The URL can be used to link to this page

Home My WebLink About39-1037.00 VMC TIA 02152017 February 15, 2017 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 revised traffic impact analysis for the proposed medical office building (MOB) at Valley Medical Center. The study has been revised to address comments provided by City staff on January 7, 2017. This report has been provided for forwarding by Valley Medical Center to the City of Renton. Sincerely, WALKER PARKING CONSULTANTS Richard T. Klatt, PE Transportation Engineer Jeff Weckstein Transportation Planner Vladimir I. Ivanov, PE, SE 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 FEBRUARY 15, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 i TABLE OF CONTENTS EXECUTIVE SUMMARY ................................................................................................................................. iii INTRODUCTION ............................................................................................................................................. 2 OBJECTIVES ............................................................................................................................................. 3 METHODOLOGY ..................................................................................................................................... 3 Level of Service (LOS) Methodology .......................................................................................... 3 EXISTING CONDITIONS ................................................................................................................................. 5 STUDY AREA ............................................................................................................................................ 5 OBSERVATION OF EXISTING OPERATIONAL ISSUES ............................................................................ 8 BICYCLE AND PEDESTRIAN FACILITIES AND ACTIVITY ....................................................................... 9 PUBLIC TRANSIT SERVICE .................................................................................................................... 11 EXISTING TRAFFIC VOLUMES ............................................................................................................... 11 EXISTING INTERSECTION LEVEL OF SERVICE ...................................................................................... 12 EXISTING CONDITIONS SIGNAL WARRANT ANALYSIS ..................................................................... 14 THREE-YEAR CRASH HISTORY REVIEW ................................................................................................ 14 PROPOSED PROJECT ................................................................................................................................. 17 PROJECT TRIP GENERATION ............................................................................................................... 17 PROJECT TRIP DISTRIBUTION ................................................................................................................ 18 MODAL SPLIT ......................................................................................................................................... 25 PROJECT TRIP ASSIGNMENT ................................................................................................................ 25 CUMULATIVE PROJECTS TRAFFIC ....................................................................................................... 25 EXISTING PLUS PROJECT CONDITIONS .................................................................................................... 28 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ........................................................... 28 EXISTING PLUS PROJECT CONDITIONS SIGNAL WARRANT ANALYSIS ........................................... 30 PROJECT OPENING YEAR WITHOUT AND WITH PROJECT CONDITIONS ............................................ 31 PROJECT OPENING YEAR TRAFFIC VOLUMES .................................................................................. 31 PROJECT OPENING YEAR INTERSECTION LEVEL OF SERVICE ......................................................... 31 PROJECT OPENING YEAR SIGNAL WARRANT ANALYSIS ................................................................ 34 QUEUING ANALYSIS ................................................................................................................................... 35 POTENTIAL INTERSECTION CAPACITY IMPROVEMENTS ......................................................................... 37 RECOMMENDATIONS ................................................................................................................................ 40 RECOMMENDATIONS FOR PEDESTRIAN ENHANCEMENTS ............................................................. 40 RECOMMENDATIONS FOR TALBOT ROAD/VMC NORTH DRIVEWAY INTERSECTION ................. 40 RECOMMENDATION FOR TALBOT ROAD/S 43RD STREET INTERSECTION ....................................... 40 RECOMMENDATION FOR TALBOT ROAD/HR LOT-GARAGE ACCESS INTERSECTION ................ 44 TRANSPORTATION DEMAND MANAGEENT RECOMMENDATIONS ............................................... 45 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 ii Appendix A: Traffic Counts Appendix B: HCM Analysis Sheets Appendix C: Signal Warrant Analysis Sheets Appendix D: WSDOT Crash Data Appendix E: Queuing and Blocking Reports 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 .................................................. 12 Table 3: Existing Conditions Signal Warrant Analysis ..................................................................................................... 14 Table 4: Crash Data Review .............................................................................................................................................. 16 Table 5: Proposed Project Trip Generation ..................................................................................................................... 18 Table 6: Cumulative Projects ............................................................................................................................................ 25 Table 7: Existing Plus Project A.M., Mid-Day, and P.M. Peak Hour Intersection Level of Service ............................ 28 Table 8: Existing Plus Project Conditions Signal Warrant Analysis ................................................................................ 30 Table 9: Project Opening Year Without and With Project Intersection Level of Service .......................................... 31 Table 10: Project Opening Year Signal Warrant Analysis .............................................................................................. 34 Table 11: Project Opening Year Queue Output ............................................................................................................ 36 Table 12: Project Opening Year With Project & City Recommended Improvements Intersection Level of Service .................................................................................................................................................................................. 37 Table 13: Talbot Road/S 43rd St Intersection: LOS with no Operational Constraints ................................................ 38 Table 14: Talbot Road/VMC North Driveway Improvement Analysis ......................................................................... 39 Table 15: LOS-Delay With Recommended Improvements ........................................................................................... 41 Table 16: Queue Analysis With Recommended Improvements .................................................................................. 43 Table 17: AM Queue Analysis With Raised Median on Talbot between HR Lot Driveway and VMC North Access ................................................................................................................................................................................. 44 Figure 1: Project Location .................................................................................................................................................... 2 Figure 2: Study Intersection and Roadway Geometry ................................................................................................... 6 Figure 3: Existing Pedestrian Facilities ............................................................................................................................... 10 Figure 4: Existing AM/Mid-Day/PM Peak Hour Traffic Volumes .................................................................................... 13 Figure 5: Three Year Crash History in Study Area ........................................................................................................... 15 Figure 6A: AM Peak Hour – Inbound Trip Distribution of Proposed Project Trips ........................................................ 19 Figure 6B: AM Peak Hour – Outbound Trip Distribution of Proposed Project Trips ..................................................... 20 Figure 6C: Mid-Day Peak Hour – Inbound Trip Distribution of Proposed Project Trips ............................................... 21 Figure 6D: Mid-Day Peak Hour – Outbound Trip Distribution of Proposed Project Trips ........................................... 22 Figure 6E: PM Peak Hour – Inbound Trip Distribution of Proposed Project Trips ......................................................... 23 Figure 6F: PM Peak Hour – Outbound Trip Distribution of Proposed Project Trips ...................................................... 24 Figure 7: AM/Mid-day/PM Peak Hour Trip Assignment ................................................................................................. 26 Figure 8: Cumulative Project Locations ........................................................................................................................... 27 Figure 9: Existing Plus Project AM/Mid-day/PM Peak Hour Traffic Volumes ............................................................... 29 Figure 10: Project Opening Year Without Project AM/Mid-day/PM Peak Hour Traffic Volumes ............................ 32 Figure 11: Project Opening Year with Project AM/Mid-day/PM Peak Hour Traffic Volumes .................................. 33 Figure 12: Recommended Improvements at Study Intersections ............................................................................... 42 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 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 proposed MOB project is projected to generate approximately 359 AM peak hour trips, 641, Mid-Day peak hour trips, 536 PM peak hour trips and 5,420 daily trips The following six (6) intersections were studied as part of the level of service (LOS) analysis: • Davis Avenue (NS)/S 43rd Street (EW); • Talbot Road (NS)/HR Lot Driveway& future garage access; • 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-S Carr Road (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. A total of 55 crashes were reported over the 3-year period in the study area. The most prevalent accident type was rear-end collision. There have been three crashes involving pedestrians in the past three years. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 iv EXISTING PLUS PROJECT CONDITIONS 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 E 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). 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, even with provision of the additional access point traffic signal warrants are met at the Talbot Road/VMC North Driveway-177th Street intersection. RECOMMENDATIONS FOR PEDESTRIAN ENHANCEMENTS Based on review of current conditions as well as review of available crash data, the following improvements are recommended to enhance the pedestrian environment adjacent to VMC: • Consider installation of additional signage at VMC’s egress points onto Talbot Road reminding drivers to look for and yield to pedestrians. • Consider installation of raised crosswalks across the VMC driveways on Talbot Road to increase pedestrian visibility to drivers. • Consider signage (R9-3 or R9-3a) on the minor approaches at the Davis Road/SE 43rd Street intersection. 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. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 v It is also recommended, to the extent feasible, to realign the North Driveway with S 177th Street to allow for permissive phasing at the intersection and improve the throat and curb radius at the of the ingress lane. Signalization of this intersection could also have the ancillary benefit of providing gaps in traffic for vehicles turning out of the HR Lot-Garage Access driveway, Central Driveway and South driveway 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 To improve the intersection’s projected average delay to better than pre-project conditions during the AM peak hour, the following improvements are recommended” • Install an eastbound right-turn overlap phase at the Talbot Road/S 43rd Street intersection. • Removal of split phase operation on Talbot Road south, replaced by protected left-turn phasing. 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. 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. RECOMMENDATIONS FOR TALBOT ROAD/HR LOT-GARAGE ACCESS INTERSECTION Retaining the existing two-way continuous left-turn lane between the Talbot Road/HR Lot- Garage Driveway and the Talbot Road/VMC North Driveway-177th Street intersections is recommended to accommodate projected northbound left-turn queues during the AM peak hour. “Do Not Block” or “Keep Clear” striping and accompanying signage should be utilized on Talbot Road at the HR Lot-Garage Access intersection. TRANSPORTATION DEMAND MANAGEMENT RECOMMENDATIONS Walker recommends that VMC implement transportation demand management measures that could reduce projected vehicular trip generation associated with the proposed Medical Office Building as well as the already existing facilities. These measures could include the following: • Carpool/Vanpool Incentives VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 vi • Proactive ride matching • Transit Incentives • Bike education workshops • Parking cash out. 1 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 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, connected to the existing north parking structure. Figure 1 shows the location of the proposed MOB and parking structure. Figure 1: Project Location Source: NBBJ, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 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 FEBRUARY 2017 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 unsignalized 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 Source: 2010 Highway Capacity Manual, Transportation Research Board 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. 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 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 5 EXISTING CONDITIONS STUDY AREA This study analyzes traffic operations at the following six intersections in the immediate vicinity of the proposed project: • Davis Avenue (NS)/S 43rd Street (EW); • Talbot Road (NS)/HR Lot Driveway& future garage access; • 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-S Carr Road (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 and is a four-lane roadway with a painted median. 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. S 43rd Street/S Carr Road is classified as a principal arterial in the City of Renton Comprehensive Plan Transportation Element. 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 VMC 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 except for just north of VMC’s HR building where it is permitted on the west side of the road. 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. Talbot Road is classified as a collector in the City of Renton Comprehensive Plan Transportation Element. 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. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 6 Figure 2: Study Intersections and Roadway Geometry Source: Image: Google Earth Pro, Graphics: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 7 The S 43rd Street/Davis Avenue S-VMC Entrance intersection is a two-way stop-controlled intersection, with free movement along S 43rd Street and stop-control at the Davis Avenue and VMC approaches. S 43rd Street has a continuous raised median through the intersection prohibiting all left-turn movements at the intersection as well as through movements on the minor approaches. Davis Avenue S is connected to VMC via an undercrossing of S 43rd Street. Vehicles traveling to VMC from the west on S 43rd Street can make a right-turn onto Davis Avenue S, turn right onto the connecting roadway under S 43rd Street and traverse the undercrossing to access the VMC campus. The VMC North Access Driveways-S 177th Street/Talbot Road S Intersection is a two-way stop controlled intersection, with free movement along Talbot Road S and stop control at the VMC North Access Driveway and S 177th Street approaches. The west (VMC North Access Driveway) and east (S 177th St) approaches are offset by approximately 50 feet. Talbot Road S has one travel lane in each direction and a continuous left-turn lane, which functions as a turn pocket for left-turns onto the minor streets. Both the VMC North Access Road and S 177th Street approaches consist of one travel lane serving left-turn, through and right-turn movements. The VMC North Access Road intersects Talbot Road S at a slight angle; due to this, vehicles traveling south on Talbot Road S that turn right onto the VMC North Access Road have to negotiate a tight, less than 90 degree turn. S 177th Street provides alternative access to/from S43rd Street (Carr Road) as it turns south and changes name to 98th Avenue S which has a signalized intersection at Carr Road. This cut through is discouraged with speed humps on S 177th St and 98th St S. The north access road is Valley Medical Center’s primary ingress off of Talbot Road S, providing access to VCPN, and the main existing surface and structured parking areas, serving employees, patients and visitors. The VMC Central Driveway/Talbot Road S Intersection is a two-way stop controlled intersection, with free movement along Talbot Road S and stop control at the Central Driveway approach. An ingress only driveway to the Valley Women’s Clinic building (17722 Talbot) comprises the east leg of the intersection. Talbot Road S has one travel lane in each direction and a continuous left-turn lane, which functions as a turn pocket for left-turns onto the minor driveways. The Central Driveway approach consists of one travel lane serving left-turn, through and right-turn movements. The Central Driveway provides access to surface parking areas (Lot A, Lot B and the Talbot Professional Center). This driveway is the least used of VMC’s three access points on Talbot Road South. The VMC South Driveway/Talbot Road S Intersection is a two-way stop controlled intersection, with free movement along Talbot Road S and stop control at the South Driveway and Day Surgery Center egress-only driveway approaches. Talbot Road S has one travel lane in each direction and a continuous left-turn lane, which functions as a turn pocket for left-turns onto the South Driveway. The South Driveway approach consists of one travel lane serving left-turn, through and right-turn movements. The South Driveway provides access to the Emergency department and South Parking Garage. The VMC HR Building Driveway/Talbot Road S Intersection is a two-way stop controlled intersection, with free movement along Talbot Road S and stop control at the HR Building Driveway and the Springbrook Professional Park Driveway approaches. Talbot Road S has one travel lane in each direction and a continuous left-turn lane, which functions as a turn pocket VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 8 for left-turns onto the South Driveway. The HR Building Driveway approach consists of one travel lane serving left-turn, through and right-turn movements. This driveway provides access to the small parking area around the HR building as well a gravel parking area behind the building. As part of the MOB project, employee access to the North Garage Expansion is planned through the HR Building driveway. The S 43rd Street-S Carr Road/Talbot Road intersection is a signalized intersection. The eastbound S 43rd Street approach consists of one left-turn lane with protected signal phasing, two through lanes, and one right-turn lane. The westbound S Carr Road approach consists of one left-turn lane with protected signal phasing, one through lane and one shared through/right-turn lane. The northbound and southbound Talbot Road approaches run on a split phase operation. The northbound approach consists of two left-turn lanes and one shared through/right-turn lane. The southbound approach consists of one left-turn lane, one through lane and one right-turn lane with overlap signal phasing. During Walker’s observation of peak hour intersection operations in the field, lengthy westbound queues were observed at the intersection stretching back approximately one mile east of the intersection. The westbound queues appear to originate to the west at the Lind Ave SW-88th Ave S 43rd St and E Valley Rd/S 43rd Street intersections. Detailed qualitative discussion of the observed operational issues along the corridor is provided in the next section. 