles (WSDOT, 2015 www.wsddot.wa.gov). Talbot Road in the vicinity of the proposed project is a north-south, two-lane roadway with a continuous left-turn lane and a posted speed limit of 35 miles per hour. On-street parking is generally prohibited on Talbot Road with the exception of a small area where it is permitted on the west side of the roadway, just north of the VMC campus. Walker collected ADT counts on Talbot Road adjacent to VMC on Tuesday September 13, 2016. The observed ADT on Talbot Road was 12,149 vehicles. Davis Avenue is a north-south, two-lane undivided roadway with a posted speed limit of 25 miles per hour. On-street parking is permitted on Davis Avenue south of S 43rd Street. VMC Access Driveways on Talbot Road VMC has three driveways on Talbot Road. The northernmost driveway is slightly off set from 177th Street on the east of Talbot Road but function as two-way stop-controlled intersection with Talbot Road being uncontrolled. The northern driveway provides access to the main employee parking structure on the northern edge of the campus. The central driveway provides access to surface parking areas near the Talbot Medical building, and the southernmost driveway provides access to the emergency department drop off. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 7 Figure 2: Study Intersections and Roadway Geometry Source: Image: Google Earth Pro, Graphics: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 8 BICYCLE AND PEDESTRIAN FACILITIES There are no on-street bicycle facilities in the study area. Sidewalks and curb ramps at intersections are generally present. PUBLIC TRANSIT SERVICE The City of Renton is served by King County Transit. There are two King County bus routes serving VMC, Route169 and Route 906. Route 169 runs between the Renton Transit Center and the City of Kent, with headways of approximately 30 minutes on weekdays and weekends. Route 169 operates from approximately 4:30 AM to 11:30 PM on weekdays, and from 7:00 AM to 11:00 PM on weekends. Route 169 runs along Carr Road and Talbot Road in the study area, with a stop adjacent to VMC at VMC/s southern driveway on Talbot Road. Dart Route 906 runs between Fairwood and Southcenter, with headways of approximately 60 minutes on weekdays and Saturdays, with no service on Sundays. Route 906 operates from approximately 7:00 AM to 6:00 PM on weekdays, and from 8:00 AM to 6:00 PM on Saturdays. Route 906 runs along Carr Road/S 43rd Street in the study area, with a stop adjacent to VMC on S 43rd Street on the farside of the Talbot Road/S 43rd Street intersection. EXISTING TRAFFIC VOLUMES To determine the existing operations of the study intersections, peak period traffic counts were collected on Tuesday September 13, 2016 between 7:00 A.M., between 11:00 A.M. and 1:00 P.M., and 9:00 A.M. and between 4:00 P.M. and 6:00 P.M. in 15-minute increments. The peak hour traffic volumes utilized in this analysis are from the highest hour within the peak period counted for the A.M., mid-day, and P.M. peak hour. Appendix A contains the collected traffic count data. Figures 3A-3C show existing A.M., mid-day, and P.M. peak hour traffic volumes at the study intersections. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 9 Figure 3a: Existing AM Peak Hour Traffic Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 10 Figure 3b: Existing Mid-day Peak Hour Traffic Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 11 Figure 3c: Existing PM Peak Hour Traffic Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 12 OBSERVATION OF EXISTING OPERATIONAL ISSUES Walker staff visited the study area on Wednesday August 31, 2016 and Thursday September 1, 2016 to observe the existing operational characteristics of the study intersections, and in particular the signalized Talbot Road/S 43rd Street intersection during the A.M., Mid-day and P.M. peak hours in response to the City’s concerns related to existing operational issues at the Talbot Road/S 43rd Street intersection. During the mid-day peak hour, traffic operation at the Talbot Road/S 43rd Street intersection, and in the study area as a whole, appeared to function acceptably. During the P.M. peak hour, traffic operation at the Talbot Road/S 43rd Street intersection, and in the study area as a whole, appeared to function acceptably; however, the P.M. peak hour is characterized by heavy eastbound traffic flows, the eastbound queue at the Talbot Road/S 43rd Street intersection typically extended almost to the SR-167 Northbound Ramps/S 43rd Street intersection. However, the vehicles in the queue generally made it through the Talbot Road/S 43rd Street intersection in one cycle. Based on Walker’s observations, it is the Valley Road/S 43rd Street intersection and/or the SR-167 Northbound Ramps/S 43rd Street intersection that limit traffic flow in the eastbound direction during the PM peak hour. The A.M. peak hour is characterized by heavy westbound traffic flows, experienced the worst operational deficiencies of the three peak hours. At the Talbot Road/S 43rd Street intersection, the queue for the westbound through movement reached approximately one-mile in length, and persisted throughout the peak hour, the peak period and beyond. The northbound and southbound approaches on Talbot Road generally made it through the signal in one cycle, except during the peak 15-minutes of activity, when the southbound queue stretched back beyond VMC’s frontage on Talbot Road and the northbound queue stretched back beyond S 45th Place. Because of the gridlock in the overall system during the A.M. peak hour, recorded westbound traffic volumes were lower in the A.M. peak hour than during the other observation periods as the traffic flow broke down. The timing of the traffic signal at the SR-167 Northbound Ramps is such that the Talbot Road traffic turning left/right onto westbound S 43rd Street is often unimpeded, while the westbound S 43rd Street traffic is often blocked from proceeding for a majority of its green time due to the westbound queues at the SR-167 Northbound Ramps. Walker observed that the Talbot Road/S 43rd Street intersection is not the limiting factor for existing conditions, and therefore capacity improvements at the intersection may lead to little or no improvement in the intersection’s operation, since the issue of queue spillback from the SR-167 Northbound Ramps, Valley Road and Lind Avenue intersections is limiting throughput along the corridor. Walker staff observed a lack of coordination and potential sub-optimal timing/actuation at the Lind Avenue-88th Ave S/S180th Street intersection during the A.M. peak hour that was affecting the westbound throughput along the corridor. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 13 EXISTING INTERSECTION LEVEL OF SERVICE The existing A.M., Mid-Day and P.M. peak hour level of service, based on the collected traffic counts and the existing roadway/intersection geometry in Figure 2, is shown in Table 2. Detailed 2010 HCM analysis sheets are provided in Appendix B. Table 2: Existing A.M., Mid-Day and P.M. Peak Hour Intersection Level of Service AM Peak Hour Mid-Day Peak Hour PM Peak HourDelay - LOS Delay - LOS Delay - LOSDavis Ave/S 43rd St NB Right-Turn SB Right-Turn NB-SB Stop 10.7 - B 9.2 - A 11.1 - B 9.3 - A 13.5 - B 9.2 - ATalbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 30.1 - D 53.7 - F 9.3 - A 7.6 - A 17.8 - C 15.8 - C 8.1 - A 7.6 - A 49.3 - E 18.2 - C 8.1 - A 8.0 - ATalbot Rd/VMC Central Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 11.8 - B 10.1 - B 8.4 - A 8.0 - A 13.4 - B 14.6 - B 8.4 - A 7.8 - A 15.6 - C 25.7 - D 8.8 - A 8.0 - ATalbot Rd/VMC South Drwy EB Approach WB Approach NB Left-Turn EB-WB Stop 11.9 - B 14.9 - B 8.5 - A 15.8 - C 15.5 - C 9.3 - A 12.8 - B 18.0 - C 8.8- A Talbot Rd/S 43rd St Signal 105.1 - F 33.7 - C 41.6 - D Intersection Control Source: Walker Parking Consultants As shown in Table 2, the study intersections are currently operating at an acceptable LOS (LOS D or better) during the A.M., Mid-Day, and P.M. peak hours with the exception of the Talbot Road/VMC North Driveway-177th Street intersection during the A.M. and P.M. peak hours, and the Talbot Road/S 43rd Street intersection during the A.M. peak hour. EXISTING CONDITIONS SIGNAL WARRANT ANALYSIS Traffic signal warrants for existing conditions have been prepared based on existing peak hour intersection volumes at The Talbot Road/VMC North Driveway-177th Street intersection. Table 3 summarizes the results of the signal warrant analysis. Detailed warrant analysis sheets are contained in Appendix C. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 14 Table 3: Existing Conditions Signal Warrant Analysis Intersection Signal Warrants Met? AM Peak Hour Mid-Day Peak Hour PM Peak Hour Talbot Rd/VMC North Drwy-177th St No No No Source: Walker Parking Consultants Signal warrants are not met at the Talbot Road/VMC North Access Road Driveway-177th Street intersection for existing conditions based on peak hour warrant analysis. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 15 PROPOSED PROJECT The proposed project consists of a 150,000 square foot medical office building on an existing surface parking lot, and construction of a new 1,250+ space parking structure to support the MOB as well as existing parking displaced by construction of the proposed MOB and parking structure. PROJECT TRIP GENERATION Trip generation represents the amount of traffic, both inbound and outbound, produced by a development. Determining trip generation for a proposed project is based on projecting the amount of traffic that the specific land uses being proposed will produce. Industry standard Institute of Transportation Engineers (ITE) 9th Edition trip generation rates were used to determine trip generation of the proposed project. Table 4 shows the ITE 9th Edition trip generation rates used to calculate projected trip generation of the proposed project, and the proposed MOB’s projected trip generation based on those rates. For the Mid-Day peak hour, the ITE rates for the peak hour of generator were utilized, which is a worst case scenario. Table 4: Proposed Project Trip Generation In Out Total In Out Total In Out Total Medical Office (720)TSF 36.13 1.89 0.50 2.39 1.67 2.60 4.27 1.00 2.57 3.57 In Out Total In Out Total In Out Total Medical Office 150.0 TSF 5420 284 75 359 251 390 641 150 386 536 Note: TSF = Thousand Square Feet Land Use Unit ADT AM Peak Hour Mid-Day Peak Hour PM Peak Hour ADT AM Peak Hour Mid-Day Peak Hour PM Peak Hour Proposed Project Trip Generation Rates Proposed Project Trip Generation Land Use/ITE Code Unit Source: Walker Parking Consultants As shown in Table 4, the proposed MOB project is forecast to generate approximately 359 AM peak hour trips, 641, Mid-Day peak hour trips, 536 PM peak hour trips and 5,420 daily trips. PROJECT TRIP DISTRIBUTION Projecting trip distribution involves the process of identifying probable destinations and traffic routes that will be utilized by the proposed project’s traffic. The potential interaction between the proposed land use and surrounding regional access routes are considered to identify the probable routes onto which project traffic would distribute. The projected trip distribution for the proposed project is based on anticipated travel patterns to and from the project site as well as existing travel patterns to and from VMC based on the collected traffic data. Figures 4A-F shows the projected trip distribution of proposed project trips. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 16 Figure 4a: AM Peak Hour – Inbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 17 Figure 4b: AM Peak Hour Outbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 18 Figure 4c: Mid-Day Peak Hour – Inbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 19 Figure 4d: Mid-Day Peak Hour – Outbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 20 Figure 4e: PM Peak Hour – Inbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 21 Figure 4f: PM Peak Hour – Outbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 22 MODAL SPLIT While two King County Metro bus routes directly serve VMC, the trip-reducing effects of potential transit, walking and bicycle trips have not been considered in this analysis to present a conservative analysis. PROJECT TRIP ASSIGNMENT Figures 5A-C show the corresponding projected trip assignment of project trips based on the trip distribution in Figures 4A-F. CUMULATIVE PROJECTS TRAFFIC In addition to an ambient growth factor, near-term traffic volumes include other reasonably foreseeable development projects which are either approved or are currently being processed in the study area as part of the project opening year analysis scenarios. A list of cumulative projects within a three mile radius of the proposed project site was developed for this analysis based on obtainment of current development status reports on the City of Renton website. Figure 6 shows the location of nearby cumulative developments. A summary of the cumulative projects land uses is shown in Table 5. Table 5: Cumulative Projects # Project Name/Description Land Use Quantity 1 Sonic Restaurant Fast Food Restaurant 2.668 TSF 2 Avana Ridge PUD Multi-Family Residential 74 DU 3 Grant Place Townhomes Multi-Family Residential 36 DU 4 Reserve at Tiffany Park Single-Family Detached 97 DU 5 Vuecrest Estates Single-Family Detached 20 DU 6 Renton Commons Multi-Family Residential 48 DU 7 Starbucks at Airport Plaza Coffee Shop 2.0 TSF 8 Asian Restaurant Addition Restaurant 3.321 TSF 9 Longacres Business Center Phase II Office 260.0 TSF 10 Carmax Auto Sales 20.22 TSF Note: TSF = thousand square feet. DU = Dwelling Unit Source: Walker Parking Consultants VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 23 Figure 5a: AM Peak Hour Trip Assignment Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 24 Figure 5b: Mid-Day Peak Hour Trip Assignment Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 25 Figure 5c: PM Peak Hour Trip Assignment Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 26 Figure 6: Cumulative Project Locations Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 27 EXISTING PLUS PROJECT CONDITIONS EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE Figures 7A, 7B and 7C show existing plus project A.M., Mid-Day, and P.M. peak hour volumes, derived by adding the projected project trip assignment to existing traffic volumes. Existing Plus Project A.M., Mid-Day and P.M. peak hour level of service, based on the exiting plus project volumes, is shown in Table 6. Detailed HCM 2010 analysis sheets are provided in Appendix B. Table 6: Existing Plus Project A.M., Mid-Day, and P.M. Peak Hour Intersection Level of Service AM Peak Hour Mid-Day Peak Hour PM Peak Hour Delay - LOS Delay - LOS Delay - LOSDavis Ave/S 43rd St NB Right-Turn SB Right-Turn NB-SB Stop 11.2 - B 9.5 - A 11.9 - B 9.6 - A 14.4 - B 9.4 - ATalbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 288.4 - F 249.0 - F 10.3 - B 7.6 - A 179.4 - F 28.7 - D 8.5 - A 7.6 - A 329.4 - F 38.3 - E 8.4 - A 8.0 - ATalbot Rd/VMC Central Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 12.2 - B 10.5 - B 8.6 - A 8.1 - A 19.1 - C 24.5 - C 9.2 - A 8.0 - A 25.5 - D50.7 - F 9.7 - A 8.1 - ATalbot Rd/VMC South Drwy EB Approach WB Approach NB Left-Turn EB-WB Stop 12.3 - B 16.5 - C 8.7 - A 23.0 - C 23.2 - C 10.6 - B 16.9 - C 26.6 - D 9.6 - A Talbot Rd/S 43rd St Signal 112.7 - F 39.9 - D 44.2 - D Intersection Control Source: Walker Parking Consultants As shown in Table 6, the minor street approaches at the Talbot Road/VMC North Dirveway-17th Street intersection are projected to operate at an unacceptable LOS for existing plus project conditions. The Talbot Road/S 43rd Street intersection is projected to continue to operate at LOS F during the PM peak hour for existing plus project conditions. The westbound approach at the Talbot Road/VMC Central Driveway is projected to operate at LOS F during the PM peak hour; however, westbound traffic volumes at the intersection during the PM peak hour are very low (3 vehicles during the peak hour). VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 28 Figure 7a: Existing Plus Project AM Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 29 Figure 7b: Existing Plus Project PM Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 30 Figure 7c: Existing Plus Project Mid-Day Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 31 EXISTING PLUS PROJECT CONDITIONS SIGNAL WARRANT ANALYSIS Traffic signal warrants for existing plus project conditions have been prepared based on existing peak hour intersection volumes at The Talbot Road/VMC North Driveway-177th Street intersection. Table 7 summarizes the results of the signal warrant analysis. Detailed warrant analysis sheets are contained in Appendix C. Table 7: Existing Plus Project Conditions Signal Warrant Analysis Intersection Signal Warrants Met? AM Peak Hour Mid-Day Peak Hour PM Peak Hour Talbot Rd/VMC North Drwy-177th St No Yes Yes Source: Walker Parking Consultants VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 32 PROJECT OPENING YEAR WITHOUT AND WITH PROJECT CONDITIONS PROJECT OPENING YEAR TRAFFIC VOLUMES This analysis assumes the proposed MOB will be built and generating trips in 2019. Project opening year without project traffic volumes were derived by application of an ambient growth rate of one percent per year for three years to existing traffic volumes, plus trips associated with the previously discussed cumulative projects. Project opening year with project traffic volumes adds trips projected to be generated by the proposed MOB to project opening year without project volumes. Figures 8A, 8B and 8C show project opening year without project A.M., Mid-Day, and P.M. peak hour volumes. Figures 9A, 9B and 9C show project opening year with project A.M., Mid-Day, and P.M. peak hour volumes. PROJECT OPENING YEAR INTERSECTION LEVEL OF SERVICE Project opening year without and with project A.M., Mid-Day and P.M. peak hour level of service is shown in Table 8. Detailed HCM 2010 analysis sheets are provided in Appendix B. Table 8: Project Opening Year Without and With Project Intersection Level of Service AM MD PM AM MD PM Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOSDavis Ave/S 43rd St NB Right-Turn SB Right-Turn NB-SB Stop 10.9 - B 9.2 - A 11.4 - B 9.5 - A 14.0 - B 9.3 - A 11.4 - B 9.6 - A 12.2 - B 9.7 - A 14.9 - B 9.6 - ATalbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 38.5 - E 76.5 - F 9.6 - A 7.7 - A 20.4 - C 17.1 - C 8.2 - A 7.7 - A 73.9 - F 20.2 - C 8.2 - A 8.0 - A 703.1 - F 351.4 - F 10.6 - B 7.7 - A 303.8 - F 36.8 - E 8.6 - A 7.7 - A 407.4 - F 50.3 - F 8.5 - A 8.0 - ATalbot Rd/VMC Central Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 12.2 - B 10.3 - B 8.5 - A 8.1 - A 14.0 - B 15.5 - C 8.5 - A 7.9 - A 16.8 - C 28.6 - D 8.9 - A 8.1 - A 12.7 - B 10.8 - B 8.7 - A 8.2 - A 20.6 - C 27.0 - D 9.3 - A 8.0 - A 28.6 - D 59.7 - F 9.9 - A 8.2 - ATalbot Rd/VMC South Drwy EB Approach WB Approach NB Left-Turn EB-WB Stop 12.2 - B 15.7 - C 8.7 - A 16.7 - C 16.4 - C 9.4 - A 13.3 - B 19.1 - C 9.0 - A 12.7 - B 17.4 - C 8.8 - A 24.8 - C 125.4 - D 10.8 - B 17.8 - C 28.9 - D 10.1 - B Talbot Rd/S 43rd St Signal 117.6 - F 35.6 - D 43.7 - D 125.3 - F 42.5 - D 47.3 - D 2019 Without Project 2019 With Project Intersection Control Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 33 Figure 8a: Project Opening Year Without Project AM Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 34 Figure 8b: Project Opening Year Without Project Mid-Day Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 35 Figure 8c: Project Opening Year Without Project PM Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 36 Figure 9a: Project Opening Year With Project AM Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 37 Figure 9b: Project Opening Year With Project Mid-Day Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 