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-S Carr Road 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 with the eastbound queue at the Talbot Road/S 43rd Street intersection typically extending almost to the SR-167 Northbound Ramps/S 43rd Street intersection. However, the vehicles in the queue generally cleared 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, and experienced the worst operational deficiencies of the three peak hours. At the Talbot Road/S 43rd Street intersection, the queue for the westbound movements stretched approximately one-mile east of the intersection, and persisted throughout the peak hour, the peak period and beyond. The northbound and southbound approaches on Talbot Road generally cleared the signal in one cycle, except during the peak 15-minutes of activity, when the southbound queue VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 9 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 with S 43rd Street 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 affecting the westbound throughput along the corridor. BICYCLE AND PEDESTRIAN FACILITIES AND ACTIVITY Bicycle Facilities There are no on-street bicycle facilities in the immediate study area with the exception of Class II bicycle lanes on Talbot Road S south of S 45th Place. In the City of Renton Trails and Bicycle Master Plan (May, 2009) Trails and Bicycle Improvements Plan Class II on-street bicycle lanes are proposed on Talbot Road S, S 43rd Street and S Carr Rd in the study area. Pedestrian Facilities Sidewalks and curb ramps at intersections are generally present on all roadways in the immediate study area. Pedestrian crossing of S 43rd Street at Davis Avenue S is not permitted. However, a vehicular and pedestrian undercrossing of S 43rd Street has been constructed west of the intersection to link the South Staff Parking Lot to the VMC campus. A covered walkway is provided along the access road. Staff traverses under S 43rd Street, cross the access road at a crosswalk and enter VMC through a tunnel that connects to the South Garage. There are two crosswalks on Talbot Road S, at the VMC Central and VMC South driveways, linking the Medical Center to medical office buildings on the east side of Talbot Road S. These intersections are unsignalized; however, push button activated flashing beacons are present at both locations. The existing beacons pre-date current beacon types such as the rectangular rapid flashing beacon (RRFB) and high-intensity activated crosswalk beacon (HAWK). Currently there is not a crosswalk on Talbot Road at the VMC North Driveway-S177th Street intersection. Figure 3 shows the existing pedestrian facilities in the study area. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 10 Figure 3: Existing Pedestrian Facilities Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 11 Existing Bicycle/Pedestrian Activity Although peak hour bicycle and pedestrian counts are not available for intersections in the study area, Walker staff observed bicycle and pedestrian activity at the unsignalized Talbot Road S crossings and Talbot Road S/S 43rd Street-S Carr Road intersection while observing existing ingress/egress patterns at VMC and the queuing issues along S 43rd Street-S Carr Road. Walker noted light, but extant pedestrian activity at each of the unsignalized crossings of Talbot Road S. There appears to be a small amount of back and forth activity between VMC and affiliated medical office buildings on the east side of Talbot Road S. Walker also observed light pedestrian activity crossing S 43rd Street on the west side of the Talbot Road S/S 43rd Street- S Carr Road intersection, again related to a minimal amount of back and forth activity between the medical office buildings on Talbot Road S south of the intersection. No pedestrian activity was observed crossing at the east side of the intersection and east-west pedestrian activity along S 43rd Street-S Carr Road was nonexistent except for the short distance between Talbot Road and the bus stop on S 43rd Street. The undercrossing on S 43rd Street west of Davis Avenue, and pedestrian tunnel into the South Garage is utilized by staff walking to/from the South staff lot. 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. and 9:00 A.M., between 11:00 A.M. and 1:00 P.M., and between 4:00 P.M. and 6:00 P.M. in 15-minute increments, with the exception of the HR Lot/Talbot Road intersection. 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. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 12 Walker staff collected turning movement data into and out of the driveways at the HR Lot/Talbot Road intersection on Tuesday January 24, 2017 during the AM, Mid-day and PM peak hours, based on the peak hours determined from the previously collected data at the VMC North Driveway-177th Street/Talbot Road intersection. When the HR Lot/Talbot Road intersection was added to the Synchro network, volume balancing was used to determine the through movements on Talbot Road to preserve/simulate the traffic flow from the data collected at the other study intersections in September, 2016. Figure 4 shows existing A.M., mid-day, and P.M. peak hour traffic volumes at the study intersections. 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 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. AM Peak Hour Mid-Day Peak Hour PM Peak HourDelay - LOS Delay - LOS Delay - LOS Davis 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/HR Lot Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 12.2 - B 19.2 - C 8.8 - A 7.7 - A 10.8 - B 11.7 - B 7.8 - A 7.7 - A 13.7 - B 15,9 - C 8.0 - A 8.3 - A Talbot 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 15.7 - C 25.6 - D 8.8 - A 8.0 - A Talbot Rd/VMC South Drwy EB Approach WB Approach NB Left-Turn EB-WB Stop 11.9 - B 14.9 - B 8.5 - A 13.0 - B 18.5 - C 8.9 - A 15.4 - C 15.1 - C 9.2 - A Talbot Rd/S 43rd St Signal 105.1 - F 33.7 - C 41.0 - D Intersection Control VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 13 Figure 4: Existing AM/Mid-day/PM Peak Hour Traffic Volumes Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 14 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. 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. THREE-YEAR CRASH HISTORY REVIEW Walker staff obtained 36-months of crash data from the Washington State Department of Transportation (WSDOT) within the study area from December 1, 2013 through November 30, 2016. Crash data was provided at the study intersections and on S 43rd Street-S Carr Road and Talbot Road S in the study area. A total of 55 crashes were reported over the 3-year period. Table 4 summarizes the crash data received from WSDOT; Appendix D contains the detailed crash information. Figure 5 depicts approximate crash activity levels over the 36-month period. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 15 Figure 5: Three-Year Study Area Crash History Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 16 Table 4: Crash Data Review Source: WSDOT, Walker Parking Consultants 2017 Approximately one-half of the reported crashes included a potential injury. The largest number of crashes was reported either at the Talbot Road S/S 43rd Street-S Carr Road intersection or on Carr Road just east of the Talbot Road S/S 43rd Street-S Carr Road intersection. The predominant crash types were rear-end and enter-at-angle collisions. There were three collisions involving pedestrians reported within the three year period. One involved a vehicle hitting a pedestrian while turning right out of the VMC south driveway, one involved a vehicle hitting a pedestrian while turning right out of one of the MOB driveways on Talbot Road S south of S43rd Street, and one involved a vehicle traveling east on S 43rd Street hitting a pedestrian crossing S 43rd Street at Davis Avenue S. There was one reported crash at the Talbot Road South/HR Driveway intersection, two reported at the Talbot Road S/North Driveway-177th Street intersection, two reported at the Talbot Road S/Central Driveway intersection, one reported at the Talbot Road S/South Driveway intersection, and two at the Davis Avenue S/S 43rd Street intersection over the three year period. Of these eights crashes, three were entering at angle crashes, one was a rear- end collision, one was a sideswipe, one was a broadside, and two were hit objects (pedestrians). Rear End Sideswipe Enter at Angle Broad- side Hit Object Talbot Rd S/S 43rd St-S Carr Rd 23 13 0 0 12 6 4 1 Talbot Rd S/HR Drwy 1 1 0 0 0 0 1 0 0 Talbot Rd S/North Drwy 2 1 0 0 0 0 2 0 0 Talbot Rd S/CentralDrwy 2 1 0 0 1 0 0 1 0 Talbot Rd S/South Drwy 1 1 0 1 0 0 0 0 1Davis Ave/S 43rd St 2 1 0 1 0 1 0 0 1 S Carr Rd 100-600 ft east of Talbot Rd 13 4 0 0 5 2 4 1 1 Talbot Rd S between S 38th Court and S 43rd St 1 0 0 0 1 0 0 0 0 Talbot Rd S between S43rd and S 45th 7 5 0 1 1 0 1 4 1 S 43rd St between SR-167 and Talbot Rd 3 1 0 0 3 0 0 0 0 Total 55 28 0 3 23 9 12 7 4 Roadway Segments Crash TypeNumber of Crashes Injury Fatality Number Involving PedestrianLocation Intersections VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 17 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 1,250+ space expansion of the north parking structure to support the MOB as well as existing parking displaced by construction of the proposed MOB and parking structure. As part of the proposed project, VMC is providing a direct ramp to the employee levels of the north parking garage expansion with access onto Talbot Road provided via the existing driveway serving the HR building. The proposed employee garage ramp and driveway will connect to the current driveway serving the HR building on Talbot Road. The ramp and driveway will provide both ingress and egress, with one inbound lane and one outbound lane. The HR Lot driveway should be improved to current City standards and specifications as necessary. VMC’s preferred configuration for the Talbot Road/HR Lot-Employee Access Ramp intersection is to maintain full access at the intersection with left-turns into and out of the driveway permitted. The base existing plus project and opening year with project scenarios in the subsequent analysis assume that full access is maintained. In addition to vehicular parking, the north garage expansion will provide 124 bicycle parking spaces; 80 on Level 3 and 44 on Level 4. 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 5 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. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 18 Table 5: Proposed Project Trip Generation Source: ITE Trip Generation 9th Edition (2012) As shown in Table 5, the proposed MOB project is projected 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 6A-F shows the projected trip distribution of proposed project trips. While the proposed MOB and parking structure expansion are located on the northeastern portion of the VMC campus, a portion of new trips to the site arriving from the west on S 43rd Street are projected to access the site via Davis Avenue, the undercrossing of S 43rd Street and VMC’s loop access road since it functions as a bypass of. Employees in particular, who are frequent and familiar users of the circulation and parking system, may take advantage of this route to bypass the Talbot Road/S 43rd Street intersection. This behavior already exists and was observed by Walker staff during field visits. 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 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 19 Figure 6a: AM Peak Hour – Inbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 20 Figure 6b: AM Peak Hour Outbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 21 Figure 6c: Mid-Day Peak Hour – Inbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 22 Figure 6d: Mid-Day Peak Hour – Outbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 23 Figure 6e: PM Peak Hour – Inbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 24 Figure 6f: PM Peak Hour – Outbound Trip Distribution of Proposed Project Trips Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 25 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 Figure 7 show the corresponding projected trip assignment of project trips based on the trip distribution in Figures 6A-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 available on the City of Renton website. Figure 8 shows the location of nearby cumulative developments. A summary of the cumulative projects land uses is shown in Table 6. Table 6: 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 FEBRUARY 2017 39-1037.00 26 Figure 7: AM/Mid-day/PM Peak Hour Trip Assignment Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 27 Figure 8: Cumulative Project Locations Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 28 EXISTING PLUS PROJECT CONDITIONS EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE Figures 9 shows 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 7. Detailed HCM 2010 analysis sheets are provided in Appendix B. Table 7: Existing Plus Project A.M., Mid-Day, and P.M. Peak Hour Intersection Level of Service Source: Walker Parking Consultants As shown in Table 7, 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 E 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). AM MD PM AM MD PM Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Davis 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 - A 11.1 - B 9.5 - A 11.8 - B 9.6 - A 14.3 - B 9.6 - ATalbot Rd/HR Lot-Garage Access EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 12.2 - B 19.2 - C 8.8 - A 7.7 - A 10.8 - B 11.7 - B 7.8 - A 7.7 - A 13.7 - B 15,9 - C 8.0 - A 8.3 - A 18.5 - C 30.0 - D 9.7 - A 7.7 - A 12.9 - B 14.5 - B 8.1 - A 7.8 - A 19.6 - C 21.0 - C 8.2 - A 8.4 - 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 - A 87.2 - F140.2 - F 9.7 - A 7.8 - A 121.3 - F 30.8 - D 8.6 - A 7.7 - A 299.8 - F 31.3 - D 8.6 - 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 15.7 - C 25.6 - D 8.8 - A 8.0 - A 12.4 - B 10.8 - B 8.6 - A 8.2 - A 19.2 - C 24.8 - C 9.1 - A 8.1 - A 23.3 - C 46.0 - E 9.4 - A 8.2 - A Talbot Rd/VMC South Drwy EB Approach WB Approach NB Left-Turn EB-WB Stop 11.9 - B 14.9 - B 8.5 - A 13.0 - B 18.5 - C 8.9 - A 15.4 - C 15.1 - C 9.2 - A 12.3 - B 16.8 - C 8.7 - A 17.7 - B 29.7 - D 10.1 - B 20.3 - C 20.0 - C 10.1 - B Talbot Rd/S 43rd St Signal 105.1 - F 33.7 - C 41.0 - D 117.3 - F 40.8 - D 43.7 - D Existing Conditions Existing Plus Project Conditions Intersection Control VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 29 Figure 9: Existing Plus Project AM/Mid-day/PM Peak Hour Volumes Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 30 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/HR Lot-Garage Access and Talbot Road/VMC North Driveway-177th Street intersections. Table 8 summarizes the results of the signal warrant analysis. Detailed warrant analysis sheets are contained in Appendix C. Table 8: Existing Plus Project Conditions Signal Warrant Analysis Intersection Signal Warrants Met? AM Peak Hour Mid-Day Peak Hour PM Peak Hour Talbot Rd/HR Lot-Garage Access No No No Talbot Rd/VMC North Drwy-177th St No Yes Yes Source: Walker Parking Consultants VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 31 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. Figure 10 shows project opening year without project A.M., Mid-Day, and P.M. peak hour volumes. Figure 11 shows 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 9. Detailed HCM 2010 analysis sheets are provided in Appendix B. Table 9: Project Opening Year Without and With Project Intersection Level of Service Source: Walker Parking Consultants, 2017 AM MD PM AM MD PM Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Davis Ave/S 43rd St NB Right-Turn SB Right-Turn NB-SB Stop 10.9 - B 9.5 - A 11.4 - B 9.5 - A 14.0 - B 9.3 - A 11.4 - B 9.6 - A 12.1 - B 9.7 - A 14.8 - B 9.7 - ATalbot Rd/HR Lot- Garage Access EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 12.6 - B 20.8 - C 9.0 - A 7.8 - A 11.2 - B 12.3 - B 7.9 - A 7.8 - A 14.5 - B 17.1 - C 8.1 - A 8.4 - A 19.9 - B 33.4 - D 9.9 - A 7.8 - A 13.5 - B 15.5 - C 8.2 - A 7.9 - A 21.7 - C 22.9 - C 8.3 - A 8.5 - ATalbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 38.5 - E76.5 - 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 161.6 - F211.3 - F 10.0 - B 7.9 - A 169.4 - F36.0 - E 8.8 - A 7.8 - A 384.8 - F37.4 - E 8.7 - A 8.1 - 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 12.8 - B 11.0 - B 8.7 - A 8.3 - A 20.7 - C 27.2 - D 9.3 - A 8.1 - A 25.8 - D 53.8 - F 9.6 - A 8.3 - ATalbot Rd/VMC South Drwy EB Approach WB Approach NB Left-Turn EB-WB Stop 12.2 - B 15.7 - C 8.7 - A 13.5 - B 16.4 - C 9.0 - A 16.2 - C 15.9 - C 9.3 - A 12.7 - B 17.6 - C 8.8 - A 18.7 - C 33.0 - D 10.3 - B 21.6 - C 21.5 - C 10.3 - B Talbot Rd/S 43rd St Signal 117.6 - F 35.6 - D 43.7 - D 130.1 - F 43.5 - D 46.7 - D 2019 Without Project 2019 With Project Intersection Control VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 32 Figure 10: Project Opening Year Without Project AM/Mid-day/PM Peak Hour Volumes Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 33 Figure 11: Project Opening Year With Project AM/Mid-day/PM Peak Hour Volumes Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 34 As shown in Table 9, 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/HR Lot-Garage Access and Talbot Road/VMC North Driveway-177th Street intersections. Table 10 summarizes the results of the signal warrant analysis. Detailed warrant analysis sheets are contained in Appendix C. Table 10: Project Opening Year Signal Warrant Analysis Intersection Signal Warrants Met? AM Peak Hour Mid-Day Peak Hour PM Peak Hour Talbot Rd/HR Lot-Garage Access No No No Talbot Rd/VMC North Drwy-177th St No Yes Yes Source: Walker Parking Consultants, 2017 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 35 QUEUING ANALYSIS Queuing analysis was prepared utilizing the Simtraffic software module within Synchro. Simtraffic provides queuing and blocking reports for the 50th and 95th percentile queue at both signalized and unsignalized intersections. Simtraffic takes into account the effects of queues and delays at upstream and downstream locations and provides a more robust reporting of queues, especially for unsignalized intersections than Synchro provides. Table 11 summarizes the results of the queue analysis for project opening year with project conditions. Five simulations were run for the AM peak hour, Mid-day peak hour and PM peak hour, with the results reported by SImtraffic being the average of the five simulations. Detailed queuing and blocking reports are provided for each analysis scenario in Appendix E. The unsignalized driveways along Talbot Road are generally served by a continuous left-turn lane, which provides a variable amount of queuing capacity that is dependent on the presence/lack thereof of turning vehicles in the opposite direction. For example, the northbound left-turn queue capacity at the Talbot Road/VMC North Driveway-177th Street intersection could potentially utilize the continuous left-turn pocket all the way south to the Central driveway for storage; however, if there is a southbound vehicle turning left into the property at 17710 Talbot Road in the continuous left-turn lane, the storage capacity for the movement is reduced for that point in time. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 36 Table 11: Project Opening Year Queue Output Source: Walker Parking Consultants, 2017 The 95th percentile queue for westbound left-turns at the Talbot Road S/S 43rd Street intersection is projected to exceed the storage capacity during both the Mid-day and PM peak hours. Long queues are also projected for the northbound left-turn movement, with the storage capacity of the #1 left-turn lane exceeded. 50th 95th 50th 95th 50th 95th Talbot Rd/HR Lot-Garage Access EB Approach WB Approach NB Left-Turn SB Left-Turn N/A1 N/A1 TWLTL TWLTL 16 2 34 1 41 13 65 10 34 4 11 1 56 20 35 9 50 5 7 0 83 23 28 6 Talbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn N/A1 N/A1 TWLTL TWLTL 58 82 49 1 107 138 89 12 144 29 42 1 208 60 78 10 171 22 19 4 191 51 48 40Talbot Rd/S 43rd St EB Left-Turn EB Right-Turn WB Left-Turn NB #1 Left-Turn NB #2 Left-Turn SB Left-Turn SB Right-Turn 460 575 110 175 N/A 300 300 185 41 28 169 269 64 106 281 74 101 273 488 115 192 241 65 64 105 165 121 123 362 121 136 209 229 203 215 167 169 52 88 155 109 120 280 285 127 204 235 180 2171 = Storage Capacity shown for turn pockets only TWLTL = Continuous Two-Way left-Turn Lane Queue shown in feet AM Mid-day PMIntersection Storage Capacity (feet) Opening Year With Project VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 37 POTENTIAL INTERSECTION CAPACITY IMPROVEMENTS 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/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 (Ignoring Downstream intersections) Source: Walker Parking Consultants As shown in Table 12, 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 intersection during the peak hours, the improved operation projected in Table 12 would likely not fully materialize. This is due to the back-up of westbound vehicles during the AM peak hour originating at the Lind Avenue-88th Ave S/S180th intersection. To illustrate this point, Table 13 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 existed in a vacuum without operational constraints from upstream/downstream intersections and optimized signal timing. As shown in Table 13, without the existing operational constraints along the corridor, the Talbot Road S/S 43rd Street intersection would be still be operating at a deficient LOS during the AM peak hour, but would perform much closer to the City’s LOS target. AM MD PMDelay - LOS Delay - LOS Delay - LOSTalbot Rd/S 43rd St Signal 69.1 - E 40.3 48.3 - D Intersection Control 2019 With Project With Improvements VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 38 Table 13: Talbot Road/S 43rd St Intersection: LOS with no Operational Constraints Source: Walker Parking Consultants, 2017 Talbot Road/VMC North Driveway-177th Street Scenarios: The following improvement scenarios were analyzed for the Talbot Road/VMC North Driveway/177th Street intersection: Scenario1: Signalize intersections with split east-west phasing and no additional improvements Scenario 2: Signalized intersection with permissive east-west phasing and realignment of the North Driveway. Scenario 3: Improve the southbound Talbot Road approach to include a southbound right- turn lane into the North