38 Figure 9c: Project Opening Year With Project PM Peak Hour Volumes Source: Walker Parking Consultants, 2016 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 39 As shown in Table 8, the Talbot Road/S 43rd Street intersection is projected to operate at LOS F during the AM peak hour for both 2019 without and with project conditions, but is projected to operate acceptably during the Mid-Day and PM peak hours. The minor street (eastbound and westbound) approaches at the Talbot Road/VMC North Driveway-177th Street intersection are projected to operate at LOS E/F for 2019 without project conditions, worsening to level of service F and breakdown conditions for 2019 with project conditions. The westbound approach at the Talbot Road/VMC Central driveway intersection, which serves 3 vehicles (1 vehicle every 20 minutes) during the PM peak hour is projected to operate at LOS F. PROJECT OPENING YEAR SIGNAL WARRANT ANALYSIS Traffic signal warrants for project opening year plus project conditions have been prepared based on project opening year with project peak hour intersection volumes at The Talbot Road/VMC North Driveway-177th Street intersection. Table 9 summarizes the results of the signal warrant analysis. Detailed warrant analysis sheets are contained in Appendix C. Table 9: Project Opening Year Signal Warrant Analysis Intersection Signal Warrants Met? AM Peak Hour Mid-Day Peak Hour PM Peak Hour Talbot Rd/VMC North Drwy-177th St No Yes Yes Source: Walker Parking Consultants VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 40 ALTERNATIVE GARAGE ACCESS PROJECT OPENING YEAR WITH PROJECT CONDITIONS This scenario evaluates project opening year with project conditions assuming that the proposed parking structure has an additional access point to Talbot Road through the existing HR building driveway. VMC is considering construction a direct ramp from the HR lot to the employee levels of the proposed parking structure. This scenario assumes the following: • Trip generation assumptions remain the same as in prior scenarios • Approximately one half of the vehicles entering/exiting VMC at the north driveway from both the north and south during the AM/PM peak hours are employees who would shift to using the HR/Talbot egress and direct ramp to the upper levels of the parking structure. • Approximately one third of the vehicles entering/exiting VMC at the north driveway from both the north and south during the Mid-day peak hour are employees who would shift to using the HR/Talbot egress and direct ramp to the upper levels of the parking structure. • No changes to traffic patterns would occur at other VMC access points. ALTERNATIVE GARAGE ACCESS SCENARIO INTERSECTION LEVEL OF SERVICE Project opening year without and with project A.M., Mid-Day and P.M. peak hour level of service is shown in Table 8. Detailed HCM 2010 analysis sheets are provided in Appendix B. Table 10: Alternative Garage Access Intersection Level of Service AM MD PM Delay - LOS Delay - LOS Delay - LOS Talbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 39.8 - E102.4 - F 9.2 - A 8.0 - A 308.8 - F36.8 - E 8.6 - A 7.7 - A 455.5 - F 33.4 - C 9.0 - D 8.2 - A Talbot Rd/Alt Garage Access EB Approach NB Left-Turn EB Stop 16.0 - C 9.8 - A 12.1 - B 7.9 - A 24.7 - C 8.4 - A 2019 With Project Intersection Control Source: Walker Parking Consultants, 2016 As shown in Table 10, the Talbot Road/VMC North Driveway-177th Street intersection would still be projected to operate at level of service F and breakdown conditions for 2019 with project conditions with the alternative access point through the HR Lot. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 41 ALTERNATIVE GARAGE ACCESS SCENARIO SIGNAL WARRANT ANALYSIS Traffic signal warrants would still be met at the Talbot Road/VMC North Driveway-177th Street intersection with the alternative garage access. Detailed warrant analysis sheets are contained in Appendix C. Table 11: Alternative Garage Access Project Opening Year Signal Warrant Analysis Intersection Signal Warrants Met? AM Peak Hour Mid-Day Peak Hour PM Peak Hour Talbot Rd/VMC North Drwy-177th St No Yes Yes Source: Walker Parking Consultants In general provision of an alternative ingress/egress point for the proposed garage through the HR lot does not change the need for signalization of the Talbot Road/VMC North Driveway- 177th Street intersection for project opening year with project conditions. However, it has the potential to improve queuing on site by providing an additional egress point onto Talbot Road, and should result in improved on-site circulation as employees could bypass multiple levels of the parking structure and head directly to their designated parking area. The potential separation of employee and patient/visitor ingress/egress afforded by the potential alternative access would be a positive development. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 42 RECOMMENDATIONS The City of Renton, in its comment letter to VMC dated July 14, 2016, requested that the traffic study look at specific improvement at both the Talbot Road/VMC North Driveway-177th Street and Talbot Road/S 43rd Street intersection. These potential improvements, suggested by the City are summarized below. Talbot Road/VMC North Driveway-177th Street: Signalize intersection Talbot Road/S 43rd Street: 1. Remove the split phasing on the North/South Talbot Road approaches 2. Two eastbound through lanes on S 43rd Street (matches existing condition) 3. Two eastbound left-turn lanes from S 43rd Street to Talbot Road S (increase from one left-turn lane to two) 4. Two northbound left-turn lanes from Talbot Road S to S 43rd Street (matches existing condition) 5. One westbound right-turn lane from S. Carr Road to Talbot Road S (currently there is not a dedicated westbound right-turn lane at the intersection) Table 12: Project Opening Year With Project & City Recommended Improvements Intersection Level of Service AM MD PM Delay - LOS Delay - LOS Delay - LOS Talbot Rd/VMC North Drwy Signal 9.7 - A 19.3 - B 18.6 - B Talbot Rd/S 43rd St Signal 74.3 - E 37.0 - D 44.5 - D Intersection Control 2019 With Project With Improvements Source: Walker Parking Consultants As shown in Table 10, installation of a traffic signal at the Talbot Road/VMC North Driveway- 177th Street intersection would improve level of service at the intersection. The City recommended improvements at the Talbot Road/S 43rd Street intersection would theoretically improve operation of the intersection; however, based on the observations of the intersections during the peak hours, the improved operation projected in Table 11 would likely not materialize. This is due to the back-up of westbound vehicles during the AM peak hour origination at the Lind Avenue-88th Ave S/S180th intersection. To illustrate this point, Table 11 compares the 2019 With Project AM hour level of service at the Talbot Road/S 43rd Street intersection based on existing operating conditions without improvements to the projected AM peak hour level of service if the Talbot Road/S 43rd Street intersection exists in a vacuum without operational constraints from upstream/downstream intersections. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 43 Table 13: Talbot Road/S 43rd St Intersection: LOS with no Operational Constraints Talbot Rd/S 43rd St Signal 125.3 - F 54.1 - D Delay - LOS AM 2019 With Project No Improvements 2019 With Project No improvements "Stand Alone" Intersection Control AM Delay - LOS Source: Walker Parking Consultants RECOMMENDATIONS FOR TALBOT ROAD/VMC NORTH DRIVEWAY-177TH STREET INTERSECTION A Federal Highway Administration (FHWA) Manual on Uniform Traffic Control Devices (MUTCD) peak hour traffic signal warrant was prepared for the Talbot Road/VMC North Driveway-177th Street intersection. Peak Hour signal warrants are met at this intersection with the proposed MOB project. Therefore signalization of this intersection is recommended. Signalization of this intersection could also have the ancillary benefit of providing gaps in traffic for vehicles turning out of the VMC central and south driveways onto Talbot Road, as well as from the medical office building driveways on the east side of Talbot Road. RECOMMENDATIONS FOR TALBOT ROAD/S 43RD STREET INTERSECTION Analysis of the existing and projected operation at the Talbot Road/S 43rd Street intersection indicates that the existing and projected operational deficiencies during the AM peak period are due to bottlenecks created at downstream intersections at Lind Avenue-88th Ave S/S180th, Valley Highway/S180th St-S 43rd St, and SR-167 NB Ramps/S 43rd Street. Walker observed that the Talbot Road/S 43rd Street intersection is not the limiting factor for existing conditions, and therefore capacity improvements at the intersection may lead to little or no improvement in the intersection’s operation, since the issue of queue spillback from the SR-167 Northbound Ramps, Valley Road and Lind Avenue intersections is limiting throughput along the corridor. The improvements analyzed at the City’s request potentially improve the intersection on paper, but would do little to alleviate the true source of delays at the intersection during the AM peak period, which at its core is the fact that westbound traffic through the intersection is impeded by a long back-up of westbound vehicles on S 180th St/S 43rd St that starts at the Lind Avenue-88th Ave S/S180th intersection and stretches eastward, with westbound queues observed stretching back well east of the Talbot Road/S 43rd Street intersection. Walker recommends that the City of Renton, the City of Kent, and the Washington State Department of Transportation undertake a corridor study of S 180th St-S 43rd Street between Lind Avenue-88th Avenue and Talbot Road to determine appropriate actions to alleviate the severe westbound queuing observed during the AM peak period, and to a lesser extent, the eastbound queuing that is observed during the PM peak period. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS OCTOBER 2016 39-1037.00 44 Additionally, while the following recommendation will not alleviate the existing westbound AM issues, it could potentially improve PM peak period operations in the eastbound direction without requiring right-of-way dedication: • Install an eastbound right-turn overlap phase at the Talbot Road/S 43rd Street intersection. U-turns are already prohibited from northbound to southbound Talbot Road at the intersection. Addition of eastbound right-turn overlap phasing would increase the efficiency of the existing eastbound right-turn movement (643 vehicles during the PM peak hour). Appendix A Traffic Counts File Name :Date :START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotal Uturns Total7:00 0 0 19019 0 298 00298 0 0 303 0 139 370176 496 07:15 0 0 37037 0 224 10225 0 0 707 0 133 370170 439 07:30 0 0 54054 0 234 00234 0 0 303 0 154 550209 500 07:45 0 0 59059 0 277 00277 0 0 606 0 202 650267 609 0Total 0 0 1690169 0 1033 101034 0 0 19019 0 628 1940822 2044 08:00 0 0 31031 0 275 00275 0 0 13013 0 202 530255 574 08:15 0 0 17017 0 311 00311 0 0 303 0 217 550272 603 08:30 0 0 14014 0 327 30330 0 0 303 0 202 380240 587 08:45 0 0 12012 0 324 30327 0 0 202 0 250 520302 643 0Total 0 0 74074 0 1237 601243 0 0 21021 0 871 19801069 2407 011:00 0 0 10010 0 318 00318 0 0 303 0 258 180276 607 011:15 0 0 17017 0 301 40305 0 0 404 0 262 190281 607 011:30 0 0 10010 0 328 50333 0 0 808 0 222 150237 588 011:45 0 0 11011 0 325 20327 0 0 606 0 281 240305 649 0Total 0 0 48048 0 1272 1101283 0 0 21021 0 1023 7601099 2451 012:00 0 0 11011 0 328 50333 0 0 505 0 271 210292 641 012:15 0 0 15015 0 322 10323 0 0 505 0 283 220305 648 012:30 0 0 21021 0 302 60308 0 0 707 0 297 330330 666 012:45 0 0 14014 0 344 30347 0 0 707 0 342 270369 737 0Total 0 0 61061 0 1296 1501311 0 0 24024 0 1193 10301296 2692 016:00 0 0 23023 0 289 50294 0 0 909 0 492 260518 844 016:15 0 0 21021 0 303 60309 0 0 505 0 508 250533 868 016:30 0 0 29029 0 289 10290 0 0 14014 0 484 200504 837 016:45 0 0 19019 0 297 20299 0 0 808 0 469 230492 818 0Total 0 0 92092 0 1178 1401192 0 0 36036 0 1953 9402047 3367 017:00 0 0 25025 0 287 20289 0 0 909 0 523 110534 857 017:15 0 0 31031 0 278 10279 0 0 606 0 566 180584 900 017:30 0 0 25025 0 307 20309 0 0 606 0 485 250510 850 017:45 0 0 18018 0 292 40296 0 0 909 0 515 250540 863 0Total 0 0 99099 0 1164 901173 0 0 30030 0 2089 7902168 3470 0Grand Total 0 0 5430543 0 7180 5607236 0 0 1510151 0 7757 74408501 16431 0Apprch % 0.0% 0.0% 100.0% 0.0%0.0% 99.2% 0.8% 0.0%0.0% 0.0% 100.0% 0.0%0.0% 91.2% 8.8% 0.0%Total % 0.0% 0.0% 3.3% 0.0% 3.3% 0.0% 43.7% 0.3% 0.0% 44.0% 0.0% 0.0% 0.9% 0.0% 0.9% 0.0% 47.2% 4.5% 0.0% 51.7% 100.0%START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 08:00 to 09:00Peak Hour For Entire Intersection Begins at 08:008:00 0 0 31031 0 275 00275 0 0 13013 0 202 530255 5748:15 0 0 17017 0 311 00311 0 0 303 0 217 550272 6038:30 0 0 14014 0 327 30330 0 0 303 0 202 380240 5878:45 0 0 12012 0 324 30327 0 0 202 0 250 520302 643Total Volume0 0 74074 0 1237 601243 0 0 21021 0 871 19801069 2407% App Total0.0% 0.0% 100.0% 0.0%0.0% 99.5% 0.5% 0.0%0.0% 0.0% 100.0% 0.0%0.0% 81.5% 18.5% 0.0%PHF .000 .000 .597 .000 .597 .000 .946 .500 .000 .942 .000 .000 .404 .000 .404 .000 .871 .900 .000 .885 .936START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 12:00 to 13:00Peak Hour For Entire Intersection Begins at 12:0012:00 0 0 11 0 11 0 328 5 0 333 0 0 505 0 271 210292 64112:15 0 0 15015 0 322 10323 0 0 505 0 283 220305 64812:30 0 0 21021 0 302 60308 0 0 707 0 297 330330 66612:45 0 0 14014 0 344 30347 0 0 707 0 342 270369 737Total Volume0 0 61061 0 1296 1501311 0 0 24024 0 1193 10301296 2692% App Total0.0% 0.0% 100.0% 0.0%0.0% 98.9% 1.1% 0.0%0.0% 0.0% 100.0% 0.0%0.0% 92.1% 7.9% 0.0%PHF .000 .000 .726 .000 .726 .000 .942 .625 .000 .945 .000 .000 .857 .000 .857 .000 .872 .780 .000 .878 .913START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 17:00 to 18:00Peak Hour For Entire Intersection Begins at 17:0017:00 0 0 25 0 25 0 287 2 0 289 0 0 909 0 523 110534 85717:15 0 0 31031 0 278 10279 0 0 606 0 566 180584 90017:30 0 0 25025 0 307 20309 0 0 606 0 485 250510 85017:45 0 0 18018 0 292 40296 0 0 909 0 515 250540 863Total Volume0 0 99099 0 1164 901173 0 0 30030 0 2089 7902168 3470% App Total0.0% 0.0% 100.0% 0.0%0.0% 99.2% 0.8% 0.0%0.0% 0.0% 100.0% 0.0%0.0% 96.4% 3.6% 0.0%PHF .000 .000 .798 .000 .798 .000 .948 .563 .000 .949 .000 .000 .833 .000 .833 .000 .923 .790 .000 .928 .964ALL TRAFFIC DATACity of RentonAll Vehicles & Uturns On UnshiftedNothing On Bank 1(916) 771-8700orders@atdtraffic.com16-2047-001 Davies Ave & S 43rd StUnshifted Count = All Vehicles & UturnsS 43rd St EastboundS 43rd St EastboundNothing On Bank 2S 43rd St EastboundS 43rd St WestboundAM PEAK HOURDavies Ave NorthboundDavies Ave Southbound9/13/2016Davies Ave SouthboundDavies Ave NorthboundS 43rd St EastboundDavies Ave NorthboundS 43rd St WestboundDavies Ave SouthboundPM PEAK HOURNOON PEAK Davies Ave NorthboundS 43rd St WestboundS 43rd St WestboundDavies Ave Southbound File Name :Date :START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotal Uturns Total7:00 0 79 260105 32 7 7046 20 57 0077 1 0 203 231 07:15 1 88 410130 18 16 8042 20 65 2087 3 0 11014 273 07:30 2 33 7042 17 18 8043 24 38 1063 11 5 16032 180 07:45 7 91 790177 7 6 3016 37 40 3080 8 4 10022 295 0Total 10 291 1530454 74 47 260147 101 200 60307 23 9 39071 979 08:00 1 72 640137 5 14 7026 30 51 1082 11 1 15027 272 08:15 0 83 480131 18 18 9045 37 39 1077 6 0 8014 267 08:30 3 70 290102 20 12 10042 45 42 0087 10 0 14024 255 08:45 0 69 19088 22 14 17053 28 44 0072 15 1 30046 259 0Total 4 294 1600458 65 58 430166 140 176 20318 42 2 670111 1053 011:00 0 47 15062 4 1 409 19 35 2056 19 1 45065 192 011:15 1 46 10057 0 2 305 26 45 3074 17 1 53071 207 011:30 1 42 13056 3 3 208 26 33 2061 14 0 73087 212 011:45 3 57 17077 1 8 3012 25 43 0068 14 3 64081 238 0Total 5 192 550252 8 14 12034 96 156 70259 64 5 2350304 849 012:00 0 53 14067 1 3 307 25 43 2070 13 3 55071 215 012:15 1 39 12052 2 4 5011 32 41 0073 11 1 58070 206 012:30 3 42 19064 8 7 1016 24 35 1060 11 2 41054 194 012:45 2 53 13068 7 5 4016 24 33 1058 8 3 28039 181 0Total 6 187 580251 18 19 13050 105 152 40261 43 9 1820234 796 016:00 0 80 8088 10 0 7017 18 66 3087 17 2 57076 268 016:15 1 55 9065 1 1 608 14 72 1087 30 1 730104 264 016:30 2 89 90100 1 1 305 19 68 2089 37 8 610106 300 016:45 7 63 16086 4 1 5010 14 65 1080 27 2 64093 269 0Total 10 287 420339 16 3 21040 65 271 70343 111 13 2550379 1101 017:00 1 68 9078 0 0 404 3 70 0073 32 5 810118 273 017:15 3 72 4079 3 1 408 7 95 40106 22 3 51076 269 017:30 0 75 4079 0 0 707 9 72 2083 22 3 46071 240 017:45 2 66 11079 3 0 407 9 48 1058 18 0 49067 211 0Total 6 281 280315 6 1 19026 28 285 70320 94 11 2270332 993 0Grand Total 41 1532 49602069 187 142 1340463 535 1240 3301808 377 49 1005 01431 5771 0Apprch % 2.0% 74.0% 24.0% 0.0%40.4% 30.7% 28.9% 0.0%29.6% 68.6% 1.8% 0.0%26.3% 3.4% 70.2% 0.0%Total % 0.7% 26.5% 8.6% 0.0% 35.9% 3.2% 2.5% 2.3% 0.0% 8.0% 9.3% 21.5% 0.6% 0.0% 31.3% 6.5% 0.8% 17.4% 0.0% 24.8% 100.0%START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 07:45 to 08:45Peak Hour For Entire Intersection Begins at 07:457:45 7 91 790177 7 6 3016 37 40 3080 8 4 10022 2958:00 1 72 640137 5 14 7026 30 51 1082 11 1 15027 2728:15 0 83 480131 18 18 9045 37 39 1077 6 0 8014 2678:30 3 70 290102 20 12 10042 45 42 0087 10 0 14024 255Total Volume11 316 2200547 50 50 290129 149 172 50326 35 5 47087 1089% App Total2.0% 57.8% 40.2% 0.0%38.8% 38.8% 22.5% 0.0%45.7% 52.8% 1.5% 0.0%40.2% 5.7% 54.0% 0.0%PHF .393 .868 .696 .000 .773 .625 .694 .725 .000 .717 .828 .843 .417 .000 .937 .795 .313 .783 .000 .806 .923START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 11:15 to 12:15Peak Hour For Entire Intersection Begins at 11:1511:15 1 46 10057 0 2 305 26 45 3074 17 1 53071 20711:30 1 42 13056 3 3 208 26 33 2061 14 0 73087 21211:45 3 57 17077 1 8 3012 25 43 0068 14 3 64081 23812:00 0 53 14067 1 3 307 25 43 2070 13 3 55071 215Total Volume5 198 540257 5 16 11032 102 164 70273 58 7 2450310 872% App Total1.9% 77.0% 21.0% 0.0%15.6% 50.0% 34.4% 0.0%37.4% 60.1% 2.6% 0.0%18.7% 2.3% 79.0% 0.0%PHF .417 .868 .794 .000 .834 .417 .500 .917 .000 .667 .981 .911 .583 .000 .922 .853 .583 .839 .000 .891 .916START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 16:30 to 17:30Peak Hour For Entire Intersection Begins at 16:3016:30 2 89 9 0100 1 1 305 19 68 2089 37 8 610106 30016:45 7 63 16086 4 1 5010 14 65 1080 27 2 64093 26917:00 1 68 9078 0 0 404 3 70 0073 32 5 810118 27317:15 3 72 4079 3 1 408 7 95 40106 22 3 51076 269Total Volume13 292 380343 8 3 16027 43 298 70348 118 18 2570393 1111% App Total3.8% 85.1% 11.1% 0.0%29.6% 11.1% 59.3% 0.0%12.4% 85.6% 2.0% 0.0%30.0% 4.6% 65.4% 0.0%PHF .464 .820 .594 .000 .858 .500 .750 .800 .000 .675 .566 .784 .438 .000 .821 .797 .563 .793 .000 .833 .926ALL TRAFFIC DATACity of RentonAll Vehicles & Uturns On UnshiftedNothing On Bank 1(916) 771-8700orders@atdtraffic.com16-2047-002 Talbot Rd & VMC North Dwy/S 177th StUnshifted Count = All Vehicles & UturnsVMC North Dwy/S 177th St EastboundVMC North Dwy/S 177th St EastboundNothing On Bank 2VMC North Dwy/S 177th St EastboundVMC North Dwy/S 177th St WestboundAM PEAK HOURTalbot Rd NorthboundTalbot Rd Southbound9/13/2016Talbot Rd SouthboundTalbot Rd NorthboundVMC North Dwy/S 177th St EastboundTalbot Rd NorthboundVMC North Dwy/S 177th St WestboundTalbot Rd SouthboundPM PEAK HOURNOON PEAK Talbot Rd NorthboundVMC North Dwy/S 177th St WestboundVMC North Dwy/S 177th St WestboundTalbot Rd Southbound File Name :Date :START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotal Uturns Total7:00 0 110 40114 0 0 000 5 73 0078 3 0 407 199 07:15 0 98 62106 0 0 000 0 81 0081 1 0 809 196 27:30 1 65 0066 0 0 000 5 59 0064 3 0 20023 153 07:45 0 121 00121 0 0 000 14 79 0093 1 0 506 220 0Total 1 394 102407 0 0 000 24 292 00316 8 0 37045 768 28:00 0 86 4090 0 0 000 6 80 1087 1 0 405 182 08:15 0 110 10111 0 0 101 10 76 2088 0 0 909 209 08:30 0 100 20102 0 0 000 21 88 20111 0 0 11011 224 08:45 2 119 30124 0 0 000 16 71 3090 1 0 809 223 0Total 2 415 100427 0 0 101 53 315 80376 2 0 32034 838 011:00 0 98 20100 0 0 000 21 54 0075 2 0 24026 201 011:15 2 100 20104 0 0 000 8 70 2080 2 0 18020 204 011:30 2 116 10119 1 0 001 11 61 0072 3 0 17020 212 011:45 0 123 00123 1 0 001 7 59 1067 4 0 14018 209 0Total 4 437 50446 2 0 002 47 244 30294 11 0 73084 826 012:00 1 106 10108 0 0 202 6 65 3074 5 0 16021 205 012:15 1 95 2098 0 0 000 6 69 1076 1 0 20021 195 012:30 1 88 1090 0 0 000 13 56 4073 2 0 11013 176 012:45 0 87 3090 0 1 001 18 56 1075 2 0 17019 185 0Total 3 376 70386 0 1 203 43 246 90298 10 0 64074 761 016:00 1 147 20150 0 0 101 7 81 1089 7 0 18025 265 016:15 0 128 60134 1 0 001 7 82 1090 1 0 13014 239 016:30 0 148 30151 1 0 001 6 84 0090 3 0 31034 276 016:45 0 128 20130 1 0 001 9 78 1088 2 0 15017 236 0Total 1 551 130565 3 0 104 29 325 30357 13 0 77090 1016 017:00 0 149 00149 0 0 000 7 72 0079 1 0 24025 253 017:15 1 125 00126 0 1 001 2 102 00104 4 0 22026 257 017:30 0 122 10123 0 0 000 8 82 1091 3 0 19022 236 017:45 0 117 10118 1 0 001 7 54 0061 0 0 11011 191 0Total 1 513 20516 1 1 002 24 310 10335 8 0 76084 937 0Grand Total 12 2686 4722747 6 2 4012 220 1732 2401976 52 0 3590411 5146 2Apprch % 0.4% 97.8% 1.7% 0.1%50.0% 16.7% 33.3% 0.0%11.1% 87.7% 1.2% 0.0%12.7% 0.0% 87.3% 0.0%Total % 0.2% 52.2% 0.9% 0.0% 53.4% 0.1% 0.0% 0.1% 0.0% 0.2% 4.3% 33.7% 0.5% 0.0% 38.4% 1.0% 0.0% 7.0% 0.0% 8.0% 100.0%START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 08:00 to 09:00Peak Hour For Entire Intersection Begins at 08:008:00 0 86 4 0 90 0 0 000 6 80 1087 1 0 405 1828:15 0 110 10111 0 0 101 10 76 2088 0 0 909 2098:30 0 100 20102 0 0 000 21 88 20111 0 0 11011 2248:45 2 119 30124 0 0 000 16 71 3090 1 0 809 223Total Volume2 415 100427 0 0 101 53 315 80376 2 0 32034 838% App Total0.5% 97.2% 2.3% 0.0%0.0% 0.0% 100.0% 0.0%14.1% 83.8% 2.1% 0.0%5.9% 0.0% 94.1% 0.0%PHF .250 .872 .625 .000 .861 .000 .000 .250 .000 .250 .631 .895 .667 .000 .847 .500 .000 .727 .000 .773 .935START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 11:15 to 12:15Peak Hour For Entire Intersection Begins at 11:1511:15 2 100 2 0 104 0 0 000 8 70 2080 2 0 18020 20411:30 2 116 10119 1 0 001 11 61 0072 3 0 17020 21211:45 0 123 00123 1 0 001 7 59 1067 4 0 14018 20912:00 1 106 10108 0 0 202 6 65 3074 5 0 16021 205Total Volume5 445 40454 2 0 204 32 255 60293 14 0 65079 830% App Total1.1% 98.0% 0.9% 0.0%50.0% 0.0% 50.0% 0.0%10.9% 87.0% 2.0% 0.0%17.7% 0.0% 82.3% 0.0%PHF .625 .904 .500 .000 .923 .500 .000 .250 .000 .500 .727 .911 .500 .000 .916 .700 .000 .903 .000 .940 .979START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 16:30 to 17:30Peak Hour For Entire Intersection Begins at 16:3016:30 0 148 3 0 151 1 0 001 6 84 0090 3 0 31034 27616:45 0 128 20130 1 0 001 9 78 1088 2 0 15017 23617:00 0 149 00149 0 0 000 7 72 0079 1 0 24025 25317:15 1 125 00126 0 1 001 2 102 00104 4 0 22026 257Total Volume1 550 50556 2 1 003 24 336 10361 10 0 920102 1022% App Total0.2% 98.9% 0.9% 0.0%66.7% 33.3% 0.0% 0.0%6.6% 93.1% 0.3% 0.0%9.8% 0.0% 90.2% 0.0%PHF .250 .923 .417 .000 .921 .500 .250 .000 .000 .750 .667 .824 .250 .000 .868 .625 .000 .742 .000 .750 .926ALL TRAFFIC DATACity of RentonAll Vehicles & Uturns On UnshiftedNothing On Bank 1(916) 771-8700orders@atdtraffic.com16-2047-003 Talbot Rd & VMC Central DwyUnshifted Count = All Vehicles & UturnsVMC Central Dwy EastboundVMC Central Dwy EastboundNothing On Bank 2VMC Central Dwy EastboundVMC Central Dwy WestboundAM PEAK HOURTalbot Rd NorthboundTalbot Rd Southbound9/13/2016Talbot Rd SouthboundTalbot Rd NorthboundVMC Central Dwy EastboundTalbot Rd NorthboundVMC Central Dwy WestboundTalbot Rd SouthboundPM PEAK HOURNOON PEAK Talbot Rd NorthboundVMC Central Dwy WestboundVMC Central Dwy WestboundTalbot Rd Southbound File Name :Date :START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotal Uturns Total7:00 0 100 40104 0 0 000 14 78 0092 1 0 304 200 07:15 0 98 20100 0 0 000 10 84 0094 1 0 809 203 07:30 0 84 1085 0 0 000 14 65 0079 0 0 17017 181 07:45 0 122 10123 1 0 102 15 95 00110 0 0 17017 252 0Total 0 404 80412 1 0 102 53 322 00375 2 0 45047 836 08:00 0 100 30103 0 0 000 16 87 00103 1 0 13014 220 08:15 0 106 90115 0 0 000 16 90 03109 0 0 10010 234 38:30 0 103 80111 1 0 001 11 110 00121 1 0 607 240 08:45 0 115 60121 0 0 000 19 92 00111 0 0 909 241 0Total 0 424 260450 1 0 001 62 379 03444 2 0 38040 935 311:00 0 114 80122 0 0 000 22 76 0098 1 0 809 229 011:15 0 115 40119 1 0 001 21 81 00102 2 0 10012 234 011:30 0 132 00132 1 0 001 22 68 0090 1 0 14015 238 011:45 0 130 60136 0 0 000 30 71 00101 0 0 17017 254 0Total 0 491 180509 2 0 002 95 296 00391 4 0 49053 955 012:00 0 122 60128 1 1 002 19 68 0087 2 0 11013 230 012:15 0 116 30119 0 0 000 19 78 0299 0 0 15015 233 212:30 0 100 30103 1 0 001 18 74 0092 1 0 16017 213 012:45 0 96 50101 1 0 102 20 74 0296 1 0 506 205 2Total 0 434 170451 3 1 105 76 294 04374 4 0 47051 881 416:00 0 163 30166 0 0 000 23 85 00108 0 0 19019 293 016:15 0 141 30144 0 0 101 15 89 01105 3 0 9012 262 116:30 0 170 50175 1 0 001 9 86 0095 4 0 12016 287 016:45 0 141 40145 1 0 001 21 82 00103 4 0 12016 265 0Total 0 615 150630 2 0 103 68 342 01411 11 0 52063 1107 117:00 0 169 30172 0 0 101 20 74 0094 3 0 18021 288 017:15 0 147 20149 0 0 101 13 103 00116 3 0 8011 277 017:30 0 144 10145 0 0 000 14 86 00100 2 0 13015 260 017:45 0 130 20132 2 0 103 13 59 0173 2 0 8010 218 1Total 0 590 80598 2 0 305 60 322 01383 10 0 47057 1043 1Grand Total 0 2958 9203050 11 1 6018 414 1955 092378 33 0 2780311 5757 9Apprch % 0.0% 97.0% 3.0% 0.0%61.1% 5.6% 33.3% 0.0%17.4% 82.2% 0.0% 0.4%10.6% 0.0% 89.4% 0.0%Total % 0.0% 51.4% 1.6% 0.0% 53.0% 0.2% 0.0% 0.1% 0.0% 0.3% 7.2% 34.0% 0.0% 0.2% 41.3% 0.6% 0.0% 4.8% 0.0% 5.4% 100.0%START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 07:45 to 08:45Peak Hour For Entire Intersection Begins at 07:457:45 0 122 1 0 123 1 0 102 15 95 00110 0 0 17017 2528:00 0 100 30103 0 0 000 16 87 00103 1 0 13014 2208:15 0 106 90115 0 0 000 16 90 03109 0 0 10010 2348:30 0 103 80111 1 0 001 11 110 00121 1 0 607 240Total Volume0 431 210452 2 0 103 58 382 03443 2 0 46048 946% App Total0.0% 95.4% 4.6% 0.0%66.7% 0.0% 33.3% 0.0%13.1% 86.2% 0.0% 0.7%4.2% 0.0% 95.8% 0.0%PHF .000 .883 .583 .000 .919 .500 .000 .250 .000 .375 .906 .868 .000 .250 .915 .500 .000 .676 .000 .706 .938START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 11:15 to 12:15Peak Hour For Entire Intersection Begins at 11:1511:15 0 115 4 0 119 1 0 001 21 81 00102 2 0 10012 23411:30 0 132 00132 1 0 001 22 68 0090 1 0 14015 23811:45 0 130 60136 0 0 000 30 71 00101 0 0 17017 25412:00 0 122 60128 1 1 002 19 68 0087 2 0 11013 230Total Volume0 499 160515 3 1 004 92 288 00380 5 0 52057 956% App Total0.0% 96.9% 3.1% 0.0%75.0% 25.0% 0.0% 0.0%24.2% 75.8% 0.0% 0.0%8.8% 0.0% 91.2% 0.0%PHF .000 .945 .667 .000 .947 .750 .250 .000 .000 .500 .767 .889 .000 .000 .931 .625 .000 .765 .000 .838 .941START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 16:30 to 17:30Peak Hour For Entire Intersection Begins at 16:3016:30 0 170 5 0 175 1 0 001 9 86 0095 4 0 12016 28716:45 0 141 40145 1 0 001 21 82 00103 4 0 12016 26517:00 0 169 30172 0 0 101 20 74 0094 3 0 18021 28817:15 0 147 20149 0 0 101 13 103 00116 3 0 8011 277Total Volume0 627 140641 2 0 204 63 345 00408 14 0 50064 1117% App Total0.0% 97.8% 2.2% 0.0%50.0% 0.0% 50.0% 0.0%15.4% 84.6% 0.0% 0.0%21.9% 0.0% 78.1% 0.0%PHF .000 .922 .700 .000 .916 .500 .000 .500 .000 1.000 .750 .837 .000 .000 .879 .875 .000 .694 .000 .762 .970ALL TRAFFIC DATACity of RentonAll Vehicles & Uturns On UnshiftedNothing On Bank 1(916) 771-8700orders@atdtraffic.com16-2047-004 Talbot Rd & VMC South DwyUnshifted Count = All Vehicles & UturnsVMC South Dwy EastboundVMC South Dwy EastboundNothing On Bank 2VMC South Dwy EastboundVMC South Dwy WestboundAM PEAK HOURTalbot Rd NorthboundTalbot Rd Southbound9/13/2016Talbot Rd SouthboundTalbot Rd NorthboundVMC South Dwy EastboundTalbot Rd NorthboundVMC South Dwy WestboundTalbot Rd SouthboundPM PEAK HOURNOON PEAK Talbot Rd NorthboundVMC South Dwy WestboundVMC South Dwy WestboundTalbot Rd Southbound File Name :Date :START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotal Uturns Total7:00 11 11 74096 3 115 50123 113 57 80178 37 83 250145 542 07:15 6 14 76096 3 52 4059 94 52 90155 39 81 191140 450 17:30 14 20 62096 2 63 3068 111 45 50161 34 89 240147 472 07:45 10 21 1030134 0 49 0049 121 59 60186 53 122 270202 571 0Total 41 66 3150422 8 279 120299 439 213 280680 163 375 951634 2035 18:00 19 19 900128 1 65 4070 117 57 130187 53 124 370214 599 08:15 20 15 800115 4 106 110121 118 47 70172 56 133 340223 631 08:30 15 23 660104 7 173 200200 82 49 30134 59 116 300205 643 08:45 20 19 870126 10 116 90135 112 45 130170 56 141 460243 674 0Total 74 76 3230473 22 460 440526 429 198 360663 224 514 1470885 2547 011:00 30 19 780127 15 166 210202 67 22 110100 63 161 440268 697 011:15 26 26 760128 11 180 270218 57 21 9087 45 168 360249 682 011:30 43 26 810150 18 181 230222 73 28 150116 49 134 490232 720 011:45 43 41 670151 16 189 210226 61 15 20096 57 176 650298 771 0Total 142 112 3020556 60 716 920868 258 86 550399 214 639 19401047 2870 012:00 21 33 830137 14 172 110197 84 25 160125 56 169 580283 742 012:15 35 17 840136 13 191 170221 63 26 5094 46 173 620281 732 012:30 30 25 600115 10 176 240210 74 17 130104 51 185 610297 726 012:45 19 24 660109 16 210 160242 70 19 160105 63 214 750352 808 0Total 105 99 2930497 53 749 680870 291 87 500428 216 741 25601213 3008 016:00 33 44 950172 19 135 130167 72 35 150122 64 293 1620519 980 016:15 48 51 630162 17 184 120213 46 32 11089 52 282 1650499 963 016:30 33 66 930192 18 111 60135 88 36 140138 49 282 1650496 961 016:45 32 57 700159 13 162 130188 47 30 10087 66 286 1360488 922 0Total 146 218 3210685 67 592 440703 253 133 500436 231 1143 62802002 3826 017:00 32 65 990196 12 119 90140 75 28 110114 48 274 1660488 938 017:15 30 58 720160 11 157 140182 56 24 12092 73 356 1620591 1025 017:30 28 58 770163 10 163 110184 71 32 200123 55 304 1600519 989 017:45 27 51 710149 13 173 70193 62 13 11086 50 293 1550498 926 0Total 117 232 3190668 46 612 410699 264 97 540415 226 1227 64302096 3878 0Grand Total 625 803 1873 03301 256 3408 30103965 1934 814 27303021 1274 4639 1963 17877 18164 1Apprch % 18.9% 24.3% 56.7% 0.0%6.5% 86.0% 7.6% 0.0%64.0% 26.9% 9.0% 0.0%16.2% 58.9% 24.9% 0.0%Total % 3.4% 4.4% 10.3% 0.0% 18.2% 1.4% 18.8% 1.7% 0.0% 21.8% 10.6% 4.5% 1.5% 0.0% 16.6% 7.0% 25.5% 10.8% 0.0% 43.4% 100.0%START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 08:00 to 09:00Peak Hour For Entire Intersection Begins at 08:008:00 19 19 900128 1 65 4070 117 57 130187 53 124 370214 5998:15 20 15 800115 4 106 110121 118 47 70172 56 133 340223 6318:30 15 23 660104 7 173 200200 82 49 30134 59 116 300205 6438:45 20 19 870126 10 116 90135 112 45 130170 56 141 460243 674Total Volume74 76 3230473 22 460 440526 429 198 360663 224 514 1470885 2547% App Total15.6% 16.1% 68.3% 0.0%4.2% 87.5% 8.4% 0.0%64.7% 29.9% 5.4% 0.0%25.3% 58.1% 16.6% 0.0%PHF .925 .826 .897 .000 .924 .550 .665 .550 .000 .658 .909 .868 .692 .000 .886 .949 .911 .799 .000 .910 .945START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 12:00 to 13:00Peak Hour For Entire Intersection Begins at 12:0012:00 21 33 830137 14 172 110197 84 25 160125 56 169 580283 74212:15 35 17 840136 13 191 170221 63 26 5094 46 173 620281 73212:30 30 25 600115 10 176 240210 74 17 130104 51 185 610297 72612:45 19 24 660109 16 210 160242 70 19 160105 63 214 750352 808Total Volume105 99 2930497 53 749 680870 291 87 500428 216 741 25601213 3008% App Total21.1% 19.9% 59.0% 0.0%6.1% 86.1% 7.8% 0.0%68.0% 20.3% 11.7% 0.0%17.8% 61.1% 21.1% 0.0%PHF .750 .750 .872 .000 .907 .828 .892 .708 .000 .899 .866 .837 .781 .000 .856 .857 .866 .853 .000 .862 .931START TIMELEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALLEFT THRU RIGHT UTURNSAPP.TOTALTotalPeak Hour Analysis From 17:00 to 18:00Peak Hour For Entire Intersection Begins at 17:0017:00 32 65 990196 12 119 90140 75 28 110114 48 274 1660488 93817:15 30 58 720160 11 157 140182 56 24 12092 73 356 1620591 102517:30 28 58 770163 10 163 110184 71 32 200123 55 304 1600519 98917:45 27 51 710149 13 173 70193 62 13 11086 50 293 1550498 926Total Volume117 232 3190668 46 612 410699 264 97 540415 226 1227 64302096 3878% App Total17.5% 34.7% 47.8% 0.0%6.6% 87.6% 5.9% 0.0%63.6% 23.4% 13.0% 0.0%10.8% 58.5% 30.7% 0.0%PHF .914 .892 .806 .000 .852 .885 .884 .732 .000 .905 .880 .758 .675 .000 .843 .774 .862 .968 .000 .887 .946ALL TRAFFIC DATACity of RentonAll Vehicles & Uturns On UnshiftedNothing On Bank 1(916) 771-8700orders@atdtraffic.com16-2047-005 Talbot Rd & S 43rd StUnshifted Count = All Vehicles & UturnsS 43rd St EastboundS 43rd St EastboundNothing On Bank 2S 43rd St EastboundS 43rd St WestboundAM PEAK HOURTalbot Rd NorthboundTalbot Rd Southbound9/13/2016Talbot Rd SouthboundTalbot Rd NorthboundS 43rd St EastboundTalbot Rd NorthboundS 43rd St WestboundTalbot Rd SouthboundPM PEAK HOURNOON PEAK Talbot Rd NorthboundS 43rd St WestboundS 43rd St WestboundTalbot Rd Southbound Day:City:Renton Date:Project #:WA16_2048_001 NB SB EB WB 5,226 6,923 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 8 11 19 71 130 201 00:15 7 11 18 77 117 194 00:30 8 4 12 76 105 181 00:45 3 26 5 31 8 57 76 300 99 451 175 751 01:00 7 5 12 75 107 182 01:15 3 2 5 96 105 201 01:30 3 8 11 77 98 175 01:45 7 20 6 21 13 41 88 336 112 422 200 758 02:00 1 3 4 110 121 231 02:15 0 4 4 90 138 228 02:30 5 12 17 98 116 214 02:45 4 10 3 22 7 32 96 394 125 500 221 894 03:00 2 4 6 102 119 221 03:15 3 5 8 67 132 199 03:30 1 7 8 107 147 254 03:45 4 10 4 20 8 30 116 392 162 560 278 952 04:00 5 1 6 84 164 248 04:15 4 7 11 94 146 240 04:30 4 9 13 87 172 259 04:45 11 24 8 25 19 49 88 353 148 630 236 983 05:00 13 13 26 78 169 247 05:15 24 23 47 105 149 254 05:30 30 22 52 89 149 238 05:45 39 106 29 87 68 193 63 335 126 593 189 928 06:00 47 23 70 75 93 168 06:15 81 52 133 81 76 157 06:30 87 49 136 71 103 174 06:45 95 310 88 212 183 522 80 307 58 330 138 637 07:00 78 117 195 44 94 138 07:15 86 95 181 34 50 84 07:30 60 85 145 36 139 175 07:45 101 325 125 422 226 747 42 156 73 356 115 512 08:00 84 94 178 32 40 72 08:15 91 117 208 34 59 93 08:30 111 111 222 31 28 59 08:45 91 377 123 445 214 822 20 117 27 154 47 271 09:00 94 106 200 25 27 52 09:15 113 89 202 24 22 46 09:30 102 125 227 28 37 65 09:45 96 405 101 421 197 826 20 97 22 108 42 205 10:00 112 108 220 16 26 42 10:15 113 119 232 6 18 24 10:30 105 127 232 14 17 31 10:45 109 439 123 477 232 916 15 51 19 80 34 131 11:00 76 122 198 13 13 26 11:15 84 118 202 9 10 19 11:30 69 133 202 9 13 22 11:45 70 299 135 508 205 807 6 37 12 48 18 85 TOTALS 2351 2691 5042 2875 4232 7107 SPLIT %46.6% 53.4%41.5%40.5% 59.5%58.5% NB SB EB WB 5,226 6,923 0 0 AM Peak Hour 10:00 11:15 10:00 15:30 15:45 15:45 AM Pk Volume 439 516 916 401 644 1025 Pk Hr Factor 0.971 0.956 0.987 0.864 0.936 0.922 7 - 9 Volume 702 867 0 0 1569 688 1223 0 0 1911 7 - 9 Peak Hour 07:45 07:45 07:45 16:45 16:30 16:30 7 - 9 Pk Volume 387 447 0 0 834 360 638 0 0 996 Pk Hr Factor 0.872 0.894 0.000 0.000 0.923 0.857 0.927 0.000 0.000 0.961 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 9/13/2016 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Talbot Rd Bet. VMC Central Dwy & VMC South Dwy 21:30 21:45 22:00 Total 12,149 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 12,149 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Appendix B HCM Analysis Sheets Existing Conditions Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Existing AM Peak Hour 9/27/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 871 198 0 1237 6 0 0 21 0 0 74 Future Volume (Veh/h) 0 871 198 0 1237 6 0 0 21 0 0 74 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)0 927 211 0 1316 6 0 0 22 0 0 79 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1322 1138 1550 2354 337 1573 2457 442 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 805 1138 1071 2006 337 1097 2125 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 97 100 100 92 cM capacity (veh/h) 701 610 138 51 659 139 42 933 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 265 265 265 343 526 526 269 22 79 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 211 0 0 6 22 79 cSH 1700 1700 1700 1700 1700 1700 1700 659 933 Volume to Capacity 0.16 0.16 0.16 0.20 0.31 0.31 0.16 0.03 0.08 Queue Length 95th (ft) 0 0 0 0 0 0 0 3 7 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.7 9.2 Lane LOS B A Approach Delay (s)0.0 0.0 10.7 9.2 Approach LOS B A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Existing AM Peak Hour 9/26/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 10.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 5 47 50 50 29 149 172 5 11 316 220 Future Vol, veh/h 35 5 47 50 50 29 149 172 5 11 316 220 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 5 51 54 54 32 162 187 5 12 343 239 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1044 1003 463 1029 1121 190 583 0 0 192 0 0 Stage 1 487 487 - 514 514 -- - -- - - Stage 2 557 516 - 515 607 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 207 242 599 212 206 852 991 - - 1381 - - Stage 1 562 550 - 543 535 - - - - - - - Stage 2 515 534 - 543 486 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 132 201 599 165 171 852 991 - - 1381 - - Mov Cap-2 Maneuver 132 201 - 165 171 - - - - - - - Stage 1 470 545 - 454 448 -- - -- - - Stage 2 365 447 - 487 482 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 30.1 53.7 4.3 0.2 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)991 - - 236 205 1381 - - HCM Lane V/C Ratio 0.163 - - 0.401 0.684 0.009 - - HCM Control Delay (s) 9.3 - - 30.1 53.7 7.6 - - HCM Lane LOS A - - D F A - - HCM 95th %tile Q(veh) 0.6 - - 1.8 4.3 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Existing AM Peak Hour 9/26/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 32 0 0 1 53 315 8 2 415 10 Future Vol, veh/h 2 0 32 0 0 1 53 315 8 2 415 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 34 0 0 1 56 335 9 2 441 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 904 907 447 920 908 339 452 0 0 344 0 0 Stage 1 451 451 - 452 452 -- - -- - - Stage 2 453 456 - 468 456 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 258 276 612 251 275 703 1109 - - 1215 - - Stage 1 588 571 - 587 570 - - - - - - - Stage 2 586 568 - 575 568 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 247 262 612 228 261 703 1109 - - 1215 - - Mov Cap-2 Maneuver 247 262 - 228 261 - - - - - - - Stage 1 558 570 - 557 541 -- - -- - - Stage 2 556 539 - 542 567 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 11.8 10.1 1.2 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1109 - - 563 703 1215 - - HCM Lane V/C Ratio 0.051 - - 0.064 0.002 0.002 - - HCM Control Delay (s) 8.4 - - 11.8 10.1 8 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Existing AM Peak Hour 9/26/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 46 2 0 1 58 382 0 0 431 21 Future Vol, veh/h 2 0 46 2 0 1 58 382 0 0 431 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 49 2 0 1 62 406 0 0 459 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1000 1000 470 1024 1011 406 481 0 -- - 0 Stage 1 470 470 - 530 530 -- - -- - - Stage 2 530 530 - 494 481 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 222 243 594 214 240 645 1082 - 0 0 - - Stage 1 574 560 - 533 527 - - - 0 0 - - Stage 2 533 527 - 557 554 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 212 229 594 188 226 645 1082 - -- - - Mov Cap-2 Maneuver 334 344 - 302 329 -- - -- - - Stage 1 541 560 - 502 497 -- - -- - - Stage 2 502 497 - 511 554 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 11.9 14.9 1.