driveway. Scenario 4: Improve the southbound Talbot Road approach to include a southbound right-turn lane into the North driveway. Signalize intersection (permissive phasing). Scenario 5: Improve the eastbound North Driveway egress to consist of one left-turn/through lane and one right-turn lane. Scenario 6: Improve the eastbound North Driveway egress to consist of one left-turn/through lane and one right-turn lane. Signalize intersection (permissive phasing). Scenario 7: Improve the southbound Talbot Road approach to include a southbound right-turn lane into the North driveway. Improve the eastbound North Driveway egress to consist of one left-turn/through lane and one right-turn lane. Scenario 8: Improve the southbound Talbot Road approach to include a southbound right- turn lane into the North driveway. Improve the eastbound North Driveway egress to consist of one left-turn/through lane and one right-turn lane. Signalize intersection (permissive phasing). Table 14 summarizes the results of the analysis for the scenarios listed above. Detailed 2010 HCM output sheets are contained in Appendix C. Talbot Rd/S 43rd St Signal 130.1 - F 57.3 - E Delay - LOS AM 2019 With Project No Improvements 2019 With Project No improvements "Stand Alone" Intersection Control AM Delay - LOS VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 39 Table 14: Talbot Road/VMC North Driveway Improvement Analysis Source: Walker Parking Consultants, 2017 Additionally, the City has requested an evaluation of the need for a wider throat and curb radius for the ingress lane from Talbot Road S to the North Driveway. The current ingress lane is narrow, approximately 10-feet wide, with little room to maneuver if a vehicle or delivery truck double parks outside VCPN as was observed during the field review. There is also an entrance to Parking Lot A approximately 40 feet west of the intersection which is frequently blocked by vehicles waiting to turn onto Talbot Road from North Driveway. Vehicles waiting to turn into this drive aisle could cause queue spillback onto Talbot Road. An improved curb radius and wider throat at the driveway could enhance ingress into VMC and reduce the occurrence of queue spillback on Talbot Road. Restriction of left-turns into the first drive aisle into Parking Lot A would also reduce the potential for queue spillback onto Talbot Road. AM MD PM Delay - LOS Delay - LOS Delay - LOS 1 (Signal, Split Phase)Talbot Rd/VMC North Drwy Signal 17.2 - B 28.8 - C 25.0 - C 2 (Signal, Permissive)Talbot Rd/VMC North Drwy Signal 8.4 - A 13.8 - B 14.0 - B 3 (add SBR lane) Talbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 52.1 - F 82.4 - F 8.7 - A 7.9 - A 130.3 - F 30.6 - D 8.5 - A 7.8 - A 346.0 - F 34.3 - D 8.5 - A 8.1 - A 4 (add SBR lane, signal, permissive phasing)Talbot Rd/VMC North Drwy Signal 6.5 - A 12.1 - B 12.7 - B 5 (add EBR lane) Talbot Rd/VMC North Drwy Eastbound Left-Through Eastbound Right-Turn WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 200.2 - F 12.6 - B 200.7 - F 10.0 - B 7.9 - A 63.7 - E 18.2 - C 31.5 - D 8.8 - A 7.8 - A 178.1 - F 19.5 - C 31.3 - D 8.7 - A 8.1 - A 6 (add EBR lane, signal, permissive phasing)Talbot Rd/VMC North Drwy Signal 8.3 - A 11.7 - B 9.6 - A 7 (add SBR and EBR lanes) Talbot Rd/VMC North Drwy Eastbound Left-Through Eastbound Right-Turn WB Approach NB Left-Turn SB Left-Turn EB-WB Stop 73.6 - F 11.2 - B 78.1 - F 8.7 - A 7.9 - A 52.7 - F 16.6 - C 27.3 - D 8.5 - A 7.8 - A 152.8 - F 18.3 - C 28.6 - D 8.5 - A 8.1 - A 8 (add SBR and EBR lanes, signal, permissive phasing)Talbot Rd/VMC North Drwy Signal 6.4 - A 10.0 - B 9.1 - A Intersection ControlScenario(Description) VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 40 RECOMMENDATIONS While required roadway improvements are ultimately at the discretion of the City Engineer, Walker has provided the following recommendations based on review of existing conditions in the field and results of the level of service analysis: RECOMMENDATIONS FOR PEDESTRIAN ENHANCEMENTS Based on review of current conditions as well as review of available crash data, the following improvements are recommended to enhance the pedestrian environment adjacent to VMC: • Consider installation of additional signage at VMC’s egress points onto Talbot Road reminding drivers to look for and yield to pedestrians. • Consider installation of raised crosswalks across the VMC driveways on Talbot Road to increase pedestrian visibility to drivers. • Consider signage (R9-3 or R9-3a) on the minor approaches at the Davis Road/SE 43rd Street intersection. 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. It is also recommended to realign the North Driveway with S 177th Street to allow for permissive phasing at the intersection and improve the throat and curb radius at the ingress lane (Talbot Road/VMC North Driveway Improvement Analysis Scenario 2). Realignment of the North Driveway would increase the length of the continuous left-turn lane between the HR Lot- Employee Access Ramp Driveway and the North Access Driveway and provide additional storage capacity for northbound vehicles turning left into the HR Lot-Employee Access Ramp Driveway. 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. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 41 The improvements analyzed at the City’s request potentially improve the intersection on paper, but would do little to alleviate the main source of delays at the intersection during the AM peak period, which at its core is westbound traffic through the intersection being impeded by a long back-up of westbound vehicles on S 180th St/S 43rd St starting at the Lind Avenue-88th Ave S/S180th intersection and stretches eastward. Westbound queues were 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. Additionally, to improve the intersection’s projected average delay to better than pre-project conditions, the following improvements are recommended” • Install an eastbound right-turn overlap phase at the Talbot Road/S 43rd Street intersection. • Removal of split phase operation on Talbot Road south, replaced by protected left-turn phasing. 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, specifically during the PM peak hour (643 vehicles during the PM peak hour). As shown in Table 15, while the recommended improvements will not alleviate the existing westbound AM issues at the Talbot Road/S 43rd Street intersection, they are projected to improve the AM peak hour delay at the intersection to pre-project levels or better. Level of service at the intersection would continue to be acceptable during the Mid-day and PM peak hours. Signalization of the Talbot Road/VMC North Access Driveway intersection would improve the intersection’s level of service to A or B for all peak hours. HCM analysis sheets are provided in Appendix B. Table 15: LOS-Delay With Recommended Improvements Source: Walker Parking Consultants, 2017 AM MD PM AM MD PM Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Delay - LOS Talbot Rd/VMC North Driveway EB-WB Stop Signal 102.4 N/A 308.8 - F N/A 455.5 - F N/A N/A 8.4 - A N/A 13.8 - B N/A 14.0 - B Talbot Rd/S 43rd St Signal 117.6 - F 35.6 - D 43.7 - D 100.0 - F 43.2 - D 40.3 - D 2019 Without Project Intersection Control 2019 With Project With Improvements VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 42 Figure 12 shows the recommended improvements at the study intersections. Figure 12: Recommended Improvements at Study Intersections Source: Walker Parking Consultants, 2017 Table 16 summarizes projected queues, based on the recording of five hour long Simtraffic simulations during each peak hour, at the affected intersection assuming implementation of the recommended improvements. VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 43 Table 16: Queue Analysis With Recommended Improvements Source: Walker Parking Consultants, 2017 Due to signalization of the intersection, northbound and southbound left-turn queues are projected to lengthen at the Talbot Toad/VMC North Driveway intersection; however, the projected queuing can still be accommodated within the existing two-way continuous left- turn lane with little to no blockage of northbound through movements. The existing two-way continuous left-turn lane between the HR Lot-Garage Driveway and VMC North Driveway on Talbot Road is projected to be able to accommodate the northbound left-turn queue into the driveway. As an additional measure, “Do Not Block” or “Keep Clear” striping and accompanying signage could be utilized on Talbot Road at the HR Lot-Garage Access intersection. 50th 95th 50th 95th 50th 95th 50th 95th 50th 95th 50th 95th Talbot Rd/HR Lot-Garage Access EB Approach WB Approach NB Left-Turn SB Left-Turn N/A1 N/A1 TWLTL TWLTL 16 2 34 1 41 13 65 10 34 4 11 1 56 20 35 9 50 5 7 0 83 23 28 6 17 1 34 1 43 10 68 10 36 6 11 0 63 24 39 6 60 6 9 1 99 25 33 9 Talbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn N/A1 N/A1 TWLTL TWLTL 58 82 49 1 107 138 89 12 144 29 42 1 208 60 78 10 171 22 19 4 191 51 48 40 45 60 74 6 84 109 125 29 115 18 75 1 202 48 129 10 128 18 46 11 196 57 94 45 Talbot Rd/S 43rd St EB Left-Turn EB Right-Turn WB Left-Turn NB #1 Left-Turn NB #2 Left-Turn SB Left-Turn SB Right-Turn 460 575 110 175 N/A 300 300 185 41 28 169 269 64 106 281 74 101 273 488 115 192 241 65 64 105 165 121 123 362 121 136 209 229 203 215 167 169 52 88 155 109 120 280 285 127 204 235 180 217 199 24 27 172 325 70 108 307 53 99 282 661 131 197 257 51 62 105 160 128 121 381 110 139 221 249 221 206 159 138 54 87 149 126 120 252 250 131 199 234 200 2081 = Storage Capacity shown for turn pockets only TWLTL = Continuous Two-Way left-Turn Lane Queue shown in feet AM Mid-day PMIntersection Storage Capacity (feet) Opening Year With Project With Improvements AM Mid-day PM Opening Year With Project VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 44 RECOMMENDATIONS FOR TALBOT ROAD/HR LOT-GARAGE ACCESS INTERSECTION Walker performed supplemental queuing analysis to determine the feasibility of installing a raised median on Talbot Road S between the HR Lot-Garage Access Driveway and the realigned VMC North Access Driveway intersections, while maintain full turning movement capability at both intersections. While Walker has not seen detailed plans for the potential realignment of the Talbot Road S/VMC North Access Driveway-177th Street intersection, realigning the intersection would result in an approximately 180-200 foot two-way continuous left-turn lane between the HR Lot-Garage Access Driveway and VMC North Driveway. If a raised median were constructed with back-to-back left turn pockets between the intersections, the following back-to-back turn pockets could potentially be accommodated: • 75 foot northbound left-turn pocket (with 60+ foot taper) at the Talbot Road/HR Lot- Garage Driveway intersection; and • 50 foot southbound left-turn pocket (with 60+ foot taper) at the Talbot Road/VMC North Driveway-177th Street intersection. Table 17 summarizes the AM peak hour queue analysis, based on the recording of five hour