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h)1082 - 575 367 - - HCM Lane V/C Ratio 0.057 - 0.089 0.009 - - HCM Control Delay (s) 8.5 - 11.9 14.9 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.2 - 0.3 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Existing AM Peak Hour 9/26/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 224 514 147 22 960 44 429 198 36 74 76 323 Future Volume (veh/h) 224 514 147 22 960 44 429 198 36 74 76 323 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 238 547 156 23 1021 47 456 211 38 79 81 344 Adj No. of Lanes 121120210111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 273 1200 537 41 717 33 1002 448 81 320 336 530 Arrive On Green 0.15 0.34 0.34 0.02 0.21 0.21 0.29 0.29 0.29 0.18 0.18 0.18 Sat Flow, veh/h 1774 3539 1583 1774 3446 159 3442 1537 277 1774 1863 1583 Grp Volume(v), veh/h 238 547 156 23 524 544 456 0 249 79 81 344 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1835 1721 0 1814 1774 1863 1583 Q Serve(g_s), s 14.2 13.1 7.8 1.4 22.5 22.5 11.7 0.0 12.2 4.1 4.0 19.5 Cycle Q Clear(g_c), s 14.2 13.1 7.8 1.4 22.5 22.5 11.7 0.0 12.2 4.1 4.0 19.5 Prop In Lane 1.00 1.00 1.00 0.09 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 273 1200 537 41 368 382 1002 0 528 320 336 530 V/C Ratio(X)0.87 0.46 0.29 0.56 1.42 1.42 0.46 0.00 0.47 0.25 0.24 0.65 Avail Cap(c_a), veh/h 467 1456 651 107 368 382 1002 0 528 320 336 530 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 1.00 1.00 Uniform Delay (d), s/veh 44.7 27.9 26.2 52.3 42.8 42.8 31.3 0.0 31.5 38.0 38.0 30.6 Incr Delay (d2), s/veh 8.8 0.3 0.3 11.5 206.2 205.8 1.5 0.0 3.0 0.4 0.4 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 6.4 3.5 0.8 32.0 33.2 5.8 0.0 6.5 2.1 2.1 9.1 LnGrp Delay(d),s/veh 53.5 28.2 26.5 63.8 249.1 248.7 32.8 0.0 34.5 38.4 38.4 33.4 LnGrp LOS D C C E F F C CDDC Approach Vol, veh/h 941 1091 705 504 Approach Delay, s/veh 34.3 245.0 33.4 35.0 Approach LOS C F C C Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.0 7.0 41.2 24.0 21.2 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 6.5 44.5 19.5 28.5 22.5 Max Q Clear Time (g_c+I1), s 14.2 3.4 15.1 21.5 16.2 24.5 Green Ext Time (p_c), s 2.9 0.0 13.3 0.0 0.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 105.1 HCM 2010 LOS F Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Existing Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1193 103 0 1296 15 0 0 24 0 0 61 Future Volume (Veh/h) 0 1193 103 0 1296 15 0 0 24 0 0 61 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)0 1311 113 0 1424 16 0 0 26 0 0 67 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83 vC, conflicting volume 1440 1424 1909 2808 384 1786 2856 483 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 824 1424 1387 2467 384 1239 2525 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 96 100 100 93 cM capacity (veh/h) 668 474 79 25 614 105 23 903 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 375 375 375 300 570 570 301 26 67 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 113 0 0 16 26 67 cSH 1700 1700 1700 1700 1700 1700 1700 614 903 Volume to Capacity 0.22 0.22 0.22 0.18 0.34 0.34 0.18 0.04 0.07 Queue Length 95th (ft) 0 0 0 0 0 0 0 3 6 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.1 9.3 Lane LOS B A Approach Delay (s)0.0 0.0 11.1 9.3 Approach LOS B A Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Existing Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 58 7 245 5 16 11 102 164 7 5 198 54 Future Vol, veh/h 58 7 245 5 16 11 102 164 7 5 198 54 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 63 8 266 5 17 12 111 178 8 5 215 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 673 663 245 796 689 182 274 0 0 186 0 0 Stage 1 255 255 - 404 404 -- - -- - - Stage 2 418 408 - 392 285 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 369 382 794 305 369 861 1289 - - 1388 - - Stage 1 749 696 - 623 599 -- - -- - - Stage 2 612 597 - 633 676 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 326 348 794 186 336 861 1289 - - 1388 - - Mov Cap-2 Maneuver 326 348 - 186 336 -- - -- - - Stage 1 685 693 - 569 547 -- - -- - - Stage 2 534 546 - 415 674 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 17.8 15.8 3 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1289 - - 612 367 1388 - - HCM Lane V/C Ratio 0.086 - - 0.551 0.095 0.004 - - HCM Control Delay (s) 8.1 - - 17.8 15.8 7.6 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.3 - - 3.3 0.3 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Existing Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 65 2 0 2 32 255 6 5 445 4 Future Vol, veh/h 14 0 65 2 0 2 32 255 6 5 445 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 0 66 2 0 2 33 260 6 5 454 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 796 798 456 828 797 263 458 0 0 266 0 0 Stage 1 466 466 - 329 329 -- - -- - - Stage 2 330 332 - 499 468 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 305 319 604 290 319 776 1103 - - 1298 - - Stage 1 577 562 - 684 646 -- - -- - - Stage 2 683 644 - 554 561 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 296 308 604 252 308 776 1103 - - 1298 - - Mov Cap-2 Maneuver 296 308 - 252 308 -- - -- - - Stage 1 560 560 - 664 627 -- - -- - - Stage 2 661 625 - 491 559 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 13.4 14.6 0.9 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1103 - - 510 380 1298 - - HCM Lane V/C Ratio 0.03 - - 0.158 0.011 0.004 - - HCM Control Delay (s) 8.4 - - 13.4 14.6 7.8 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Existing Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 50 2 0 2 63 345 0 0 627 14 Future Vol, veh/h 14 0 50 2 0 2 63 345 0 0 627 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 0 53 2 0 2 67 367 0 0 667 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1176 1175 674 1202 1183 367 682 0 -- - 0 Stage 1 674 674 - 501 501 -- - -- - - Stage 2 502 501 - 701 682 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 168 192 455 161 189 678 911 - 0 0 - - Stage 1 444 454 - 552 543 -- - 0 0 - - Stage 2 552 543 - 429 450 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 158 178 455 134 175 678 911 - -- - - Mov Cap-2 Maneuver 279 299 - 233 276 -- - -- - - Stage 1 411 454 - 511 503 -- - -- - - Stage 2 510 503 - 379 450 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 15.8 15.5 1.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)911 - 400 347 - - HCM Lane V/C Ratio 0.074 - 0.17 0.012 - - HCM Control Delay (s) 9.3 - 15.8 15.5 - - HCM Lane LOS A - C C - - HCM 95th %tile Q(veh) 0.2 - 0.6 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Existing Mid-day Peak Hour 9/27/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 216 741 256 53 749 68 291 87 50 105 99 293 Future Volume (veh/h) 216 741 256 53 749 68 291 87 50 105 99 293 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 232 797 275 57 805 73 313 94 54 113 106 315 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 1540 689 74 1069 97 619 200 115 306 321 512 Arrive On Green 0.15 0.44 0.44 0.04 0.33 0.33 0.18 0.18 0.18 0.17 0.17 0.17 Sat Flow, veh/h 1774 3539 1583 1774 3282 298 3442 1112 639 1774 1863 1583 Grp Volume(v), veh/h 232 797 275 57 434 444 313 0 148 113 106 315 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1810 1721 0 1750 1774 1863 1583 Q Serve(g_s), s 13.4 17.3 12.5 3.3 23.0 23.0 8.6 0.0 8.0 5.9 5.2 17.7 Cycle Q Clear(g_c), s 13.4 17.3 12.5 3.3 23.0 23.0 8.6 0.0 8.0 5.9 5.2 17.7 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.36 1.00 1.00 Lane Grp Cap(c), veh/h 268 1540 689 74 576 589 619 0 315 306 321 512 V/C Ratio(X)0.87 0.52 0.40 0.78 0.75 0.75 0.51 0.00 0.47 0.37 0.33 0.62 Avail Cap(c_a), veh/h 441 1869 836 160 655 670 619 0 315 306 321 512 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 1.00 1.00 Uniform Delay (d), s/veh 43.6 21.6 20.3 49.9 31.7 31.7 38.9 0.0 38.6 38.4 38.2 30.0 Incr Delay (d2), s/veh 9.7 0.3 0.4 15.8 4.3 4.2 2.9 0.0 5.0 0.7 0.6 2.2 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 7.3 8.5 5.5 2.0 11.9 12.2 4.3 0.0 4.3 3.0 2.8 8.0 LnGrp Delay(d),s/veh 53.2 21.9 20.7 65.7 36.0 35.9 41.8 0.0 43.6 39.2 38.8 32.2 LnGrp LOS D C C E D D D D D D C Approach Vol, veh/h 1304 935 461 534 Approach Delay, s/veh 27.2 37.8 42.4 35.0 Approach LOS C D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 8.9 50.2 22.6 20.4 38.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 9.5 55.5 18.1 26.1 38.9 Max Q Clear Time (g_c+I1), s 10.6 5.3 19.3 19.7 15.4 25.0 Green Ext Time (p_c), s 1.3 0.0 16.0 0.0 0.5 9.2 Intersection Summary HCM 2010 Ctrl Delay 33.7 HCM 2010 LOS C Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Existing PM Peak Hour 9/27/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2089 79 0 1164 9 0 0 30 0 0 99 Future Volume (Veh/h) 0 2089 79 0 1164 9 0 0 30 0 0 99 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph)0 2176 82 0 1213 9 0 0 31 0 0 103 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.89 vC, conflicting volume 1222 2258 2724 3439 585 1792 3476 409 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 806 2258 2499 3304 585 1449 3345 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 93 100 100 89 cM capacity (veh/h) 723 224 12 7 454 76 7 962 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 622 622 622 393 485 485 252 31 103 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 82 0 0 9 31 103 cSH 1700 1700 1700 1700 1700 1700 1700 454 962 Volume to Capacity 0.37 0.37 0.37 0.23 0.29 0.29 0.15 0.07 0.11 Queue Length 95th (ft) 0 0 0 0 0 0 0 5 9 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.5 9.2 Lane LOS B A Approach Delay (s)0.0 0.0 13.5 9.2 Approach LOS B A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Existing PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 18.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 118 18 257 8 3 16 43 298 7 13 292 38 Future Vol, veh/h 118 18 257 8 3 16 43 298 7 13 292 38 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 127 19 276 9 3 17 46 320 8 14 314 41 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 789 782 334 927 800 324 355 0 0 328 0 0 Stage 1 362 362 - 417 417 -- - -- - - Stage 2 427 420 - 510 383 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 308 326 708 249 318 717 1204 - - 1232 - - Stage 1 657 625 - 613 591 -- - -- - - Stage 2 606 589 - 546 612 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 287 310 708 139 302 717 1204 - - 1232 - - Mov Cap-2 Maneuver 287 310 - 139 302 -- - -- - - Stage 1 632 618 - 590 568 -- - -- - - Stage 2 566 566 - 319 605 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 49.3 18.2 1 0.3 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1204 - - 472 301 1232 - - HCM Lane V/C Ratio 0.038 - - 0.895 0.096 0.011 - - HCM Control Delay (s) 8.1 - - 49.3 18.2 8 - - HCM Lane LOS A - - E C A - - HCM 95th %tile Q(veh) 0.1 - - 9.9 0.3 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Existing PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 92 2 1 0 24 336 1 1 550 5 Future Vol, veh/h 10 0 92 2 1 0 24 336 1 1 550 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 99 2 1 0 26 361 1 1 591 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1010 1010 594 1059 1012 362 597 0 0 362 0 0 Stage 1 596 596 - 413 413 -- - -- - - Stage 2 414 414 - 646 599 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 218 240 505 202 239 683 980 - - 1197 - - Stage 1 490 492 - 616 594 -- - -- - - Stage 2 616 593 - 460 490 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 213 233 505 159 232 683 980 - - 1197 - - Mov Cap-2 Maneuver 213 233 - 159 232 -- - -- - - Stage 1 477 492 - 600 578 -- - -- - - Stage 2 599 577 - 370 490 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 15.7 25.6 0.6 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)980 - - 445 178 1197 - - HCM Lane V/C Ratio 0.026 - - 0.246 0.018 0.001 - - HCM Control Delay (s) 8.8 - - 15.7 25.6 8 - - HCM Lane LOS A - - C D A - - HCM 95th %tile Q(veh) 0.1 - - 1 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Existing PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 52 3 1 0 92 288 0 0 499 16 Future Vol, veh/h 5 0 52 3 1 0 92 288 0 0 499 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 54 3 1 0 95 297 0 0 514 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1010 1010 523 1036 1018 297 531 0 -- - 0 Stage 1 523 523 - 487 487 -- - -- - - Stage 2 487 487 - 549 531 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 218 240 554 210 237 742 1036 - 0 0 - - Stage 1 537 530 - 562 550 -- - 0 0 - - Stage 2 562 550 - 520 526 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 202 218 554 176 215 742 1036 - -- - - Mov Cap-2 Maneuver 320 334 - 274 308 -- - -- - - Stage 1 488 530 - 510 500 -- - -- - - Stage 2 509 500 - 470 526 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.8 18 2.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)1036 - 521 282 - - HCM Lane V/C Ratio 0.092 - 0.113 0.015 - - HCM Control Delay (s) 8.8 - 12.8 18 - - HCM Lane LOS A - B C - - HCM 95th %tile Q(veh) 0.3 - 0.4 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Existing PM Peak Hour 9/26/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 226 1227 643 46 612 41 264 97 54 117 232 319 Future Volume (veh/h) 226 1227 643 46 612 41 264 97 54 117 232 319 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 240 1305 684 49 651 44 281 103 57 124 247 339 Adj No. of Lanes 121120210111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 272 1585 709 63 1110 75 578 189 105 344 361 550 Arrive On Green 0.15 0.45 0.45 0.04 0.33 0.33 0.17 0.17 0.17 0.19 0.19 0.19 Sat Flow, veh/h 1774 3539 1583 1774 3365 227 3442 1128 624 1774 1863 1583 Grp Volume(v), veh/h 240 1305 684 49 342 353 281 0 160 124 247 339 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1823 1721 0 1753 1774 1863 1583 Q Serve(g_s), s 15.4 37.5 48.8 3.2 18.6 18.7 8.6 0.0 9.7 7.0 14.3 20.7 Cycle Q Clear(g_c), s 15.4 37.5 48.8 3.2 18.6 18.7 8.6 0.0 9.7 7.0 14.3 20.7 Prop In Lane 1.00 1.00 1.00 0.12 1.00 0.36 1.00 1.00 Lane Grp Cap(c), veh/h 272 1585 709 63 584 601 578 0 294 344 361 550 V/C Ratio(X)0.88 0.82 0.96 0.78 0.59 0.59 0.49 0.00 0.54 0.36 0.68 0.62 Avail Cap(c_a), veh/h 403 1600 716 115 584 601 578 0 294 344 361 550 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 1.00 1.00 Uniform Delay (d), s/veh 48.1 28.0 31.2 55.5 32.3 32.3 43.8 0.0 44.2 40.6 43.5 31.5 Incr Delay (d2), s/veh 14.2 3.6 25.1 18.2 1.5 1.5 2.9 0.0 7.0 0.6 5.3 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.6 19.1 26.2 1.9 9.4 9.7 4.3 0.0 5.3 3.5 7.9 9.3 LnGrp Delay(d),s/veh 62.4 31.7 56.2 73.8 33.8 33.8 46.7 0.0 51.3 41.2 48.8 33.6 LnGrp LOS E C E E C C D DDDC Approach Vol, veh/h 2229 744 441 710 Approach Delay, s/veh 42.5 36.5 48.3 40.2 Approach LOS DDDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.6 56.5 27.0 22.3 42.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 7.5 52.5 22.5 26.4 33.6 Max Q Clear Time (g_c+I1), s 11.7 5.2 50.8 22.7 17.4 20.7 Green Ext Time (p_c), s 1.2 0.0 1.2 0.0 0.4 10.8 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Existing Plus Project Conditions Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Existing Plus Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 913 269 0 1254 6 0 0 29 0 0 92 Future Volume (Veh/h) 0 913 269 0 1254 6 0 0 29 0 0 92 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)0 971 286 0 1334 6 0 0 31 0 0 98 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83 vC, conflicting volume 1340 1257 1657 2454 386 1611 2594 448 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 691 1257 1073 2034 386 1017 2203 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 95 100 100 89 cM capacity (veh/h) 746 549 129 47 613 151 37 900 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 277 277 277 425 534 534 273 31 98 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 286 0 0 6 31 98 cSH 1700 1700 1700 1700 1700 1700 1700 613 900 Volume to Capacity 0.16 0.16 0.16 0.25 0.31 0.31 0.16 0.05 0.11 Queue Length 95th (ft) 0 0 0 0 0 0 0 4 9 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.2 9.5 Lane LOS B A Approach Delay (s)0.0 0.0 11.2 9.5 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Existing Plus Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 58.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 7 64 50 78 29 206 172 5 11 330 305 Future Vol, veh/h 49 7 64 50 78 29 206 172 5 11 330 305 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 53 8 70 54 85 32 224 187 5 12 359 332 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1244 1188 524 1225 1352 190 690 0 0 192 0 0 Stage 1 548 548 - 638 638 -- - -- - - Stage 2 696 640 - 587 714 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 151 188 553 156 150 852 905 - - 1381 - - Stage 1 521 517 - 465 471 -- - -- - - Stage 2 432 470 - 496 435 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver ~ 46 140 553 105 112 852 905 - - 1381 - - Mov Cap-2 Maneuver ~ 46 140 - 105 112 -- - -- - - Stage 1 392 513 - 350 354 -- - -- - - Stage 2 238 354 - 423 431 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 288.4 249 5.5 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)905 - - 97 130 1381 - - HCM Lane V/C Ratio 0.247 - - 1.345 1.313 0.009 - - HCM Control Delay (s) 10.3 - - 288.4 249 7.6 - - HCM Lane LOS B - - F F A - - HCM 95th %tile Q(veh) 1 - - 9.4 10.9 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Existing Plus Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 40 0 0 1 67 372 8 2 432 24 Future Vol, veh/h 2 0 40 0 0 1 67 372 8 2 432 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 43 0 0 1 71 396 9 2 460 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1020 1024 472 1041 1032 400 485 0 0 404 0 0 Stage 1 477 477 - 543 543 -- - -- - - Stage 2 543 547 - 498 489 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 215 235 592 208 233 650 1078 - - 1155 - - Stage 1 569 556 - 524 520 -- - -- - - Stage 2 524 517 - 554 549 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 204 219 592 183 217 650 1078 - - 1155 - - Mov Cap-2 Maneuver 204 219 - 183 217 -- - -- - - Stage 1 532 555 - 489 486 -- - -- - - Stage 2 489 483 - 513 548 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.2 10.5 1.3 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1078 - - 543 650 1155 - - HCM Lane V/C Ratio 0.066 - - 0.082 0.002 0.002 - - HCM Control Delay (s) 8.6 - - 12.2 10.5 8.1 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.2 - - 0.3 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Existing Plus Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 54 2 0 1 72 453 0 0 456 21 Future Vol, veh/h 2 0 54 2 0 1 72 453 0 0 456 21 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 57 2 0 1 77 482 0 0 485 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1132 1131 496 1160 1142 482 507 0 -- - 0 Stage 1 496 496 - 635 635 -- - -- - - Stage 2 636 635 - 525 507 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 180 203 574 172 200 584 1058 - 0 0 - - Stage 1 556 545 - 467 472 -- - 0 0 - - Stage 2 466 472 - 536 539 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 170 188 574 146 185 584 1058 - -- - - Mov Cap-2 Maneuver 291 306 - 258 290 -- - -- - - Stage 1 516 545 - 433 438 -- - -- - - Stage 2 431 438 - 482 539 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.3 16.5 1.2 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)1058 - 555 317 - - HCM Lane V/C Ratio 0.072 - 0.107 0.01 - - HCM Control Delay (s) 8.7 - 12.3 16.5 - - HCM Lane LOS A - B C - - HCM 95th %tile Q(veh) 0.2 - 0.4 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Existing Plus Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 266 522 147 22 960 53 429 232 36 82 84 340 Future Volume (veh/h) 266 522 147 22 960 53 429 232 36 82 84 340 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 283 555 156 23 1021 56 456 247 38 87 89 362 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 317 1266 567 41 689 38 973 446 69 310 326 560 Arrive On Green 0.18 0.36 0.36 0.02 0.20 0.20 0.28 0.28 0.28 0.18 0.18 0.18 Sat Flow, veh/h 1774 3539 1583 1774 3412 187 3442 1577 243 1774 1863 1583 Grp Volume(v), veh/h 283 555 156 23 529 548 456 0 285 87 89 362 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1830 1721 0 1820 1774 1863 1583 Q Serve(g_s), s 17.4 13.3 7.8 1.4 22.5 22.5 12.2 0.0 14.8 4.7 4.6 19.5 Cycle Q Clear(g_c), s 17.4 13.3 7.8 1.4 22.5 22.5 12.2 0.0 14.8 4.7 4.6 19.5 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 317 1266 567 41 357 370 973 0 515 310 326 560 V/C Ratio(X)0.89 0.44 0.28 0.57 1.48 1.48 0.47 0.00 0.55 0.28 0.27 0.65 Avail Cap(c_a), veh/h 454 1414 632 103 357 370 973 0 515 310 326 560 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 27.2 25.5 53.9 44.5 44.5 33.0 0.0 34.0 39.9 39.8 30.2 Incr Delay (d2), s/veh 14.8 0.2 0.3 11.9 231.2 230.9 1.6 0.0 4.3 0.5 0.4 2.6 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 9.8 6.5 3.5 0.8 33.9 35.0 6.0 0.0 8.0 2.4 2.4 9.8 LnGrp Delay(d),s/veh 59.5 27.5 25.7 65.7 275.7 275.3 34.7 0.0 38.2 40.4 40.3 32.7 LnGrp LOS E C C E F F C D D D C Approach Vol, veh/h 994 1100 741 538 Approach Delay, s/veh 36.3 271.1 36.0 35.2 Approach LOS D F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.0 7.0 44.4 24.0 24.4 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 6.5 44.5 19.5 28.5 22.5 Max Q Clear Time (g_c+I1), s 16.8 3.4 15.3 21.5 19.4 24.5 Green Ext Time (p_c), s 3.0 0.0 13.4 0.0 0.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 112.7 HCM 2010 LOS F Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Existing Plus Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1268 153 0 1450 15 0 0 44 0 0 100 Future Volume (Veh/h) 0 1268 153 0 1450 15 0 0 44 0 0 100 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)0 1393 168 0 1593 16 0 0 48 0 0 110 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83 vC, conflicting volume 1609 1561 2118 3086 432 1997 3162 539 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1018 1561 1631 2797 432 1485 2888 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 92 100 100 88 cM capacity (veh/h) 562 419 49 15 571 66 13 900 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 398 398 398 367 637 637 335 48 110 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 168 0 0 16 48 110 cSH 1700 1700 1700 1700 1700 1700 1700 571 900 Volume to Capacity 0.23 0.23 0.23 0.22 0.37 0.37 0.20 0.08 0.12 Queue Length 95th (ft) 0 0 0 0 0 0 0 7 10 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.9 9.6 Lane LOS B A Approach Delay (s)0.0 0.0 11.9 9.6 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Existing Plus Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 81.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 117 15 432 5 29 11 177 164 7 5 211 104 Future Vol, veh/h 117 15 432 5 29 11 177 164 7 5 211 104 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 127 16 470 5 32 12 192 178 8 5 229 113 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 886 868 286 1107 920 182 342 0 0 186 0 0 Stage 1 297 297 - 567 567 -- - -- - - Stage 2 589 571 - 540 353 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 265 290 753 188 271 861 1217 - - 1388 - - Stage 1 712 668 - 508 507 -- - -- - - Stage 2 494 505 - 526 631 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 205 243 753 59 227 861 1217 - - 1388 - - Mov Cap-2 Maneuver 205 243 - 59 227 -- - -- - - Stage 1 600 666 - 428 427 -- - -- - - Stage 2 380 425 - 192 629 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 179.4 28.7 4.3 0.1 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1217 - - 468 200 1388 - - HCM Lane V/C Ratio 0.158 - - 1.31 0.245 0.004 - - HCM Control Delay (s) 8.5 - - 179.4 28.7 7.6 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.6 - - 26.7 0.9 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Existing Plus Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 124 2 0 2 70 330 6 5 632 17 Future Vol, veh/h 14 0 124 2 0 2 70 330 6 5 632 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 0 127 2 0 2 71 337 6 5 645 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1148 1150 654 1210 1155 340 662 0 0 343 0 0 Stage 1 664 664 - 483 483 -- - -- - - Stage 2 484 486 - 727 672 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 176 198 467 159 197 702 927 - - 1216 - - Stage 1 450 458 - 565 553 -- - -- - - Stage 2 564 551 - 415 454 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 165 182 467 109 181 702 927 - - 1216 - - Mov Cap-2 Maneuver 165 182 - 109 181 -- - -- - - Stage 1 416 456 - 522 511 -- - -- - - Stage 2 519 509 - 301 452 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 19.1 24.5 1.6 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)927 - - 394 189 1216 - - HCM Lane V/C Ratio 0.077 - - 0.357 0.022 0.004 - - HCM Control Delay (s) 9.2 - - 19.1 24.5 8 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.2 - - 1.6 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Existing Plus Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 68 2 0 2 76 458 0 0 873 14 Future Vol, veh/h 14 0 68 2 0 2 76 458 0 0 873 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 0 72 2 0 2 81 487 0 0 929 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1586 1585 936 1621 1593 487 944 0 -- - 0 Stage 1 936 936 - 649 649 -- - -- - - Stage 2 650 649 - 972 944 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 87 108 321 83 107 581 727 - 0 0 - - Stage 1 318 344 - 458 466 -- - 0 0 - - Stage 2 458 466 - 304 341 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 79 96 321 59 95 581 727 - -- - - Mov Cap-2 Maneuver 187 215 - 122 186 -- - -- - - Stage 1 283 344 - 407 414 -- - -- - - Stage 2 405 414 - 235 341 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 23 23.2 1.5 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)727 - 286 202 - - HCM Lane V/C Ratio 0.111 - 0.305 0.021 - - HCM Control Delay (s) 10.6 - 23 23.2 - - HCM Lane LOS B - C C - - HCM 95th %tile Q(veh) 0.4 - 1.3 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Existing Plus Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 291 761 256 53 749 93 291 112 50 160 154 447 Future Volume (veh/h) 291 761 256 53 749 93 291 112 50 160 154 447 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 313 818 275 57 805 100 313 120 54 172 166 481 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 344 1666 745 74 1009 125 577 204 92 285 299 561 Arrive On Green 0.19 0.47 0.47 0.04 0.32 0.32 0.17 0.17 0.17 0.16 0.16 0.16 Sat Flow, veh/h 1774 3539 1583 1774 3169 394 3442 1218 548 1774 1863 1583 Grp Volume(v), veh/h 313 818 275 57 449 456 313 0 174 172 166 481 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1793 1721 0 1766 1774 1863 1583 Q Serve(g_s), s 19.5 17.9 12.5 3.6 26.2 26.2 9.4 0.0 10.3 10.2 9.3 18.1 Cycle Q Clear(g_c), s 19.5 17.9 12.5 3.6 26.2 26.2 9.4 0.0 10.3 10.2 9.3 18.1 Prop In Lane 1.00 1.00 1.00 0.22 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 344 1666 745 74 563 571 577 0 296 285 299 561 V/C Ratio(X)0.91 0.49 0.37 0.78 0.80 0.80 0.54 0.00 0.59 0.60 0.56 0.86 Avail Cap(c_a), veh/h 411 1742 779 149 610 619 577 0 296 285 299 561 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 1.00 1.00 Uniform Delay (d), s/veh 44.5 20.5 19.1 53.5 35.1 35.1 43.0 0.0 43.3 44.0 43.6 33.7 Incr Delay (d2), s/veh 21.6 0.2 0.3 15.8 6.9 6.8 3.6 0.0 8.3 3.6 2.2 12.5 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 11.6 8.8 5.6 2.1 13.8 14.0 4.8 0.0 5.7 5.3 4.9 15.8 LnGrp Delay(d),s/veh 66.0 20.8 19.4 69.3 42.0 41.9 46.6 0.0 51.6 47.6 45.9 46.2 LnGrp LOS E C B E D D D D D D D Approach Vol, veh/h 1406 962 487 819 Approach Delay, s/veh 30.6 43.6 48.4 46.4 Approach LOS C D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 9.2 57.6 22.6 26.4 40.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 9.5 55.5 18.1 26.1 38.9 Max Q Clear Time (g_c+I1), s 12.3 5.6 19.9 20.1 21.5 28.2 Green Ext Time (p_c), s 1.2 0.0 16.5 0.0 0.4 7.7 Intersection Summary HCM 2010 Ctrl Delay 39.9 HCM 2010 LOS D Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Existing Plus Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2134 109 0 1318 9 0 0 49 0 0 138 Future Volume (Veh/h) 0 2134 109 0 1318 9 0 0 49 0 0 138 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph)0 2223 114 0 1373 9 0 0 51 0 0 144 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC, conflicting volume 1382 2337 2882 3662 613 1984 3714 462 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 975 2337 2670 3553 613 1656 3612 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 88 100 100 85 cM capacity (veh/h) 622 208 8 5 436 50 5 959 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 635 635 635 432 549 549 284 51 144 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 114 0 0 9 51 144 cSH 1700 1700 1700 1700 1700 1700 1700 436 959 Volume to Capacity 0.37 0.37 0.37 0.25 0.32 0.32 0.17 0.12 0.15 Queue Length 95th (ft) 0 0 0 0 0 0 0 10 13 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.4 9.4 Lane LOS B A Approach Delay (s)0.0 0.0 14.4 9.4 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Existing Plus Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 147.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 176 26 442 8 11 16 87 298 7 13 300 67 Future Vol, veh/h 176 26 442 8 11 16 87 298 7 13 300 67 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 189 28 475 9 12 17 94 320 8 14 323 72 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 913 902 359 1149 934 324 395 0 0 328 0 0 Stage 1 387 387 - 511 511 -- - -- - - Stage 2 526 515 - 638 423 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 254 277 685 176 266 717 1164 - - 1232 - - Stage 1 637 610 - 545 537 -- - -- - - Stage 2 535 535 - 465 588 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 222 252 685 46 242 717 1164 - - 1232 - - Mov Cap-2 Maneuver 222 252 - 46 242 -- - -- - - Stage 1 586 603 - 501 494 -- - -- - - Stage 2 469 492 - 134 581 -- - -- - - Approach EB WB NB SB HCM Control Delay, s $ 329.4 38.3 1.9 0.3 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1164 - - 418 145 1232 - - HCM Lane V/C Ratio 0.08 - - 1.657 0.26 0.011 - - HCM Control Delay (s) 8.4 - -$ 329.4 38.3 8 - - HCM Lane LOS A - - F E A - - HCM 95th %tile Q(veh) 0.3 - - 40.7 1 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Existing Plus Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 150 2 1 0 47 380 1 1 735 13 Future Vol, veh/h 10 0 150 2 1 0 47 380 1 1 735 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 161 2 1 0 51 409 1 1 790 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1310 1310 797 1390 1316 409 804 0 0 410 0 0 Stage 1 799 799 - 510 510 -- - -- - - Stage 2 511 511 - 880 806 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 136 159 387 120 158 642 820 - - 1149 - - Stage 1 379 398 - 546 538 -- - -- - - Stage 2 545 537 - 342 395 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 129 149 387 67 148 642 820 - - 1149 - - Mov Cap-2 Maneuver 129 149 - 67 148 -- - -- - - Stage 1 355 398 - 512 505 -- - -- - - Stage 2 510 504 - 199 395 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 25.5 50.7 1.1 0 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)820 - - 344 82 1149 - - HCM Lane V/C Ratio 0.062 - - 0.5 0.039 0.001 - - HCM Control Delay (s) 9.7 - - 25.5 50.7 8.1 - - HCM Lane LOS A - - D F A - - HCM 95th %tile Q(veh) 0.2 - - 2.7 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Existing Plus Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 71 3 1 0 100 355 0 0 742 16 Future Vol, veh/h 5 0 71 3 1 0 100 355 0 0 742 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 73 3 1 0 103 366 0 0 765 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1346 1345 773 1382 1353 366 781 0 -- - 0 Stage 1 773 773 - 572 572 -- - -- - - Stage 2 573 572 - 810 781 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 128 151 399 121 150 679 837 - 0 0 - - Stage 1 392 409 - 505 504 -- - 0 0 - - Stage 2 505 504 - 374 405 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 116 132 399 89 132 679 837 - -- - - Mov Cap-2 Maneuver 228 254 - 159 221 -- - -- - - Stage 1 344 409 - 443 442 -- - -- - - Stage 2 442 442 - 305 405 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 16.9 26.6 2.2 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)837 - 380 171 - - HCM Lane V/C Ratio 0.123 - 0.206 0.024 - - HCM Control Delay (s) 9.9 - 16.9 26.6 - - HCM Lane LOS A - C D - - HCM 95th %tile Q(veh) 0.4 - 0.8 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Existing Plus Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 271 1246 643 46 612 56 264 112 54 171 286 473 Future Volume (veh/h) 271 1246 643 46 612 56 264 112 54 171 286 473 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 285 1312 677 48 644 59 278 118 57 180 301 498 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 316 1583 708 62 996 91 579 200 97 345 362 590 Arrive On Green 0.18 0.45 0.45 0.03 0.30 0.30 0.17 0.17 0.17 0.19 0.19 0.19 Sat Flow, veh/h 1774 3539 1583 1774 3279 300 3442 1188 574 1774 1863 1583 Grp Volume(v), veh/h 285 1312 677 48 347 356 278 0 175 180 301 498 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1810 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 18.2 37.7 47.8 3.1 19.7 19.7 8.5 0.0 10.6 10.5 18.0 22.5 Cycle Q Clear(g_c), s 18.2 37.7 47.8 3.1 19.7 19.7 8.5 0.0 10.6 10.5 18.0 22.5 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 316 1583 708 62 537 550 579 0 297 345 362 590 V/C Ratio(X)0.90 0.83 0.96 0.78 0.65 0.65 0.48 0.00 0.59 0.52 0.83 0.84 Avail Cap(c_a), veh/h 404 1604 718 115 537 550 579 0 297 345 362 590 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 1.00 1.00 Uniform Delay (d), s/veh 46.6 28.1 30.9 55.5 34.9 35.0 43.6 0.0 44.5 41.8 44.8 33.3 Incr Delay (d2), s/veh 19.4 3.8 23.2 18.6 2.7 2.6 2.8 0.0 8.4 1.4 15.1 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 19.2 25.4 1.8 10.0 10.3 4.2 0.0 5.8 5.3 10.8 16.3 LnGrp Delay(d),s/veh 66.0 31.9 54.1 74.1 37.6 37.6 46.4 0.0 52.8 43.3 59.9 44.1 LnGrp LOS E C D E D D D D D E D Approach Vol, veh/h 2274 751 453 979 Approach Delay, s/veh 42.8 39.9 48.9 48.8 Approach LOS D D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.5 56.3 27.0 25.1 39.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 7.5 52.5 22.5 26.4 33.6 Max Q Clear Time (g_c+I1), s 12.6 5.1 49.8 24.5 20.2 21.7 Green Ext Time (p_c), s 1.1 0.0 2.0 0.0 0.4 10.0 Intersection Summary HCM 2010 Ctrl Delay 44.2 HCM 2010 LOS D Project Opening Year Without Project Conditions Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Project Opening Year Without Project AM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 947 204 0 1324 6 0 0 22 0 0 76 Future Volume (Veh/h) 0 947 204 0 1324 6 0 0 22 0 0 76 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)0 1007 217 0 1409 6 0 0 23 0 0 81 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90 vC, conflicting volume 1415 1224 1666 2530 360 1687 2636 473 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1075 1224 1354 2314 360 1377 2431 29 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 96 100 100 91 cM capacity (veh/h) 580 565 89 34 636 90 28 936 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 288 288 288 361 564 564 288 23 81 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 217 0 0 6 23 81 cSH 1700 1700 1700 1700 1700 1700 1700 636 936 Volume to Capacity 0.17 0.17 0.17 0.21 0.33 0.33 0.17 0.04 0.09 Queue Length 95th (ft) 0 0 0 0 0 0 0 3 7 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.9 9.2 Lane LOS B A Approach Delay (s)0.0 0.0 10.9 9.2 Approach LOS B A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project AM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 13.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 5 48 52 52 30 154 197 5 11 346 227 Future Vol, veh/h 36 5 48 52 52 30 154 197 5 11 346 227 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 5 52 57 57 33 167 214 5 12 376 247 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1119 1077 499 1104 1199 217 623 0 0 220 0 0 Stage 1 523 523 - 552 552 -- - -- - - Stage 2 596 554 - 552 647 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 184 219 572 188 185 823 958 - - 1349 - - Stage 1 537 530 - 518 515 -- - -- - - Stage 2 490 514 - 518 467 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 109 179 572 144 151 823 958 - - 1349 - - Mov Cap-2 Maneuver 109 179 - 144 151 -- - -- - - Stage 1 443 525 - 428 425 -- - -- - - Stage 2 337 424 - 462 463 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 38.5 76.5 4.1 0.1 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)958 - - 201 181 1349 - - HCM Lane V/C Ratio 0.175 - - 0.481 0.805 0.009 - - HCM Control Delay (s) 9.6 - - 38.5 76.5 7.7 - - HCM Lane LOS A - - E F A - - HCM 95th %tile Q(veh) 0.6 - - 2.4 5.5 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project AM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 33 0 0 1 55 345 8 2 448 10 Future Vol, veh/h 2 0 33 0 0 1 55 345 8 2 448 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 35 0 0 1 59 367 9 2 477 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 975 979 482 992 979 371 487 0 0 376 0 0 Stage 1 486 486 - 488 488 -- - -- - - Stage 2 489 493 - 504 491 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 231 250 584 225 250 675 1076 - - 1182 - - Stage 1 563 551 - 561 550 -- - -- - - Stage 2 561 547 - 550 548 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 221 236 584 202 236 675 1076 - - 1182 - - Mov Cap-2 Maneuver 221 236 - 202 236 -- - -- - - Stage 1 532 550 - 530 520 -- - -- - - Stage 2 529 517 - 516 547 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.2 10.3 1.2 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1076 - - 534 675 1182 - - HCM Lane V/C Ratio 0.054 - - 0.07 0.002 0.002 - - HCM Control Delay (s) 8.5 - - 12.2 10.3 8.1 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project AM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 47 2 0 1 60 414 0 0 464 22 Future Vol, veh/h 2 0 47 2 0 1 60 414 0 0 464 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 50 2 0 1 64 440 0 0 494 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1074 1073 505 1098 1085 440 517 0 -- - 0 Stage 1 505 505 - 568 568 -- - -- - - Stage 2 569 568 - 530 517 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 198 220 567 190 217 617 1049 - 0 0 - - Stage 1 549 540 - 508 506 -- - 0 0 - - Stage 2 507 506 - 533 534 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 188 207 567 165 204 617 1049 - -- - - Mov Cap-2 Maneuver 311 324 - 279 309 -- - -- - - Stage 1 516 540 - 477 475 -- - -- - - Stage 2 475 475 - 486 534 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.2 15.7 1.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)1049 - 549 341 - - HCM Lane V/C Ratio 0.061 - 0.095 0.009 - - HCM Control Delay (s) 8.7 - 12.2 15.7 - - HCM Lane LOS A - B C - - HCM 95th %tile Q(veh) 0.2 - 0.3 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Project Opening Year Without Project AM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 241 565 156 23 1009 45 447 204 37 86 78 343 Future Volume (veh/h) 241 565 156 23 1009 45 447 204 37 86 78 343 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 256 601 166 24 1073 48 476 217 39 91 83 365 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 291 1224 548 42 709 32 990 443 80 316 332 542 Arrive On Green 0.16 0.35 0.35 0.02 0.21 0.21 0.29 0.29 0.29 0.18 0.18 0.18 Sat Flow, veh/h 1774 3539 1583 1774 3451 154 3442 1538 276 1774 1863 1583 Grp Volume(v), veh/h 256 601 166 24 550 571 476 0 256 91 83 365 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1836 1721 0 1814 1774 1863 1583 Q Serve(g_s), s 15.4 14.6 8.4 1.5 22.5 22.5 12.5 0.0 12.8 4.9 4.2 19.5 Cycle Q Clear(g_c), s 15.4 14.6 8.4 1.5 22.5 22.5 12.5 0.0 12.8 4.9 4.2 19.5 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 291 1224 548 42 364 377 990 0 522 316 332 542 V/C Ratio(X)0.88 0.49 0.30 0.57 1.51 1.51 0.48 0.00 0.49 0.29 0.25 0.67 Avail Cap(c_a), veh/h 462 1439 644 105 364 377 990 0 522 316 332 542 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 1.00 1.00 Uniform Delay (d), s/veh 44.7 28.2 26.2 52.9 43.5 43.5 32.2 0.0 32.3 39.0 38.7 30.8 Incr Delay (d2), s/veh 11.3 0.3 0.3 11.7 244.4 244.1 1.7 0.0 3.3 0.5 0.4 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 7.2 3.7 0.9 35.6 36.9 6.2 0.0 6.9 2.4 2.2 9.9 LnGrp Delay(d),s/veh 56.0 28.5 26.5 64.6 287.9 287.6 33.9 0.0 35.6 39.5 39.1 34.0 LnGrp LOS E C C E F F C D D D C Approach Vol, veh/h 1023 1145 732 539 Approach Delay, s/veh 35.0 283.1 34.5 35.7 Approach LOS D F C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.0 7.1 42.4 24.0 22.5 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 6.5 44.5 19.5 28.5 22.5 Max Q Clear Time (g_c+I1), s 14.8 3.5 16.6 21.5 17.4 24.5 Green Ext Time (p_c), s 3.0 0.0 14.1 0.0 0.