long Simtraffic simulations during each peak hour, at the two intersections assuming construction of a raised median on Talbot Road between the two driveways and back-to- back left-turn pockets. Table 17: AM Queue Analysis With Raised Median on Talbot between HR Lot Driveway and VMC North Access Source: Walker Parking Consultants, 2017 As shown in the table, a 75-foot northbound left-turn pocket at the Talbot Road/HR Lot- Garage Access intersection would accommodate the projected 95th percentile queue for the movement. However, as reported in the detailed queuing and blocking report in Appendix E, 50th 95th Talbot Rd/HR Lot-Garage Access EB Approach WB Approach NB Left-Turn SB Left-Turn N/A1 N/A1 75 TWLTL 19 1 35 1 45 7 70 12 Talbot Rd/VMC North Drwy EB Approach WB Approach NB Left-Turn SB Left-Turn N/A1 N/A1 TWLTL 50 46 61 76 6 88 110 121 30 1 = Storage Capacity shown for turn pockets only TWLTL = Continuous Two-Way left-Turn Lane Intersection Storage Capacity (feet) Queue (feet) VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 45 the queue is projected to spill back and block northbound Talbot Road one percent of the time. Retaining the existing two-way continuous left-turn lane between the Talbot Road/HR Lot- Garage Driveway and the Talbot Road/VMC North Driveway-177th Street intersections is recommended to accommodate projected northbound left-turn queues during the AM peak hour. “Do Not Block” or “Keep Clear” striping and accompanying signage should be utilized on Talbot Road at the HR Lot-Garage Access intersection. If a raised median is pursued, a 75-foot northbound left-turn pocket would accommodate projected 95th percentile queues at the intersection. Restriction of left-turns into and out of the HR Lot-Garage Access driveway are not recommended as it would reduce the efficacy of the employee direct access ramp in reducing ingress and egress queues at the VMC North Driveway. Construction of a raised median would also impact existing access to the Springbrook Professional Plaza on the east side of Talbot Road S. TRANSPORTATION DEMAND MANAGEMENT RECOMMENDATIONS Walker recommends that VMC implement transportation demand management measures that could reduce projected vehicular trip generation associated with the proposed Medical Office Building as well as the already existing facilities. These measures could include the following: • Carpool/Vanpool Incentives – This could include increased provision of preferential carpool parking spaces, provision of preferential vanpool parking spaces, and vanpool subsidies • Proactive ride matching – VMC could implement a system wherein employees could receive suggestions about carpooling and vanpooling based on home zip codes/addresses and shift schedules • Transit Incentives - to Walker’s knowledge, VMC does not provide any transit incentives to employees. To encourage transit usage by employees, VMC should consider providing subsidized transit passes to interested employees. • Bike education workshops – in order to promote more bicycling by employees, we recommend offering bike education workshops to employees that teach safe bicycling and how to maintain and repair bicycles. These workshops should be offered free of charge. • Offer parking cash out – an option for reducing the amount of traffic to and parking needed at the campus in the future would be to implement a parking cash out program. Parking cash out programs are one of the simplest and most effective ways of encouraging employees not to drive alone to work, and benefits employees by allowing them to choose whether or not to continue to driving to work alone. In a parking cash out, VMC would offer each employee the option of surrendering their parking privileges for a pre-determined monthly benefit amount. 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 1: Davis Ave & S 43rd St Existing AM Peak Hour 02/02/2017 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 000000000 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)000000037 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.7 9.2 Lane LOS BA 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 2: Talbot Road & HR Lot-Garage Access Existing AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 1 0 0 23 208 5 6 545 15 Future Vol, veh/h 0 0 1 1 0 0 23 208 5 6 545 15 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 0 0 1 1 0 0 25 226 5 7 592 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 893 896 601 893 901 229 609 0 0 232 0 0 Stage 1 614 614 - 279 279 - - - - - - - Stage 2 279 282 - 614 622 - - - - - - - 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 262 280 500 262 278 810 970 - - 1336 - - Stage 1 479 483 - 728 680 - - - - - - - Stage 2 728 678 - 479 479 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 256 271 500 255 269 810 970 - - 1336 - - Mov Cap-2 Maneuver 256 271 - 255 269 - - - - - - - Stage 1 467 480 - 709 662 - - - - - - - Stage 2 709 661 - 475 476 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.2 19.2 0.9 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 970 - - 500 255 1336 - - HCM Lane V/C Ratio 0.026 - - 0.002 0.004 0.005 - - HCM Control Delay (s) 8.8 - - 12.2 19.2 7.7 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.1 - - 0 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Existing AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 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 4: Talbot Road & VMC Central Drwy/Drwy Existing AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 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 5: Talbot Road & VMC South Drwy/Drwy Existing AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 6: Talbot Road & S 43rd St Existing AM Peak Hour 02/02/2017 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 1: Davis Ave & S 43rd St Existing Mid-day Peak Hour 02/02/2017 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 000000000 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)000000036 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.1 9.3 Lane LOS BA 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 2: Talbot Road & HR Lot-Garage Access Existing Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 7 3 0 2 6 227 1 2 247 3 Future Vol, veh/h 3 0 7 3 0 2 6 227 1 2 247 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 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 3 0 8 3 0 2 7 247 1 2 268 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 535 535 270 538 536 247 272 0 0 248 0 0 Stage 1 274 274 - 260 260 - - - - - - - Stage 2 261 261 - 278 276 - - - - - - - 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 456 452 769 454 451 792 1291 - - 1318 - - Stage 1 732 683 - 745 693 - - - - - - - Stage 2 744 692 - 728 682 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 452 449 769 447 448 792 1291 - - 1318 - - Mov Cap-2 Maneuver 452 449 - 447 448 - - - - - - - Stage 1 728 682 - 741 689 - - - - - - - Stage 2 738 688 - 720 681 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.8 11.7 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1291 - - 635 541 1318 - - HCM Lane V/C Ratio 0.005 - - 0.017 0.01 0.002 - - HCM Control Delay (s) 7.8 - - 10.8 11.7 7.7 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Existing Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 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 NBREBLn1WBLn1 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 4: Talbot Road & VMC Central Drwy/Drwy Existing Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 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 NBREBLn1WBLn1 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 5: Talbot Road & VMC South Drwy/Drwy Existing Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 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 5 0 55 3 1 0 98 306 0 0 531 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1042 1041 539 1069 1050 306 548 0 - - - 0 Stage 1 539 539 - 502 502 - - - - - - - Stage 2 503 502 - 567 548 - - - - - - - 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 208 230 542 199 227 734 1021 - 0 0 - - Stage 1 527 522 - 552 542 - - - 0 0 - - Stage 2 551 542 - 508 517 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 192 208 542 166 205 734 1021 - - - - - Mov Cap-2 Maneuver 309 325 - 263 299 - - - - - - - Stage 1 476 522 - 499 490 - - - - - - - Stage 2 497 490 - 456 517 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13 18.5 2.2 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 1021 - 508 271 - - HCM Lane V/C Ratio 0.096 - 0.119 0.016 - - HCM Control Delay (s) 8.9 - 13 18.5 - - 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 6: Talbot Road & S 43rd St Existing Mid-day Peak Hour 02/02/2017 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 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 232 797 275 57 805 73 313 94 54 113 106 315 Adj No. of Lanes 121120210111 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 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 DDDC Approach Vol, veh/h 1304 935 461 534 Approach Delay, s/veh 27.2 37.8 42.4 35.0 Approach LOS CDDD Timer 12345678 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 1: Davis Ave & S 43rd St Existing PM Peak Hour 02/02/2017 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 000000000 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)000000059 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.5 9.2 Lane LOS BA 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 2: Talbot Road & HR Lot-Garage Access Existing PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 18 4 0 2 3 428 1 2 321 1 Future Vol, veh/h 12 0 18 4 0 2 3 428 1 2 321 1 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 13 0 20 4 0 2 3 465 1 2 349 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 827 827 349 836 826 466 350 0 0 466 0 0 Stage 1 354 354 - 472 472 - - - - - - - Stage 2 473 473 - 364 354 - - - - - - - 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 291 307 694 287 307 597 1209 - - 1095 - - Stage 1 663 630 - 573 559 - - - - - - - Stage 2 572 558 - 655 630 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 289 306 694 278 306 597 1209 - - 1095 - - Mov Cap-2 Maneuver 289 306 - 278 306 - - - - - - - Stage 1 661 629 - 572 558 - - - - - - - Stage 2 569 557 - 635 629 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.7 15.9 0.1 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1209 - - 445 338 1095 - - HCM Lane V/C Ratio 0.003 - - 0.073 0.019 0.002 - - HCM Control Delay (s) 8 - - 13.7 15.9 8.3 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Existing PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 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 NBREBLn1WBLn1 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 4: Talbot Road & VMC Central Drwy/Drwy Existing PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 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 NBREBLn1WBLn1 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 5: Talbot Road & VMC South Drwy/Drwy Existing PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 Intersection Int Delay, s/veh 1.4 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 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 14 0 52 2 0 2 65 356 0 0 646 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1141 1140 654 1165 1147 356 661 0 - - - 0 Stage 1 654 654 - 486 486 - - - - - - - Stage 2 487 486 - 679 661 - - - - - - - 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 178 201 467 171 199 688 927 - 0 0 - - Stage 1 456 463 - 563 551 - - - 0 0 - - Stage 2 562 551 - 441 460 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 168 187 467 144 185 688 927 - - - - - Mov Cap-2 Maneuver 289 307 - 244 286 - - - - - - - Stage 1 424 463 - 524 512 - - - - - - - Stage 2 521 512 - 392 460 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.4 15.1 1.