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 117.6 HCM 2010 LOS F Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Project Opening Year Without Project Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1279 106 0 1385 15 0 0 25 0 0 63 Future Volume (Veh/h) 0 1279 106 0 1385 15 0 0 25 0 0 63 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)0 1405 116 0 1522 16 0 0 27 0 0 69 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.81 0.81 0.81 0.81 0.81 0.81 vC, conflicting volume 1538 1521 2039 3001 409 1908 3051 515 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 838 1521 1458 2647 409 1296 2709 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 95 100 100 92 cM capacity (veh/h) 641 435 68 18 591 92 17 877 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 401 401 401 317 609 609 320 27 69 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 116 0 0 16 27 69 cSH 1700 1700 1700 1700 1700 1700 1700 591 877 Volume to Capacity 0.24 0.24 0.24 0.19 0.36 0.36 0.19 0.05 0.08 Queue Length 95th (ft) 0 0 0 0 0 0 0 4 6 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.4 9.5 Lane LOS B A Approach Delay (s)0.0 0.0 11.4 9.5 Approach LOS B A Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 8.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 7 252 5 16 11 105 189 7 5 224 56 Future Vol, veh/h 60 7 252 5 16 11 105 189 7 5 224 56 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 65 8 274 5 17 12 114 205 8 5 243 61 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 737 726 274 863 752 209 304 0 0 213 0 0 Stage 1 285 285 - 437 437 -- - -- - - Stage 2 452 441 - 426 315 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 334 351 765 275 339 831 1257 - - 1357 - - Stage 1 722 676 - 598 579 -- - -- - - Stage 2 587 577 - 606 656 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 292 318 765 161 307 831 1257 - - 1357 - - Mov Cap-2 Maneuver 292 318 - 161 307 -- - -- - - Stage 1 657 674 - 544 526 -- - -- - - Stage 2 509 525 - 383 654 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 20.4 17.1 2.8 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1257 - - 573 332 1357 - - HCM Lane V/C Ratio 0.091 - - 0.605 0.105 0.004 - - HCM Control Delay (s) 8.2 - - 20.4 17.1 7.7 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.3 - - 4 0.3 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 67 2 0 2 33 283 6 5 478 4 Future Vol, veh/h 14 0 67 2 0 2 33 283 6 5 478 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 0 68 2 0 2 34 289 6 5 488 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 860 862 490 893 861 292 492 0 0 295 0 0 Stage 1 500 500 - 359 359 -- - -- - - Stage 2 360 362 - 534 502 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 276 293 578 262 293 747 1071 - - 1266 - - Stage 1 553 543 - 659 627 -- - -- - - Stage 2 658 625 - 530 542 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 268 283 578 225 283 747 1071 - - 1266 - - Mov Cap-2 Maneuver 268 283 - 225 283 -- - -- - - Stage 1 535 541 - 638 607 -- - -- - - Stage 2 635 605 - 465 540 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 14 15.5 0.9 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1071 - - 482 346 1266 - - HCM Lane V/C Ratio 0.031 - - 0.171 0.012 0.004 - - HCM Control Delay (s) 8.5 - - 14 15.5 7.9 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 52 2 0 2 65 375 0 0 666 14 Future Vol, veh/h 14 0 52 2 0 2 65 375 0 0 666 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 0 55 2 0 2 69 399 0 0 709 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1254 1253 716 1281 1260 399 723 0 -- - 0 Stage 1 716 716 - 537 537 -- - -- - - Stage 2 538 537 - 744 723 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 149 172 430 142 170 651 879 - 0 0 - - Stage 1 421 434 - 528 523 -- - 0 0 - - Stage 2 527 523 - 407 431 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 140 158 430 116 157 651 879 - -- - - Mov Cap-2 Maneuver 259 280 - 212 258 -- - -- - - Stage 1 388 434 - 487 482 -- - -- - - Stage 2 484 482 - 355 431 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 16.7 16.4 1.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)879 - 377 320 - - HCM Lane V/C Ratio 0.079 - 0.186 0.013 - - HCM Control Delay (s) 9.4 - 16.7 16.4 - - HCM Lane LOS A - C C - - HCM 95th %tile Q(veh) 0.3 - 0.7 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Project Opening Year Without Project Mid-day Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 233 798 269 55 807 70 305 90 52 118 102 312 Future Volume (veh/h) 233 798 269 55 807 70 305 90 52 118 102 312 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 251 858 289 59 868 75 328 97 56 127 110 335 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 286 1593 713 76 1095 95 600 193 112 296 311 519 Arrive On Green 0.16 0.45 0.45 0.04 0.33 0.33 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 3539 1583 1774 3297 285 3442 1109 640 1774 1863 1583 Grp Volume(v), veh/h 251 858 289 59 466 477 328 0 153 127 110 335 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1812 1721 0 1750 1774 1863 1583 Q Serve(g_s), s 15.0 19.1 13.3 3.6 25.9 25.9 9.4 0.0 8.6 7.0 5.7 18.1 Cycle Q Clear(g_c), s 15.0 19.1 13.3 3.6 25.9 25.9 9.4 0.0 8.6 7.0 5.7 18.1 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 286 1593 713 76 588 602 600 0 305 296 311 519 V/C Ratio(X)0.88 0.54 0.41 0.78 0.79 0.79 0.55 0.00 0.50 0.43 0.35 0.65 Avail Cap(c_a), veh/h 427 1811 810 155 635 650 600 0 305 296 311 519 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 1.00 1.00 Uniform Delay (d), s/veh 44.5 21.7 20.1 51.4 32.8 32.8 40.9 0.0 40.5 40.6 40.0 31.1 Incr Delay (d2), s/veh 13.1 0.3 0.4 15.3 6.4 6.3 3.6 0.0 5.8 1.0 0.7 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 9.4 5.9 2.1 13.7 14.0 4.8 0.0 4.7 3.5 3.0 9.0 LnGrp Delay(d),s/veh 57.6 21.9 20.4 66.7 39.2 39.1 44.4 0.0 46.3 41.5 40.7 33.8 LnGrp LOS E C C E D D D D D D C Approach Vol, veh/h 1398 1002 481 572 Approach Delay, s/veh 28.0 40.8 45.0 36.9 Approach LOS C D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 9.2 53.3 22.6 22.0 40.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 9.5 55.5 18.1 26.1 38.9 Max Q Clear Time (g_c+I1), s 11.4 5.6 21.1 20.1 17.0 27.9 Green Ext Time (p_c), s 1.3 0.0 17.3 0.0 0.5 8.1 Intersection Summary HCM 2010 Ctrl Delay 35.6 HCM 2010 LOS D Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Project Opening Year Without Project PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2202 81 0 1249 9 0 0 31 0 0 102 Future Volume (Veh/h) 0 2202 81 0 1249 9 0 0 31 0 0 102 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph)0 2294 84 0 1301 9 0 0 32 0 0 106 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.87 0.87 0.87 0.87 0.87 0.87 vC, conflicting volume 1310 2378 2876 3646 616 1911 3684 438 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 820 2378 2626 3515 616 1513 3558 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 93 100 100 89 cM capacity (veh/h) 698 201 9 5 434 66 5 940 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 655 655 655 412 520 520 269 32 106 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 84 0 0 9 32 106 cSH 1700 1700 1700 1700 1700 1700 1700 434 940 Volume to Capacity 0.39 0.39 0.39 0.24 0.31 0.31 0.16 0.07 0.11 Queue Length 95th (ft) 0 0 0 0 0 0 0 6 9 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.0 9.3 Lane LOS B A Approach Delay (s)0.0 0.0 14.0 9.3 Approach LOS B A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 26.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 122 19 265 8 3 16 44 327 7 13 321 39 Future Vol, veh/h 122 19 265 8 3 16 44 327 7 13 321 39 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 131 20 285 9 3 17 47 352 8 14 345 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 854 848 366 997 865 355 387 0 0 359 0 0 Stage 1 394 394 - 450 450 -- - -- - - Stage 2 460 454 - 547 415 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 279 298 679 223 292 689 1171 - - 1200 - - Stage 1 631 605 - 589 572 -- - -- - - Stage 2 581 569 - 521 592 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 259 283 679 118 277 689 1171 - - 1200 - - Mov Cap-2 Maneuver 259 283 - 118 277 -- - -- - - Stage 1 606 598 - 565 549 -- - -- - - Stage 2 541 546 - 289 585 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 73.9 20.2 1 0.3 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1171 - - 437 265 1200 - - HCM Lane V/C Ratio 0.04 - - 0.999 0.11 0.012 - - HCM Control Delay (s) 8.2 - - 73.9 20.2 8 - - HCM Lane LOS A - - F C A - - HCM 95th %tile Q(veh) 0.1 - - 12.8 0.4 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 95 2 1 0 25 366 1 1 587 5 Future Vol, veh/h 10 0 95 2 1 0 25 366 1 1 587 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 102 2 1 0 27 394 1 1 631 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1084 1084 634 1135 1087 394 637 0 0 395 0 0 Stage 1 636 636 - 448 448 -- - -- - - Stage 2 448 448 - 687 639 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 194 217 479 179 216 655 947 - - 1164 - - Stage 1 466 472 - 590 573 -- - -- - - Stage 2 590 573 - 437 470 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 189 211 479 138 210 655 947 - - 1164 - - Mov Cap-2 Maneuver 189 211 - 138 210 -- - -- - - Stage 1 453 472 - 573 557 -- - -- - - Stage 2 572 557 - 344 470 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 16.8 28.6 0.6 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)947 - - 418 156 1164 - - HCM Lane V/C Ratio 0.028 - - 0.27 0.021 0.001 - - HCM Control Delay (s) 8.9 - - 16.8 28.6 8.1 - - HCM Lane LOS A - - C D A - - HCM 95th %tile Q(veh) 0.1 - - 1.1 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 54 3 1 0 95 317 0 0 534 16 Future Vol, veh/h 5 0 54 3 1 0 95 317 0 0 534 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 56 3 1 0 98 327 0 0 551 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1082 1082 559 1110 1090 327 567 0 -- - 0 Stage 1 559 559 - 523 523 -- - -- - - Stage 2 523 523 - 587 567 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 195 217 529 187 215 714 1005 - 0 0 - - Stage 1 513 511 - 537 530 -- - 0 0 - - Stage 2 537 530 - 496 507 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 180 196 529 155 194 714 1005 - -- - - Mov Cap-2 Maneuver 298 315 - 252 289 -- - -- - - Stage 1 463 511 - 485 478 -- - -- - - Stage 2 484 478 - 444 507 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 13.3 19.1 2.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)1005 - 496 260 - - HCM Lane V/C Ratio 0.097 - 0.123 0.016 - - HCM Control Delay (s) 9 - 13.3 19.1 - - HCM Lane LOS A - B C - - HCM 95th %tile Q(veh) 0.3 - 0.4 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Project Opening Year Without Project PM Peak Hour 09/28/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 243 1299 667 47 666 42 277 100 56 131 239 339 Future Volume (veh/h) 243 1299 667 47 666 42 277 100 56 131 239 339 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 256 1367 702 49 701 44 292 105 59 138 252 357 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 288 1593 713 63 1094 69 575 187 105 342 359 562 Arrive On Green 0.16 0.45 0.45 0.04 0.32 0.32 0.17 0.17 0.17 0.19 0.19 0.19 Sat Flow, veh/h 1774 3539 1583 1774 3383 212 3442 1121 630 1774 1863 1583 Grp Volume(v), veh/h 256 1367 702 49 367 378 292 0 164 138 252 357 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1825 1721 0 1752 1774 1863 1583 Q Serve(g_s), s 16.5 40.4 51.1 3.2 20.6 20.6 9.0 0.0 10.0 7.9 14.7 21.9 Cycle Q Clear(g_c), s 16.5 40.4 51.1 3.2 20.6 20.6 9.0 0.0 10.0 7.9 14.7 21.9 Prop In Lane 1.00 1.00 1.00 0.12 1.00 0.36 1.00 1.00 Lane Grp Cap(c), veh/h 288 1593 713 63 572 590 575 0 293 342 359 562 V/C Ratio(X)0.89 0.86 0.99 0.78 0.64 0.64 0.51 0.00 0.56 0.40 0.70 0.63 Avail Cap(c_a), veh/h 402 1593 713 114 572 590 575 0 293 342 359 562 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 1.00 1.00 Uniform Delay (d), s/veh 47.8 28.7 31.7 55.8 33.7 33.7 44.2 0.0 44.6 41.2 43.9 31.3 Incr Delay (d2), s/veh 16.4 4.9 29.9 18.2 2.4 2.3 3.2 0.0 7.5 0.8 6.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.4 20.6 28.1 1.9 10.5 10.8 4.6 0.0 5.5 4.0 8.2 9.9 LnGrp Delay(d),s/veh 64.2 33.7 61.6 74.0 36.1 36.0 47.4 0.0 52.2 42.0 49.9 33.7 LnGrp LOS E C E E D D D D D D C Approach Vol, veh/h 2325 794 456 747 Approach Delay, s/veh 45.5 38.4 49.1 40.7 Approach LOS D D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.6 57.0 27.0 23.4 42.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 7.5 52.5 22.5 26.4 33.6 Max Q Clear Time (g_c+I1), s 12.0 5.2 53.1 23.9 18.5 22.6 Green Ext Time (p_c), s 1.2 0.0 0.0 0.0 0.4 9.5 Intersection Summary HCM 2010 Ctrl Delay 43.7 HCM 2010 LOS D Project Opening Year With Project Conditions Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Project Opening Year With Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 989 275 0 1341 6 0 0 30 0 0 94 Future Volume (Veh/h) 0 989 275 0 1341 6 0 0 30 0 0 94 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)0 1052 293 0 1427 6 0 0 32 0 0 100 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.81 0.81 0.81 0.81 0.81 0.81 vC, conflicting volume 1433 1345 1774 2632 410 1725 2775 479 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 701 1345 1124 2186 410 1063 2363 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 95 100 100 89 cM capacity (veh/h) 720 508 115 36 591 136 28 875 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 301 301 301 443 571 571 291 32 100 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 293 0 0 6 32 100 cSH 1700 1700 1700 1700 1700 1700 1700 591 875 Volume to Capacity 0.18 0.18 0.18 0.26 0.34 0.34 0.17 0.05 0.11 Queue Length 95th (ft) 0 0 0 0 0 0 0 4 10 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.4 9.6 Lane LOS B A Approach Delay (s)0.0 0.0 11.4 9.6 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Project Opening Year With Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 105.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 7 65 52 80 30 211 197 5 11 360 312 Future Vol, veh/h 50 7 65 52 80 30 211 197 5 11 360 312 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 54 8 71 57 87 33 229 214 5 12 391 339 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1320 1263 561 1300 1430 217 730 0 0 220 0 0 Stage 1 585 585 - 676 676 -- - -- - - Stage 2 735 678 - 624 754 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 134 170 527 138 135 823 874 - - 1349 - - Stage 1 497 498 - 443 453 -- - -- - - Stage 2 411 452 - 473 417 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver ~ 27 124 527 90 99 823 874 - - 1349 - - Mov Cap-2 Maneuver ~ 27 124 - 90 99 -- - -- - - Stage 1 367 494 - 327 334 -- - -- - - Stage 2 215 334 - 400 413 -- - -- - - Approach EB WB NB SB HCM Control Delay, s $ 703.1 $ 351.4 5.4 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)874 - - 60 114 1349 - - HCM Lane V/C Ratio 0.262 - - 2.21 1.545 0.009 - - HCM Control Delay (s) 10.6 - -$ 703.1$ 351.4 7.7 - - HCM Lane LOS B - - F F A - - HCM 95th %tile Q(veh) 1.1 - - 12.9 12.9 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Project Opening Year With Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 41 0 0 1 69 402 8 2 465 24 Future Vol, veh/h 2 0 41 0 0 1 69 402 8 2 465 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 44 0 0 1 73 428 9 2 495 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1091 1095 507 1113 1103 432 520 0 0 436 0 0 Stage 1 512 512 - 579 579 -- - -- - - Stage 2 579 583 - 534 524 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 192 214 566 186 211 624 1046 - - 1124 - - Stage 1 545 536 - 501 501 -- - -- - - Stage 2 501 499 - 530 530 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 181 199 566 162 196 624 1046 - - 1124 - - Mov Cap-2 Maneuver 181 199 - 162 196 -- - -- - - Stage 1 507 535 - 466 466 -- - -- - - Stage 2 465 464 - 488 529 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.7 10.8 1.3 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1046 - - 515 624 1124 - - HCM Lane V/C Ratio 0.07 - - 0.089 0.002 0.002 - - HCM Control Delay (s) 8.7 - - 12.7 10.8 8.2 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0.2 - - 0.3 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Project Opening Year With Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 55 2 0 1 74 485 0 0 489 22 Future Vol, veh/h 2 0 55 2 0 1 74 485 0 0 489 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 59 2 0 1 79 516 0 0 520 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1206 1205 532 1234 1217 516 544 0 -- - 0 Stage 1 532 532 - 673 673 -- - -- - - Stage 2 674 673 - 561 544 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 160 184 547 153 181 559 1025 - 0 0 - - Stage 1 531 526 - 445 454 -- - 0 0 - - Stage 2 444 454 - 512 519 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 150 170 547 129 167 559 1025 - -- - - Mov Cap-2 Maneuver 271 289 - 238 272 -- - -- - - Stage 1 490 526 - 411 419 -- - -- - - Stage 2 409 419 - 457 519 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 12.7 17.4 1.2 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)1025 - 528 294 - - HCM Lane V/C Ratio 0.077 - 0.115 0.011 - - HCM Control Delay (s) 8.8 - 12.7 17.4 - - HCM Lane LOS A - B C - - HCM 95th %tile Q(veh) 0.2 - 0.4 0 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Project Opening Year With Project AM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 283 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 283 573 156 23 1009 54 447 238 37 94 86 360 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 301 610 166 24 1073 57 476 253 39 100 91 383 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 334 1290 577 42 682 36 962 441 68 307 322 572 Arrive On Green 0.19 0.36 0.36 0.02 0.20 0.20 0.28 0.28 0.28 0.17 0.17 0.17 Sat Flow, veh/h 1774 3539 1583 1774 3419 182 3442 1577 243 1774 1863 1583 Grp Volume(v), veh/h 301 610 166 24 555 575 476 0 292 100 91 383 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1831 1721 0 1820 1774 1863 1583 Q Serve(g_s), s 18.7 14.9 8.4 1.5 22.5 22.5 13.0 0.0 15.5 5.6 4.8 19.5 Cycle Q Clear(g_c), s 18.7 14.9 8.4 1.5 22.5 22.5 13.0 0.0 15.5 5.6 4.8 19.5 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 334 1290 577 42 353 365 962 0 508 307 322 572 V/C Ratio(X)0.90 0.47 0.29 0.58 1.57 1.57 0.50 0.00 0.57 0.33 0.28 0.67 Avail Cap(c_a), veh/h 448 1397 625 102 353 365 962 0 508 307 322 572 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 1.00 1.00 Uniform Delay (d), s/veh 44.7 27.5 25.4 54.5 45.1 45.1 34.0 0.0 34.9 40.9 40.5 30.3 Incr Delay (d2), s/veh 17.1 0.3 0.3 12.0 270.9 270.7 1.8 0.0 4.7 0.6 0.5 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 10.7 7.3 3.7 0.9 37.5 38.7 6.5 0.0 8.4 2.8 2.5 10.5 LnGrp Delay(d),s/veh 61.8 27.8 25.7 66.5 316.0 315.9 35.8 0.0 39.5 41.5 41.0 33.3 LnGrp LOS E C C E F F D D D D C Approach Vol, veh/h 1077 1154 768 574 Approach Delay, s/veh 37.0 310.7 37.2 36.0 Approach LOS D F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.0 7.1 45.6 24.0 25.7 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 31.5 6.5 44.5 19.5 28.5 22.5 Max Q Clear Time (g_c+I1), s 17.5 3.5 16.9 21.5 20.7 24.5 Green Ext Time (p_c), s 3.0 0.0 14.2 0.0 0.