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 927 - 412 360 - - HCM Lane V/C Ratio 0.07 - 0.16 0.011 - - HCM Control Delay (s) 9.2 - 15.4 15.1 - - 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 6: Talbot Road & S 43rd St Existing PM Peak Hour 02/02/2017 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 238 1292 677 48 644 43 278 102 57 123 244 336 Adj No. of Lanes 121120210111 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 270 1582 708 62 1109 74 581 190 106 344 361 548 Arrive On Green 0.15 0.45 0.45 0.03 0.33 0.33 0.17 0.17 0.17 0.19 0.19 0.19 Sat Flow, veh/h 1774 3539 1583 1774 3368 225 3442 1124 628 1774 1863 1583 Grp Volume(v), veh/h 238 1292 677 48 338 349 278 0 159 123 244 336 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1823 1721 0 1752 1774 1863 1583 Q Serve(g_s), s 15.2 36.8 47.8 3.1 18.3 18.4 8.4 0.0 9.6 6.9 14.0 20.4 Cycle Q Clear(g_c), s 15.2 36.8 47.8 3.1 18.3 18.4 8.4 0.0 9.6 6.9 14.0 20.4 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 270 1582 708 62 583 600 581 0 296 344 361 548 V/C Ratio(X) 0.88 0.82 0.96 0.78 0.58 0.58 0.48 0.00 0.54 0.36 0.68 0.61 Avail Cap(c_a), veh/h 405 1607 719 115 583 600 581 0 296 345 363 549 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 48.0 27.8 30.9 55.3 32.1 32.1 43.5 0.0 43.9 40.4 43.2 31.4 Incr Delay (d2), s/veh 13.8 3.4 23.3 18.6 1.4 1.4 2.8 0.0 6.9 0.6 4.9 2.0 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 8.5 18.7 25.4 1.8 9.2 9.4 4.2 0.0 5.2 3.5 7.7 9.2 LnGrp Delay(d),s/veh 61.7 31.2 54.1 74.0 33.6 33.6 46.3 0.0 50.8 41.0 48.1 33.4 LnGrp LOS E C D E C C D DDDC Approach Vol, veh/h 2207 735 437 703 Approach Delay, s/veh 41.5 36.2 47.9 39.8 Approach LOS DDDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.5 56.2 26.9 22.1 42.6 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 11.6 5.1 49.8 22.4 17.2 20.4 Green Ext Time (p_c), s 1.2 0.0 1.9 0.1 0.4 10.9 Intersection Summary HCM 2010 Ctrl Delay 41.0 HCM 2010 LOS D Existing Plus Project Conditions Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 1: Davis Ave & S 43rd St Existing Plus Project AM Peak Hour 02/02/2017 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) 0 942 241 0 1254 6 0 0 28 0 0 92 Future Volume (Veh/h) 0 942 241 0 1254 6 0 0 28 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 1002 256 0 1334 6 0 0 30 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 0.82 0.82 0.82 0.82 0.82 0.82 vC, conflicting volume 1340 1258 1673 2470 378 1618 2595 448 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 666 1258 1069 2037 378 1003 2189 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) 758 549 129 46 619 154 37 894 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 286 286 286 399 534 534 273 30 98 Volume Left 000000000 Volume Right 0 0 0 256 0 0 6 30 98 cSH 1700 1700 1700 1700 1700 1700 1700 619 894 Volume to Capacity 0.17 0.17 0.17 0.23 0.31 0.31 0.16 0.05 0.11 Queue Length 95th (ft)000000049 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.1 9.5 Lane LOS BA Approach Delay (s) 0.0 0.0 11.1 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 2: Talbot Road & HR Lot-Garage Access Existing Plus Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 0 18 1 0 0 108 216 5 6 588 72 Future Vol, veh/h 7 0 18 1 0 0 108 216 5 6 588 72 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 8 0 20 1 0 0 117 235 5 7 639 78 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1163 1166 678 1173 1202 237 717 0 0 240 0 0 Stage 1 691 691 - 472 472 - - - - - - - Stage 2 472 475 - 701 730 - - - - - - - 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 172 194 452 169 185 802 884 - - 1327 - - Stage 1 435 446 - 573 559 - - - - - - - Stage 2 573 557 - 429 428 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 154 167 452 145 160 802 884 - - 1327 - - Mov Cap-2 Maneuver 154 167 - 145 160 - - - - - - - Stage 1 377 444 - 497 485 - - - - - - - Stage 2 497 483 - 408 426 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.5 30 3.2 0.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 884 - - 293 145 1327 - - HCM Lane V/C Ratio 0.133 - - 0.093 0.007 0.005 - - HCM Control Delay (s) 9.7 - - 18.5 30 7.7 - - HCM Lane LOS A - - C D A - - HCM 95th %tile Q(veh) 0.5 - - 0.3 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Existing Plus Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 25.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 7 55 50 64 43 163 243 5 11 347 248 Future Vol, veh/h 43 7 55 50 64 43 163 243 5 11 347 248 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 47 8 60 54 70 47 177 264 5 12 377 270 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1215 1160 512 1191 1292 267 647 0 0 270 0 0 Stage 1 536 536 - 621 621 - - - - - - - Stage 2 679 624 - 570 671 - - - - - - - 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 158 195 562 164 163 772 939 - - 1293 - - Stage 1 529 523 - 475 479 - - - - - - - Stage 2 441 478 - 506 455 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 74 157 562 120 131 772 939 - - 1293 - - Mov Cap-2 Maneuver 74 157 - 120 131 - - - - - - - Stage 1 429 518 - 385 389 - - - - - - - Stage 2 276 388 - 441 451 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 87.2 140.2 3.9 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 939 - - 145 163 1293 - - HCM Lane V/C Ratio 0.189 - - 0.787 1.047 0.009 - - HCM Control Delay (s) 9.7 - - 87.2 140.2 7.8 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.7 - - 4.9 8.5 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 4: Talbot Road & VMC Central Drwy/Drwy Existing Plus Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 36 0 0 1 67 400 8 2 440 24 Future Vol, veh/h 2 0 36 0 0 1 67 400 8 2 440 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 38 0 0 1 71 426 9 2 468 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1058 1062 481 1076 1070 430 494 0 0 434 0 0 Stage 1 485 485 - 572 572 - - - - - - - Stage 2 573 577 - 504 498 - - - - - - - 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 203 223 585 197 221 625 1070 - - 1126 - - Stage 1 563 552 - 505 504 - - - - - - - Stage 2 505 502 - 550 544 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 192 208 585 175 206 625 1070 - - 1126 - - Mov Cap-2 Maneuver 192 208 - 175 206 - - - - - - - Stage 1 526 551 - 471 471 - - - - - - - Stage 2 471 469 - 513 543 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.4 10.8 1.2 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1070 - - 528 625 1126 - - HCM Lane V/C Ratio 0.067 - - 0.077 0.002 0.002 - - HCM Control Delay (s) 8.6 - - 12.4 10.8 8.2 - - 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 5: Talbot Road & VMC South Drwy/Drwy Existing Plus Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 50 2 0 1 72 481 0 0 460 21 Future Vol, veh/h 2 0 50 2 0 1 72 481 0 0 460 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 53 2 0 1 77 512 0 0 489 22 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1166 1166 501 1192 1177 512 512 0 - - - 0 Stage 1 501 501 - 665 665 - - - - - - - Stage 2 665 665 - 527 512 - - - - - - - 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 171 194 570 164 191 562 1053 - 0 0 - - Stage 1 552 543 - 449 458 - - - 0 0 - - Stage 2 449 458 - 535 536 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 161 180 570 140 177 562 1053 - - - - - Mov Cap-2 Maneuver 281 298 - 252 282 - - - - - - - Stage 1 512 543 - 416 425 - - - - - - - Stage 2 415 425 - 485 536 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.3 16.8 1.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 1053 - 548 309 - - HCM Lane V/C Ratio 0.073 - 0.101 0.01 - - HCM Control Delay (s) 8.7 - 12.3 16.8 - - 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 6: Talbot Road & S 43rd St Existing Plus Project AM Peak Hour 02/02/2017 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) 295 522 147 22 960 53 429 232 36 82 84 340 Future Volume (veh/h) 295 522 147 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 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 314 555 156 23 1021 56 456 247 38 87 89 362 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 346 1311 587 40 675 37 953 437 67 304 319 581 Arrive On Green 0.20 0.37 0.37 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 3412 187 3442 1577 243 1774 1863 1583 Grp Volume(v), veh/h 314 555 156 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 19.7 13.3 7.8 1.5 22.5 22.5 12.6 0.0 15.3 4.9 4.7 19.5 Cycle Q Clear(g_c), s 19.7 13.3 7.8 1.5 22.5 22.5 12.6 0.0 15.3 4.9 4.7 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 346 1311 587 40 350 362 953 0 504 304 319 581 V/C Ratio(X) 0.91 0.42 0.27 0.57 1.51 1.51 0.48 0.00 0.57 0.29 0.28 0.62 Avail Cap(c_a), veh/h 445 1385 620 101 350 362 953 0 504 304 319 581 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 26.7 25.0 55.0 45.6 45.6 34.3 0.0 35.2 41.0 41.0 29.6 Incr Delay (d2), s/veh 18.8 0.2 0.2 12.1 244.7 244.4 1.7 0.0 4.5 0.5 0.5 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 11.4 6.5 3.5 0.9 34.7 35.8 6.2 0.0 8.3 2.4 2.5 9.7 LnGrp Delay(d),s/veh 63.5 26.9 25.2 67.1 290.3 290.0 36.0 0.0 39.8 41.5 41.5 31.6 LnGrp LOS E C C E F F D DDDC Approach Vol, veh/h 1025 1100 741 538 Approach Delay, s/veh 37.9 285.5 37.4 34.9 Approach LOS D F D C Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.0 7.1 46.6 24.0 26.7 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 17.3 3.5 15.3 21.5 21.7 24.5 Green Ext Time (p_c), s 2.9 0.0 13.4 0.0 0.