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 125.3 HCM 2010 LOS F Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Project Opening Year Without Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1354 156 0 1539 15 0 0 45 0 0 102 Future Volume (Veh/h) 0 1354 156 0 1539 15 0 0 45 0 0 102 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)0 1488 171 0 1691 16 0 0 49 0 0 112 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.80 0.80 0.80 0.80 0.80 0.80 vC, conflicting volume 1707 1659 2249 3280 458 2120 3358 572 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1021 1659 1696 2981 458 1535 3077 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 91 100 100 87 cM capacity (veh/h) 542 384 42 11 550 58 10 870 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 425 425 425 384 676 676 354 49 112 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 171 0 0 16 49 112 cSH 1700 1700 1700 1700 1700 1700 1700 550 870 Volume to Capacity 0.25 0.25 0.25 0.23 0.40 0.40 0.21 0.09 0.13 Queue Length 95th (ft) 0 0 0 0 0 0 0 7 11 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.2 9.7 Lane LOS B A Approach Delay (s)0.0 0.0 12.2 9.7 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 138.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 119 50 439 5 29 11 180 189 7 5 237 106 Future Vol, veh/h 119 50 439 5 29 11 180 189 7 5 237 106 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 129 54 477 5 32 12 196 205 8 5 258 115 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 948 930 315 1193 985 209 373 0 0 213 0 0 Stage 1 326 326 - 601 601 -- - -- - - Stage 2 622 604 - 592 384 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 241 267 725 164 248 831 1185 - - 1357 - - Stage 1 687 648 - 487 489 -- - -- - - Stage 2 474 488 - 493 611 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 183 222 725 40 206 831 1185 - - 1357 - - Mov Cap-2 Maneuver 183 222 - 40 206 -- - -- - - Stage 1 573 646 - 406 408 -- - -- - - Stage 2 360 407 - 154 609 -- - -- - - Approach EB WB NB SB HCM Control Delay, s $ 308.8 36.8 4.1 0.1 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1185 - - 411 161 1357 - - HCM Lane V/C Ratio 0.165 - - 1.608 0.304 0.004 - - HCM Control Delay (s) 8.6 - -$ 308.8 36.8 7.7 - - HCM Lane LOS A - - F E A - - HCM 95th %tile Q(veh) 0.6 - - 37.8 1.2 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 126 2 0 2 71 358 6 5 665 17 Future Vol, veh/h 14 0 126 2 0 2 71 358 6 5 665 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 0 129 2 0 2 72 365 6 5 679 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1211 1213 687 1275 1219 368 696 0 0 371 0 0 Stage 1 697 697 - 513 513 -- - -- - - Stage 2 514 516 - 762 706 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 159 182 447 144 180 677 900 - - 1188 - - Stage 1 431 443 - 544 536 -- - -- - - Stage 2 543 534 - 397 439 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 148 167 447 96 165 677 900 - - 1188 - - Mov Cap-2 Maneuver 148 167 - 96 165 -- - -- - - Stage 1 397 441 - 500 493 -- - -- - - Stage 2 498 491 - 282 437 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 20.6 27 1.5 0.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)900 - - 372 168 1188 - - HCM Lane V/C Ratio 0.08 - - 0.384 0.024 0.004 - - HCM Control Delay (s) 9.3 - - 20.6 27 8 - - HCM Lane LOS A - - C D A - - HCM 95th %tile Q(veh) 0.3 - - 1.8 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 70 2 0 2 77 488 0 0 912 14 Future Vol, veh/h 14 0 70 2 0 2 77 488 0 0 912 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 0 74 2 0 2 82 519 0 0 970 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1662 1661 978 1698 1668 519 985 0 -- - 0 Stage 1 978 978 - 683 683 -- - -- - - Stage 2 684 683 - 1015 985 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 77 97 304 73 96 557 701 - 0 0 - - Stage 1 301 329 - 439 449 -- - 0 0 - - Stage 2 439 449 - 287 326 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 70 86 304 50 85 557 701 - -- - - Mov Cap-2 Maneuver 174 203 - 108 174 -- - -- - - Stage 1 266 329 - 388 396 -- - -- - - Stage 2 386 396 - 217 326 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 24.8 25.4 1.5 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)701 - 270 181 - - HCM Lane V/C Ratio 0.117 - 0.331 0.024 - - HCM Control Delay (s) 10.8 - 24.8 25.4 - - HCM Lane LOS B - C D - - HCM 95th %tile Q(veh) 0.4 - 1.4 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Project Opening Year Without Project Mid-day Peak Hour 09/30/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 308 818 269 55 807 95 305 115 52 173 157 466 Future Volume (veh/h) 308 818 269 55 807 95 305 115 52 173 157 466 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 331 880 289 59 868 102 328 124 56 186 169 501 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 360 1704 762 76 1026 121 563 199 90 278 292 569 Arrive On Green 0.20 0.48 0.48 0.04 0.32 0.32 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1774 3539 1583 1774 3191 375 3442 1216 549 1774 1863 1583 Grp Volume(v), veh/h 331 880 289 59 481 489 328 0 180 186 169 501 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1797 1721 0 1766 1774 1863 1583 Q Serve(g_s), s 21.1 19.8 13.4 3.8 29.3 29.3 10.2 0.0 11.0 11.4 9.7 18.1 Cycle Q Clear(g_c), s 21.1 19.8 13.4 3.8 29.3 29.3 10.2 0.0 11.0 11.4 9.7 18.1 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 360 1704 762 76 569 578 563 0 289 278 292 569 V/C Ratio(X)0.92 0.52 0.38 0.78 0.85 0.85 0.58 0.00 0.62 0.67 0.58 0.88 Avail Cap(c_a), veh/h 400 1704 762 146 595 604 563 0 289 278 292 569 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 1.00 1.00 Uniform Delay (d), s/veh 45.2 20.7 19.0 54.8 36.6 36.6 44.7 0.0 45.0 45.9 45.2 34.7 Incr Delay (d2), s/veh 24.8 0.3 0.3 15.4 10.6 10.4 4.4 0.0 9.8 6.1 2.9 14.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.9 9.7 5.9 2.2 16.0 16.2 5.2 0.0 6.1 6.0 5.3 17.2 LnGrp Delay(d),s/veh 70.0 21.0 19.3 70.1 47.1 47.0 49.1 0.0 54.8 52.0 48.1 49.6 LnGrp LOS E C B E D D D D D D D Approach Vol, veh/h 1500 1029 508 856 Approach Delay, s/veh 31.5 48.4 51.1 49.8 Approach LOS C D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 9.5 60.2 22.6 27.9 41.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 9.5 55.5 18.1 26.1 38.9 Max Q Clear Time (g_c+I1), s 13.0 5.8 21.8 20.1 23.1 31.3 Green Ext Time (p_c), s 1.2 0.0 17.7 0.0 0.3 5.9 Intersection Summary HCM 2010 Ctrl Delay 42.5 HCM 2010 LOS D Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 6: Davis Ave & S 43rd St Project Opening Year With Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2247 111 0 1403 9 0 0 50 0 0 141 Future Volume (Veh/h) 0 2247 111 0 1403 9 0 0 50 0 0 141 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph)0 2341 116 0 1461 9 0 0 52 0 0 147 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)334 402 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1470 2457 3033 3869 643 2103 3922 492 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 984 2457 2798 3768 643 1718 3830 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 100 87 100 100 84 cM capacity (veh/h) 601 187 6 4 416 44 3 934 Direction, Lane #EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 669 669 669 450 584 584 301 52 147 Volume Left 0 0 0 0 0 0 0 0 0 Volume Right 0 0 0 116 0 0 9 52 147 cSH 1700 1700 1700 1700 1700 1700 1700 416 934 Volume to Capacity 0.39 0.39 0.39 0.26 0.34 0.34 0.18 0.13 0.16 Queue Length 95th (ft) 0 0 0 0 0 0 0 11 14 Control Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.9 9.6 Lane LOS B A Approach Delay (s)0.0 0.0 14.9 9.6 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min)15 Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Project Opening Year With Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 177.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 180 27 450 8 11 16 88 327 7 13 329 68 Future Vol, veh/h 180 27 450 8 11 16 88 327 7 13 329 68 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 194 29 484 9 12 17 95 352 8 14 354 73 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 977 966 390 1220 1000 355 427 0 0 359 0 0 Stage 1 418 418 - 545 545 -- - -- - - Stage 2 559 548 - 675 455 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 230 255 658 157 243 689 1132 - - 1200 - - Stage 1 612 591 - 523 519 -- - -- - - Stage 2 513 517 - 444 569 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 200 231 658 35 220 689 1132 - - 1200 - - Mov Cap-2 Maneuver 200 231 - 35 220 -- - -- - - Stage 1 561 584 - 479 475 -- - -- - - Stage 2 447 474 - 110 562 -- - -- - - Approach EB WB NB SB HCM Control Delay, s $ 407.4 50.3 1.8 0.3 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1132 - - 386 116 1200 - - HCM Lane V/C Ratio 0.084 - - 1.83 0.324 0.012 - - HCM Control Delay (s) 8.5 - -$ 407.4 50.3 8 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.3 - - 45.8 1.3 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 12: Talbot Road & VMC Central Drwy/Drwy Project Opening Year With Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 153 2 1 0 48 410 1 1 772 13 Future Vol, veh/h 10 0 153 2 1 0 48 410 1 1 772 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 50 - - 50 - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 0 165 2 1 0 52 441 1 1 830 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1384 1384 837 1467 1391 441 844 0 0 442 0 0 Stage 1 839 839 - 545 545 -- - -- - - Stage 2 545 545 - 922 846 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 121 143 367 106 142 616 792 - - 1118 - - Stage 1 360 381 - 523 519 -- - -- - - Stage 2 523 519 - 324 378 -- - -- - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 114 133 367 56 133 616 792 - - 1118 - - Mov Cap-2 Maneuver 114 133 - 56 133 -- - -- - - Stage 1 336 381 - 489 485 -- - -- - - Stage 2 488 485 - 179 378 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 28.6 59.7 1 0 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)792 - - 323 69 1118 - - HCM Lane V/C Ratio 0.065 - - 0.543 0.047 0.001 - - HCM Control Delay (s) 9.9 - - 28.6 59.7 8.2 - - HCM Lane LOS A - - D F A - - HCM 95th %tile Q(veh) 0.2 - - 3.1 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 9: Talbot Road & VMC South Drwy/Drwy Project Opening Year With Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 73 3 1 0 103 384 0 0 777 16 Future Vol, veh/h 5 0 73 3 1 0 103 384 0 0 777 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - -- - - 170 - -- - - Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 - Grade, %- 0 -- 0 -- 0 -- 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 75 3 1 0 106 396 0 0 801 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1418 1417 809 1455 1426 396 818 0 -- - 0 Stage 1 809 809 - 608 608 -- - -- - - Stage 2 609 608 - 847 818 -- - -- - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - -- - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -- - -- - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -- - -- - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - -- - - Pot Cap-1 Maneuver 114 137 380 108 135 653 810 - 0 0 - - Stage 1 374 394 - 483 486 -- - 0 0 - - Stage 2 482 486 - 357 390 -- - 0 0 - - Platoon blocked, %-- - Mov Cap-1 Maneuver 102 119 380 78 117 653 810 - -- - - Mov Cap-2 Maneuver 212 240 - 143 205 -- - -- - - Stage 1 325 394 - 420 422 -- - -- - - Stage 2 418 422 - 286 390 -- - -- - - Approach EB WB NB SB HCM Control Delay, s 17.8 28.9 2.1 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBT EBLn1WBLn1 SBT SBR Capacity (veh/h)810 - 362 155 - - HCM Lane V/C Ratio 0.131 - 0.222 0.027 - - HCM Control Delay (s) 10.1 - 17.8 28.9 - - HCM Lane LOS B - C D - - HCM 95th %tile Q(veh) 0.5 - 0.8 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Project Opening Year With Project PM Peak Hour 09/29/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 288 1318 667 47 666 57 277 115 56 185 293 493 Future Volume (veh/h) 288 1318 667 47 666 57 277 115 56 185 293 493 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 303 1387 702 49 701 60 292 121 59 195 308 519 Adj No. of Lanes 1 2 1 1 2 0 2 1 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 333 1593 713 63 983 84 575 198 96 342 359 603 Arrive On Green 0.19 0.45 0.45 0.04 0.30 0.30 0.17 0.17 0.17 0.19 0.19 0.19 Sat Flow, veh/h 1774 3539 1583 1774 3300 282 3442 1184 577 1774 1863 1583 Grp Volume(v), veh/h 303 1387 702 49 376 385 292 0 180 195 308 519 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1813 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 19.5 41.3 51.1 3.2 22.1 22.1 9.0 0.0 11.1 11.6 18.7 22.5 Cycle Q Clear(g_c), s 19.5 41.3 51.1 3.2 22.1 22.1 9.0 0.0 11.1 11.6 18.7 22.5 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 333 1593 713 63 527 540 575 0 294 342 359 603 V/C Ratio(X)0.91 0.87 0.99 0.78 0.71 0.71 0.51 0.00 0.61 0.57 0.86 0.86 Avail Cap(c_a), veh/h 402 1593 713 114 527 540 575 0 294 342 359 603 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 1.00 1.00 Uniform Delay (d), s/veh 46.4 29.0 31.7 55.8 36.5 36.5 44.2 0.0 45.1 42.7 45.5 33.3 Incr Delay (d2), s/veh 21.7 5.5 29.9 18.2 4.5 4.4 3.2 0.0 9.1 2.2 18.2 12.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 21.3 28.1 1.9 11.4 11.7 4.6 0.0 6.1 5.9 11.4 17.3 LnGrp Delay(d),s/veh 68.1 34.5 61.6 74.0 41.0 41.0 47.4 0.0 54.2 44.9 63.7 45.4 LnGrp LOS E C E E D D D D D E D Approach Vol, veh/h 2392 810 472 1022 Approach Delay, s/veh 46.7 43.0 50.0 50.8 Approach LOS D D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.6 57.0 27.0 26.4 39.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 7.5 52.5 22.5 26.4 33.6 Max Q Clear Time (g_c+I1), s 13.1 5.2 53.1 24.5 21.5 24.1 Green Ext Time (p_c), s 1.2 0.0 0.0 0.0 0.4 8.4 Intersection Summary HCM 2010 Ctrl Delay 47.3 HCM 2010 LOS D ALTERNATIVE ACCESS SCENARIO – PROJECT OPENING YEAR WITH PROJECT CONDITIONS Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Alternative Access Scenario OYWP AM Peak Hour 10/17/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 16.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 7 33 52 80 30 106 302 5 11 392 156 Future Vol, veh/h 25 7 33 52 80 30 106 302 5 11 392 156 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 8 36 57 87 33 115 328 5 12 426 170 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1156 1099 511 1118 1181 331 596 0 0 334 0 0 Stage 1 535 535 - 561 561 - - - - - - - Stage 2 621 564 - 557 620 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 174 212 563 184 190 711 980 - - 1225 - - Stage 1 529 524 - 512 510 - - - - - - - Stage 2 475 508 - 515 480 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 89 185 563 151 166 711 980 - - 1225 - - Mov Cap-2 Maneuver 89 185 - 151 166 - - - - - - - Stage 1 467 519 - 452 450 - - - - - - - Stage 2 323 448 - 470 475 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 39.8 102.4 2.4 0.2 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 980 - - 172 187 1225 - - HCM Lane V/C Ratio 0.118 - - 0.411 0.942 0.01 - - HCM Control Delay (s) 9.2 - - 39.8 102.4 8 - - HCM Lane LOS A - - E F A - - HCM 95th %tile Q(veh) 0.4 - - 1.8 7.5 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 21: Talbot Road & New Garage Access Alternative Access Scenario OYWP AM Peak Hour 10/17/2016 Synchro 9 Report Walker Parking Consultants Page 4 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 25 32 105 252 527 156 Future Vol, veh/h 25 32 105 252 527 156 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 35 114 274 573 170 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1160 658 742 0 - 0 Stage 1 658 - - - - - Stage 2 502 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 216 464 865 - - - Stage 1 515 - - - - - Stage 2 608 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 188 464 865 - - - Mov Cap-2 Maneuver 324 - - - - - Stage 1 515 - - - - - Stage 2 528 - - - - - Approach EB NB SB HCM Control Delay, s 16 2.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 865 - 390 - - HCM Lane V/C Ratio 0.132 - 0.159 - - HCM Control Delay (s) 9.8 - 16 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.5 - 0.6 - - Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Alternative Access OYWP Mid-day Peak Hour 10/17/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 138.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 119 50 439 5 29 11 180 189 7 5 237 106 Future Vol, veh/h 119 50 439 5 29 11 180 189 7 5 237 106 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 129 54 477 5 32 12 196 205 8 5 258 115 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 948 930 315 1193 985 209 373 0 0 213 0 0 Stage 1 326 326 - 601 601 - - - - - - - Stage 2 622 604 - 592 384 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 241 267 725 164 248 831 1185 - - 1357 - - Stage 1 687 648 - 487 489 - - - - - - - Stage 2 474 488 - 493 611 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 183 222 725 40 206 831 1185 - - 1357 - - Mov Cap-2 Maneuver 183 222 - 40 206 - - - - - - - Stage 1 573 646 - 406 408 - - - - - - - Stage 2 360 407 - 154 609 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 308.8 36.8 4.1 0.1 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1185 - - 411 161 1357 - - HCM Lane V/C Ratio 0.165 - - 1.608 0.304 0.004 - - HCM Control Delay (s) 8.6 - -$ 308.8 36.8 7.7 - - HCM Lane LOS A - - F E A - - HCM 95th %tile Q(veh) 0.6 - - 37.8 1.2 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 21: Talbot Road & Alternative Garage Access Alternative Access OYWP Mid-day Peak Hour 10/17/2016 Synchro 9 Report Walker Parking Consultants Page 4 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 40 146 60 259 202 35 Future Vol, veh/h 40 146 60 259 202 35 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 60 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 43 159 65 282 220 38 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 651 239 258 0 - 0 Stage 1 239 - - - - - Stage 2 412 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 433 800 1307 - - - Stage 1 801 - - - - - Stage 2 669 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 411 800 1307 - - - Mov Cap-2 Maneuver 505 - - - - - Stage 1 801 - - - - - Stage 2 636 - - - - - Approach EB NB SB HCM Control Delay, s 12.1 1.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1307 - 711 - - HCM Lane V/C Ratio 0.05 - 0.284 - - HCM Control Delay (s) 7.9 - 12.1 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.2 - 1.2 - - Valley Medical Center MOB TIA HCM 2010 TWSC 15: Talbot Road & VMC Access Rd/177th St Alternatuve Access OYWP PM Peak Hour 10/17/2016 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 133.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 180 27 225 8 11 16 44 371 7 13 554 34 Future Vol, veh/h 180 27 225 8 11 16 44 371 7 13 554 34 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 194 29 242 9 12 17 47 399 8 14 596 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1154 1143 614 1274 1157 403 632 0 0 406 0 0 Stage 1 642 642 - 497 497 - - - - - - - Stage 2 512 501 - 777 660 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver ~ 174 200 492 144 196 647 951 - - 1153 - - Stage 1 463 469 - 555 545 - - - - - - - Stage 2 545 543 - 390 460 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 154 188 492 62 184 647 951 - - 1153 - - Mov Cap-2 Maneuver ~ 154 188 - 62 184 - - - - - - - Stage 1 440 463 - 528 518 - - - - - - - Stage 2 493 516 - 184 454 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 455.5 33.4 0.9 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 951 - - 244 164 1153 - - HCM Lane V/C Ratio 0.05 - - 1.904 0.229 0.012 - - HCM Control Delay (s) 9 - -$ 455.5 33.4 8.2 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.2 - - 32.9 0.8 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Valley Medical Center MOB TIA HCM 2010 TWSC 21: Talbot Road & New Garage Access Alternatuve Access OYWP PM Peak Hour 10/17/2016 Synchro 9 Report Walker Parking Consultants Page 4 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 90 225 44 523 376 34 Future Vol, veh/h 90 225 44 523 376 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 60 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 98 245 48 568 409 37 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1091 427 446 0 - 0 Stage 1 427 - - - - - Stage 2 664 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 238 628 1114 - - - Stage 1 658 - - - - - Stage 2 512 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 228 628 1114 - - - Mov Cap-2 Maneuver 357 - - - - - Stage 1 658 - - - - - Stage 2 490 - - - - - Approach EB NB SB HCM Control Delay, s 24.7 0.7 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1114 - 516 - - HCM Lane V/C Ratio 0.043 - 0.664 - - HCM Control Delay (s) 8.4 - 24.7 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.1 - 4.8 - - Project Opening Year With Project and Improvements Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Improved OY With Project AM Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 283 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 283 573 156 23 1009 54 447 238 37 94 86 360 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 301 610 166 24 1073 57 476 253 39 100 91 383 Adj No. of Lanes 221121210111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 397 1157 517 44 835 374 1137 602 93 138 241 388 Arrive On Green 0.12 0.33 0.33 0.02 0.24 0.24 0.33 0.38 0.38 0.08 0.13 0.13 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 1577 243 1774 1863 1583 Grp Volume(v), veh/h 301 610 166 24 1073 57 476 0 292 100 91 383 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 0 1820 1774 1863 1583 Q Serve(g_s), s 8.1 13.4 2.8 1.3 22.5 2.7 10.2 0.0 11.3 5.3 4.3 9.1 Cycle Q Clear(g_c), s 8.1 13.4 2.8 1.3 22.5 2.7 10.2 0.0 11.3 5.3 4.3 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 397 1157 517 44 835 374 1137 0 695 138 241 388 V/C Ratio(X)0.76 0.53 0.32 0.55 1.28 0.15 0.42 0.00 0.42 0.72 0.38 0.99 Avail Cap(c_a), veh/h 1029 1652 739 121 835 374 1137 0 695 363 381 507 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 1.00 1.00 Uniform Delay (d), s/veh 40.9 26.1 3.3 46.0 36.4 28.9 24.8 0.0 21.7 43.0 38.0 14.6 Incr Delay (d2), s/veh 3.0 0.4 0.4 10.3 137.2 0.2 1.1 0.0 1.9 7.0 1.0 33.0 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 4.0 6.6 2.9 0.8 26.8 1.2 5.0 0.0 6.0 2.9 2.3 12.2 LnGrp Delay(d),s/veh 43.8 26.5 3.6 56.2 173.7 29.1 25.9 0.0 23.6 50.0 39.0 47.6 LnGrp LOS D C A E F C C CDDD Approach Vol, veh/h 1077 1154 768 574 Approach Delay, s/veh 27.8 164.1 25.0 46.7 Approach LOS C F C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 40.9 6.9 35.7 36.0 16.8 15.5 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 31.5 6.5 44.5 31.5 19.5 28.5 22.5 Max Q Clear Time (g_c+I1), s 7.3 13.3 3.3 15.4 12.2 11.1 10.1 24.5 Green Ext Time (p_c), s 0.2 3.3 0.0 15.1 3.4 1.2 0.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 74.3 HCM 2010 LOS E Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 15: Talbot Road & VMC Access Rd/177th St Improved OY With Project AM Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 7 65 52 80 30 211 197 5 11 360 312 Future Volume (veh/h) 50 7 65 52 80 30 211 197 5 11 360 312 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 54 8 71 57 87 33 229 214 5 12 391 339 Adj No. of Lanes 010010110110 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, %222222222222 Cap, veh/h 175 41 138 155 150 49 449 1221 29 865 621 539 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 507 261 879 417 961 316 723 1813 42 1157 922 800 Grp Volume(v), veh/h 133 0 0 177 0 0 229 0 219 12 0 730 Grp Sat Flow(s),veh/h/ln 1647 0 0 1694 0 0 723 0 1855 1157 0 1722 Q Serve(g_s), s 0.0 0.0 0.0 1.4 0.0 0.0 13.9 0.0 2.3 0.2 0.0 12.7 Cycle Q Clear(g_c), s 3.7 0.0 0.0 5.0 0.0 0.0 26.7 0.0 2.3 2.5 0.0 12.7 Prop In Lane 0.41 0.53 0.32 0.19 1.00 0.02 1.00 0.46 Lane Grp Cap(c), veh/h 353 0 0 355 0 0 449 0 1250 865 0 1160 V/C Ratio(X)0.38 0.00 0.00 0.50 0.00 0.00 0.51 0.00 0.18 0.01 0.00 0.63 Avail Cap(c_a), veh/h 627 0 0 656 0 0 545 0 1495 1018 0 1387 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.4 0.0 0.0 20.9 0.0 0.0 12.5 0.0 3.2 3.7 0.0 4.9 Incr Delay (d2), s/veh 0.7 0.0 0.0 1.1 0.0 0.0 0.9 0.0 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 2.5 0.0 0.0 2.8 0.0 1.2 0.1 0.0 6.1 LnGrp Delay(d),s/veh 21.1 0.0 0.0 22.0 0.0 0.0 13.3 0.0 3.3 3.7 0.0 5.6 LnGrp LOS C C B A A A Approach Vol, veh/h 133 177 448 742 Approach Delay, s/veh 21.1 22.0 8.4 5.5 Approach LOS C C A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 40.2 12.8 40.2 12.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 42.7 18.3 42.7 18.3 Max Q Clear Time (g_c+I1), s 28.7 5.7 14.7 7.0 Green Ext Time (p_c), s 7.0 1.5 10.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 9.7 HCM 2010 LOS A Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Improved OY With Project Mid-day Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 308 818 269 55 807 95 305 115 52 173 157 466 Future Volume (veh/h) 308 818 269 55 807 95 305 115 52 173 157 466 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 331 880 289 59 868 102 328 124 56 186 169 501 Adj No. of Lanes 221121210111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 421 1479 662 76 1198 536 638 290 131 221 330 475 Arrive On Green 0.12 0.42 0.42 0.04 0.34 0.34 0.19 0.24 0.24 0.12 0.18 0.18 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 1216 549 1774 1863 1583 Grp Volume(v), veh/h 331 880 289 59 868 102 328 0 180 186 169 501 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 0 1766 1774 1863 1583 Q Serve(g_s), s 9.5 19.6 7.0 3.4 21.9 4.6 8.8 0.0 8.8 10.5 8.4 16.7 Cycle Q Clear(g_c), s 9.5 19.6 7.0 3.4 21.9 4.6 8.8 0.0 8.8 10.5 8.4 16.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 421 1479 662 76 1198 536 638 0 421 221 330 475 V/C Ratio(X)0.79 0.59 0.44 0.78 0.72 0.19 0.51 0.00 0.43 0.84 0.51 1.06 Avail Cap(c_a), veh/h 881 1925 861 165 1350 604 638 0 421 315 330 475 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 1.00 1.00 Uniform Delay (d), s/veh 43.5 23.0 5.9 48.3 29.6 23.9 37.4 0.0 33.0 43.7 38.0 14.5 Incr Delay (d2), s/veh 3.3 0.4 0.5 15.3 1.7 0.2 3.0 0.0 3.2 13.2 1.3 56.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.6 3.1 2.0 11.0 2.1 4.4 0.0 4.7 5.9 4.4 14.7 LnGrp Delay(d),s/veh 46.7 23.4 6.4 63.6 31.3 24.0 40.4 0.0 36.1 56.9 39.3 71.2 LnGrp LOS D C A E C C D D E D F Approach Vol, veh/h 1500 1029 508 856 Approach Delay, s/veh 25.3 32.4 38.9 61.8 Approach LOS C C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.2 28.8 8.9 47.1 23.4 22.6 17.0 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.1 18.9 9.5 55.5 18.9 18.1 26.1 38.9 Max Q Clear Time (g_c+I1), s 12.5 10.8 5.4 21.6 10.8 18.7 11.5 23.9 Green Ext Time (p_c), s 0.2 1.4 0.0 18.0 1.4 0.0 1.0 10.6 Intersection Summary HCM 2010 Ctrl Delay 37.0 HCM 2010 LOS D Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 15: Talbot Road & VMC Access Rd/177th St Improved OY With Project Mid-day Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 50 439 5 29 11 180 189 7 5 237 106 Future Volume (veh/h) 119 50 439 5 29 11 180 189 7 5 237 106 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 129 54 477 5 32 12 196 205 8 5 258 115 Adj No. of Lanes 010010110110 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, %222222222222 Cap, veh/h 193 78 457 116 507 174 397 707 28 531 485 216 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 242 194 1136 69 1261 431 1005 1781 70 1164 1222 545 Grp Volume(v), veh/h 660 0 0 49 0 0 196 0 213 5 0 373 Grp Sat Flow(s),veh/h/ln 1572 0 0 1762 0 0 1005 0 1850 1164 0 1767 Q Serve(g_s), s 14.3 0.0 0.0 0.0 0.0 0.0 8.3 0.0 3.5 0.1 0.0 7.2 Cycle Q Clear(g_c), s 18.0 0.0 0.0 0.8 0.0 0.0 15.5 0.0 3.5 3.6 0.0 7.2 Prop In Lane 0.20 0.72 0.10 0.24 1.00 0.04 1.00 0.31 Lane Grp Cap(c), veh/h 728 0 0 797 0 0 397 0 734 531 0 701 V/C Ratio(X)0.91 0.00 0.00 0.06 0.00 0.00 0.49 0.00 0.29 0.01 0.00 0.53 Avail Cap(c_a), veh/h 728 0 0 797 0 0 403 0 744 538 0 711 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.7 0.0 0.0 8.2 0.0 0.0 16.3 0.0 9.2 10.4 0.0 10.3 Incr Delay (d2), s/veh 15.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.9 0.0 0.0 0.4 0.0 0.0 2.4 0.0 1.8 0.0 0.0 3.6 LnGrp Delay(d),s/veh 28.7 0.0 0.0 8.3 0.0 0.0 17.2 0.0 9.4 10.5 0.0 11.1 LnGrp LOS C A B A B B Approach Vol, veh/h 660 49 409 378 Approach Delay, s/veh 28.7 8.3 13.2 11.1 Approach LOS C A B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 22.3 22.5 22.3 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0 Max Q Clear Time (g_c+I1), s 17.5 20.0 9.2 2.8 Green Ext Time (p_c), s 0.2 0.0 3.0 4.7 Intersection Summary HCM 2010 Ctrl Delay 19.3 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Improved OY With Project PM Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 288 1318 667 47 666 57 277 115 56 185 293 493 Future Volume (veh/h) 288 1318 667 47 666 57 277 115 56 185 293 493 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 303 1387 702 49 701 60 292 121 59 195 308 519 Adj No. of Lanes 221121210111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 378 1539 688 63 1275 570 541 291 142 225 402 515 Arrive On Green 0.11 0.43 0.43 0.04 0.36 0.36 0.16 0.25 0.25 0.13 0.22 0.22 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 1184 577 1774 1863 1583 Grp Volume(v), veh/h 303 1387 702 49 701 60 292 0 180 195 308 519 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 9.8 41.7 29.1 3.1 18.1 2.9 9.0 0.0 9.8 12.4 17.8 22.1 Cycle Q Clear(g_c), s 9.8 41.7 29.1 3.1 18.1 2.9 9.0 0.0 9.8 12.4 17.8 22.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 378 1539 688 63 1275 570 541 0 433 225 402 515 V/C Ratio(X)0.80 0.90 1.02 0.78 0.55 0.11 0.54 0.00 0.42 0.87 0.77 1.01 Avail Cap(c_a), veh/h 676 1621 725 93 1275 570 541 0 433 283 414 526 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 1.00 1.00 Uniform Delay (d), s/veh 49.8 30.1 11.0 54.8 29.2 24.4 44.5 0.0 36.3 49.1 42.2 16.8 Incr Delay (d2), s/veh 4.0 7.1 38.5 21.5 0.5 0.1 3.8 0.0 2.9 19.9 8.2 40.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 21.7 19.9 1.9 8.9 1.3 4.5 0.0 5.2 7.3 10.1 15.4 LnGrp Delay(d),s/veh 53.7 37.2 49.5 76.3 29.7 24.5 48.3 0.0 39.2 69.0 50.4 57.8 LnGrp LOS D D F E C C D D E D F Approach Vol, veh/h 2392 810 472 1022 Approach Delay, s/veh 42.9 32.2 44.9 57.7 Approach LOS D C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 32.7 8.6 54.3 22.5 29.2 17.1 45.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.3 25.2 6.0 52.5 18.0 25.5 22.5 36.0 Max Q Clear Time (g_c+I1), s 14.4 11.8 5.1 43.7 11.0 24.1 11.8 20.1 Green Ext Time (p_c), s 0.2 1.7 0.0 6.1 1.2 0.6 0.8 13.4 Intersection Summary HCM 2010 Ctrl Delay 44.5 HCM 2010 LOS D Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 15: Talbot Road & VMC Access Rd/177th St Improved OY With Project PM Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 27 450 8 11 16 88 327 7 13 329 68 Future Volume (veh/h) 180 27 450 8 11 16 88 327 7 13 329 68 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 194 29 484 9 12 17 95 352 8 14 354 73 Adj No. of Lanes 010010110110 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 267 55 513 197 263 306 273 630 14 328 521 107 Arrive On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 373 113 1057 236 543 630 957 1814 41 1017 1499 309 Grp Volume(v), veh/h 707 0 0 38 0 0 95 0 360 14 0 427 Grp Sat Flow(s),veh/h/ln 1544 0 0 1409 0 0 957 0 1855 1017 0 1808 Q Serve(g_s), s 20.5 0.0 0.0 0.0 0.0 0.0 5.1 0.0 8.4 0.6 0.0 10.8 Cycle Q Clear(g_c), s 23.3 0.0 0.0 0.6 0.0 0.0 15.9 0.0 8.4 9.0 0.0 10.8 Prop In Lane 0.27 0.68 0.24 0.45 1.00 0.02 1.00 0.17 Lane Grp Cap(c), veh/h 834 0 0 766 0 0 273 0 645 328 0 628 V/C Ratio(X)0.85 0.00 0.00 0.05 0.00 0.00 0.35 0.00 0.56 0.04 0.00 0.68 Avail Cap(c_a), veh/h 853 0 0 783 0 0 285 0 667 340 0 650 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.0 0.0 0.0 7.3 0.0 0.0 21.8 0.0 14.2 17.9 0.0 15.0 Incr Delay (d2), s/veh 7.9 0.0 0.0 0.0 0.0 0.0 0.8 0.0 1.0 0.1 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 0.0 0.3 0.0 0.0 1.4 0.0 4.5 0.2 0.0 5.8 LnGrp Delay(d),s/veh 20.9 0.0 0.0 7.3 0.0 0.0 22.5 0.0 15.2 17.9 0.0 17.7 LnGrp LOS C A C B B B Approach Vol, veh/h 707 38 455 441 Approach Delay, s/veh 20.9 7.3 16.7 17.7 Approach LOS C A B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 23.2 30.6 23.2 30.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.3 26.7 19.3 26.7 Max Q Clear Time (g_c+I1), s 17.9 25.3 12.8 2.6 Green Ext Time (p_c), s 0.8 0.7 2.8 6.2 Intersection Summary HCM 2010 Ctrl Delay 18.6 HCM 2010 LOS B Talbot Road/S 43rd Street Intersection Analyzed as a Standalone Location with No Operational Constraints and No Improvements for Project Opening Year with Project AM Peak Hour Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & S 43rd St Stand Alone OY With Project AM Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 283 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 283 573 156 23 1009 54 447 238 37 94 86 360 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 301 610 166 24 1073 57 476 253 39 100 91 383 Adj No. of Lanes 121120210111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 318 1660 743 42 1072 57 619 284 44 290 305 543 Arrive On Green 0.18 0.47 0.47 0.02 0.31 0.31 0.18 0.18 0.18 0.16 0.16 0.16 Sat Flow, veh/h 1774 3539 1583 1774 3419 182 3442 1577 243 1774 1863 1583 Grp Volume(v), veh/h 301 610 166 24 555 575 476 0 292 100 91 383 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1831 1721 0 1820 1774 1863 1583 Q Serve(g_s), s 18.5 12.2 6.8 1.5 34.5 34.5 14.5 0.0 17.2 5.5 4.7 18.0 Cycle Q Clear(g_c), s 18.5 12.2 6.8 1.5 34.5 34.5 14.5 0.0 17.2 5.5 4.7 18.0 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 318 1660 743 42 555 574 619 0 328 290 305 543 V/C Ratio(X)0.95 0.37 0.22 0.57 1.00 1.00 0.77 0.00 0.89 0.34 0.30 0.71 Avail Cap(c_a), veh/h 318 1660 743 92 555 574 619 0 328 290 305 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.6 18.7 17.3 53.2 37.8 37.8 42.9 0.0 44.0 40.8 40.4 31.3 Incr Delay (d2), s/veh 36.7 0.1 0.2 11.7 38.3 37.8 8.9 0.0 28.5 0.7 0.5 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.3 6.0 3.0 0.9 22.7 23.4 7.6 0.0 11.3 2.8 2.5 10.7 LnGrp Delay(d),s/veh 81.3 18.9 17.5 64.9 76.1 75.5 51.8 0.0 72.5 41.5 41.0 35.5 LnGrp LOS F B B E F F D E D D D Approach Vol, veh/h 1077 1154 768 574 Approach Delay, s/veh 36.1 75.6 59.7 37.4 Approach LOS D E E D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.3 7.1 56.1 22.5 24.2 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.8 5.7 48.5 18.0 19.7 34.5 Max Q Clear Time (g_c+I1), s 19.2 3.5 14.2 20.0 20.5 36.5 Green Ext Time (p_c), s 0.2 0.0 15.7 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 54.1 HCM 2010 LOS D Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 15: Talbot Road & VMC Access Rd/177th St Stand Alone OY With Project AM Peak Hour 10/03/2016 Synchro 9 Report Walker Parking Consultants Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 7 65 52 80 30 211 197 5 11 360 312 Future Volume (veh/h) 50 7 65 52 80 30 211 197 5 11 360 312 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 54 8 71 57 87 33 229 214 5 12 391 339 Adj No. of Lanes 010010110110 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, %222222222222 Cap, veh/h 175 41 138 155 150 49 449 1221 29 865 621 539 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 507 261 879 417 961 316 723 1813 42 1157 922 800 Grp Volume(v), veh/h 133 0 0 177 0 0 229 0 219 12 0 730 Grp Sat Flow(s),veh/h/ln 1647 0 0 1694 0 0 723 0 1855 1157 0 1722 Q Serve(g_s), s 0.0 0.0 0.0 1.4 0.0 0.0 13.9 0.0 2.3 0.2 0.0 12.7 Cycle Q Clear(g_c), s 3.7 0.0 0.0 5.0 0.0 0.0 26.7 0.0 2.3 2.5 0.0 12.7 Prop In Lane 0.41 0.53 0.32 0.19 1.00 0.02 1.00 0.46 Lane Grp Cap(c), veh/h 353 0 0 355 0 0 449 0 1250 865 0 1160 V/C Ratio(X)0.38 0.00 0.00 0.50 0.00 0.00 0.51 0.00 0.18 0.01 0.00 0.63 Avail Cap(c_a), veh/h 627 0 0 656 0 0 545 0 1495 1018 0 1387 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 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.4 0.0 0.0 20.9 0.0 0.0 12.5 0.0 3.2 3.7 0.0 4.9 Incr Delay (d2), s/veh 0.7 0.0 0.0 1.1 0.0 0.0 0.9 0.0 0.1 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 2.5 0.0 0.0 2.8 0.0 1.2 0.1 0.0 6.1 LnGrp Delay(d),s/veh 21.1 0.0 0.0 22.0 0.0 0.0 13.3 0.0 3.3 3.7 0.0 5.6 LnGrp LOS C C B A A A Approach Vol, veh/h 133 177 448 742 Approach Delay, s/veh 21.1 22.0 8.4 5.5 Approach LOS C C A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 40.2 12.8 40.2 12.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 42.7 18.3 42.7 18.3 Max Q Clear Time (g_c+I1), s 28.7 5.7 14.7 7.0 Green Ext Time (p_c), s 7.0 1.5 10.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 9.7 HCM 2010 LOS A Appendix C Signal Warrant Analysis Sheets 10/6/2016 Peak Hour:AM Major Street:Minor Street: 873 129 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St EXISTING CONDITIONS PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Existing Conditions AM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:Mid-Day Major Street:Minor Street: 530 310 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St EXISTING CONDITIONS PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Existing Conditions Mid-Day Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:PM Major Street:Minor Street: 691 393 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St EXISTING CONDITIONS PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Existing Conditions PM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:AM Major Street:Minor Street: 1029 157 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 Existing Plus Project Conditions AM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:Mid-Day Major Street:Minor Street: 668 564 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 Existing Plus Project Conditions Mid-Day Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:PM Major Street:Minor Street: 772 644 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Existing Plus Project Conditions PM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:AM Major Street:Minor Street: 940 134 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 Project Opening Year Without Project AM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITHOUT PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:Mid-Day Major Street:Minor Street: 530 310 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 Project Opening Year Without Project Mid-Day Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITHOUT PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:PM Major Street:Minor Street: 691 393 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 Project Opening Year Without Project PM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITHOUT PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:AM Major Street:Minor Street: 1096 162 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 AM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:Mid-Day Major Street:Minor Street: 724 573 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project Mid-Day Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/6/2016 Peak Hour:PM Major Street:Minor Street: 832 657 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project PM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH)Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/17/2016 Peak Hour:AM Major Street:Minor Street: 1096 162 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 AM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT NOT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH) Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/17/2016 Peak Hour:Mid-Day Major Street:Minor Street: 724 573 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 Mid-Day Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project AND Alternative Access 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH) Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * * 10/17/2016 Peak Hour:PM Major Street:Minor Street: 1023 432 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, September 2016 PM Peak Hour Volume Warrant Talbot Road/VMC Access Road-177th Street 150 vph Applies as the Lower Threshold Volume for a Minor Street Approach with Two or More Lanes and 100 vph Applies as the SIGNAL WARRANT SATISFIED Higher Volume Approach (VPH): Number of Approach Lanes: VMC Access Road - 177th St PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project and Alternative Access 0 100 200 300 400 500 600 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street-Higher Volume Approach (VPH) Major Street-Total of Both Approaches (VPH) Figure 4C-3. Peak Hour Warrant (Urban) 1 Lane Major & 1 Lane Minor 2 or More Lanes Major & 1 Lane Minor 2 or More Lanes Major & 2 or More Lanes Minor * *