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 117.3 HCM 2010 LOS F Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 1: Davis Ave & S 43rd St Existing Plus Project Mid-day Peak Hour 02/02/2017 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 1293 128 0 1438 15 0 0 43 0 0 100 Future Volume (Veh/h) 0 1293 128 0 1438 15 0 0 43 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 1421 141 0 1580 16 0 0 47 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 1596 1562 2128 3088 426 1990 3150 535 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1000 1562 1641 2798 426 1475 2873 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) 571 419 48 15 577 67 13 900 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 406 406 406 344 632 632 332 47 110 Volume Left 000000000 Volume Right 0 0 0 141 0 0 16 47 110 cSH 1700 1700 1700 1700 1700 1700 1700 577 900 Volume to Capacity 0.24 0.24 0.24 0.20 0.37 0.37 0.20 0.08 0.12 Queue Length 95th (ft)0000000710 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.8 9.6 Lane LOS BA Approach Delay (s) 0.0 0.0 11.8 9.6 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15 Valley Medical Center MOB TIA HCM 2010 TWSC 2: Talbot Road & HR Lot-Garage Access Existing Plus Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 0 66 3 0 2 44 266 1 2 285 28 Future Vol, veh/h 23 0 66 3 0 2 44 266 1 2 285 28 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 25 0 72 3 0 2 48 289 1 2 310 30 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 715 715 325 750 730 290 340 0 0 290 0 0 Stage 1 329 329 - 385 385 - - - - - - - Stage 2 386 386 - 365 345 - - - - - - - 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 346 356 716 328 349 749 1219 - - 1272 - - Stage 1 684 646 - 638 611 - - - - - - - Stage 2 637 610 - 654 636 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 334 341 716 286 335 749 1219 - - 1272 - - Mov Cap-2 Maneuver 334 341 - 286 335 - - - - - - - Stage 1 657 645 - 613 587 - - - - - - - Stage 2 610 586 - 588 635 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 14.6 1.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1219 - - 553 380 1272 - - HCM Lane V/C Ratio 0.039 - - 0.175 0.014 0.002 - - HCM Control Delay (s) 8.1 - - 12.9 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 3: Talbot Road & VMC Access Rd/177th St Existing Plus Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 47.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 83 12 374 5 29 11 177 202 7 5 270 79 Future Vol, veh/h 83 12 374 5 29 11 177 202 7 5 270 79 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 90 13 407 5 32 12 192 220 8 5 293 86 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 977 959 336 1165 998 223 379 0 0 227 0 0 Stage 1 347 347 - 608 608 - - - - - - - Stage 2 630 612 - 557 390 - - - - - - - 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 230 257 706 171 244 817 1179 - - 1341 - - Stage 1 669 635 - 483 486 - - - - - - - Stage 2 470 484 - 515 608 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 175 214 706 60 204 817 1179 - - 1341 - - Mov Cap-2 Maneuver 175 214 - 60 204 - - - - - - - Stage 1 560 633 - 404 407 - - - - - - - Stage 2 358 405 - 213 606 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 121.3 30.8 4 0.1 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1179 - - 442 188 1341 - - HCM Lane V/C Ratio 0.163 - - 1.153 0.26 0.004 - - HCM Control Delay (s) 8.6 - - 121.3 30.8 7.7 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.6 - - 18.7 1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 4: Talbot Road & VMC Central Drwy/Drwy Existing Plus Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 124 2 0 2 57 368 6 5 632 17 Future Vol, veh/h 14 0 124 2 0 2 57 368 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 58 376 6 5 645 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1160 1162 654 1222 1167 379 662 0 0 382 0 0 Stage 1 664 664 - 495 495 - - - - - - - Stage 2 496 498 - 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 172 195 467 156 194 668 927 - - 1176 - - Stage 1 450 458 - 556 546 - - - - - - - Stage 2 556 544 - 415 454 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 163 182 467 108 181 668 927 - - 1176 - - Mov Cap-2 Maneuver 163 182 - 108 181 - - - - - - - Stage 1 422 456 - 521 512 - - - - - - - Stage 2 520 510 - 301 452 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.2 24.8 1.2 0.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 927 - - 393 186 1176 - - HCM Lane V/C Ratio 0.063 - - 0.358 0.022 0.004 - - HCM Control Delay (s) 9.1 - - 19.2 24.8 8.1 - - 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 5: Talbot Road & VMC South Drwy/Drwy Existing Plus Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 70 3 1 0 104 426 0 0 745 16 Future Vol, veh/h 5 0 70 3 1 0 104 426 0 0 745 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 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 5 0 74 3 1 0 111 453 0 0 793 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1476 1475 801 1512 1484 453 810 0 - - - 0 Stage 1 801 801 - 674 674 - - - - - - - Stage 2 675 674 - 838 810 - - - - - - - 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 104 126 384 98 125 607 816 - 0 0 - - Stage 1 378 397 - 444 454 - - - 0 0 - - Stage 2 444 454 - 361 393 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 93 109 384 71 108 607 816 - - - - - Mov Cap-2 Maneuver 203 230 - 139 197 - - - - - - - Stage 1 327 397 - 384 392 - - - - - - - Stage 2 383 392 - 291 393 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.7 29.7 2 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 816 - 362 150 - - HCM Lane V/C Ratio 0.136 - 0.22 0.028 - - HCM Control Delay (s) 10.1 - 17.7 29.7 - - 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 6: Talbot Road & S 43rd St Existing Plus Project Mid-day Peak Hour 02/02/2017 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) 316 761 256 53 749 93 291 112 50 160 154 447 Future Volume (veh/h) 316 761 256 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 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 340 818 275 57 805 100 313 120 54 172 166 481 Adj No. of Lanes 121120210111 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 368 1701 761 74 996 124 565 200 90 279 293 578 Arrive On Green 0.21 0.48 0.48 0.04 0.31 0.31 0.16 0.16 0.16 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 340 818 275 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 21.6 18.0 12.6 3.7 26.9 26.9 9.6 0.0 10.5 10.4 9.5 18.1 Cycle Q Clear(g_c), s 21.6 18.0 12.6 3.7 26.9 26.9 9.6 0.0 10.5 10.4 9.5 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 368 1701 761 74 556 564 565 0 290 279 293 578 V/C Ratio(X) 0.92 0.48 0.36 0.78 0.81 0.81 0.55 0.00 0.60 0.62 0.57 0.83 Avail Cap(c_a), veh/h 402 1707 764 146 598 606 565 0 290 279 293 578 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 20.2 18.8 54.6 36.3 36.3 44.2 0.0 44.6 45.2 44.9 33.3 Incr Delay (d2), s/veh 25.5 0.2 0.3 15.8 7.6 7.5 3.9 0.0 8.9 4.0 2.5 10.1 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 13.2 8.8 5.6 2.1 14.3 14.5 4.9 0.0 5.8 5.4 5.1 15.5 LnGrp Delay(d),s/veh 70.2 20.4 19.1 70.4 43.9 43.8 48.1 0.0 53.4 49.3 47.4 43.4 LnGrp LOS E C B E D D D DDDD Approach Vol, veh/h 1433 962 487 819 Approach Delay, s/veh 32.0 45.4 50.0 45.4 Approach LOS CDDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 9.3 59.8 22.6 28.4 40.7 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 12.5 5.7 20.0 20.1 23.6 28.9 Green Ext Time (p_c), s 1.2 0.0 16.5 0.0 0.3 7.3 Intersection Summary HCM 2010 Ctrl Delay 40.8 HCM 2010 LOS D Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 1: Davis Ave & S 43rd St Existing Plus Project PM Peak Hour 02/02/2017 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 2142 100 0 1318 9 0 0 49 0 0 156 Future Volume (Veh/h) 0 2142 100 0 1318 9 0 0 49 0 0 156 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 2231 104 0 1373 9 0 0 51 0 0 163 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 2335 2904 3665 610 1986 3712 462 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 956 2335 2685 3551 610 1642 3605 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 83 cM capacity (veh/h) 629 209 8 5 438 51 5 954 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 637 637 637 423 549 549 284 51 163 Volume Left 000000000 Volume Right 0 0 0 104 0 0 9 51 163 cSH 1700 1700 1700 1700 1700 1700 1700 438 954 Volume to Capacity 0.37 0.37 0.37 0.25 0.32 0.32 0.17 0.12 0.17 Queue Length 95th (ft)00000001015 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 9.6 Lane LOS BA Approach Delay (s) 0.0 0.0 14.3 9.6 Approach LOS B A Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15 Valley Medical Center MOB TIA HCM 2010 TWSC 2: Talbot Road & HR Lot-Garage Access Existing Plus Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 0 103 4 0 2 26 467 1 2 344 16 Future Vol, veh/h 51 0 103 4 0 2 26 467 1 2 344 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 - - - - - - 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 55 0 112 4 0 2 28 508 1 2 374 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 953 952 383 1008 961 508 391 0 0 509 0 0 Stage 1 387 387 - 565 565 - - - - - - - Stage 2 566 565 - 443 396 - - - - - - - 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 239 259 664 219 256 565 1168 - - 1056 - - Stage 1 637 610 - 510 508 - - - - - - - Stage 2 509 508 - 594 604 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 233 252 664 178 249 565 1168 - - 1056 - - Mov Cap-2 Maneuver 233 252 - 178 249 - - - - - - - Stage 1 622 609 - 498 496 - - - - - - - Stage 2 495 496 - 493 603 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.6 21 0.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1168 - - 412 231 1056 - - HCM Lane V/C Ratio 0.024 - - 0.406 0.028 0.002 - - HCM Control Delay (s) 8.2 - - 19.6 21 8.4 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 - - 1.9 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Existing Plus Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 109.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 157 30 315 8 11 16 80 321 7 13 385 53 Future Vol, veh/h 157 30 315 8 11 16 80 321 7 13 385 53 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 169 32 339 9 12 17 86 345 8 14 414 57 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1005 995 442 1177 1020 349 471 0 0 353 0 0 Stage 1 470 470 - 521 521 - - - - - - - Stage 2 535 525 - 656 499 - - - - - - - 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 220 245 615 168 237 694 1091 - - 1206 - - Stage 1 574 560 - 539 532 - - - - - - - Stage 2 529 529 - 454 544 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 192 223 615 63 216 694 1091 - - 1206 - - Mov Cap-2 Maneuver 192 223 - 63 216 - - - - - - - Stage 1 529 553 - 497 490 - - - - - - - Stage 2 464 487 - 190 538 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 299.8 31.3 1.7 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1091 - - 343 174 1206 - - HCM Lane V/C Ratio 0.079 - - 1.574 0.216 0.012 - - HCM Control Delay (s) 8.6 - - 299.8 31.3 8 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.3 - - 31.1 0.8 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 4: Talbot Road & VMC Central Drwy/Drwy Existing Plus Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 3.2 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 39 396 1 1 693 13 Future Vol, veh/h 10 0 150 2 1 0 39 396 1 1 693 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 42 426 1 1 745 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1265 1265 752 1345 1271 426 759 0 0 427 0 0 Stage 1 754 754 - 510 510 - - - - - - - Stage 2 511 511 - 835 761 - - - - - - - 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 146 169 410 129 168 628 852 - - 1132 - - Stage 1 401 417 - 546 538 - - - - - - - Stage 2 545 537 - 362 414 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 140 161 410 75 160 628 852 - - 1132 - - Mov Cap-2 Maneuver 140 161 - 75 160 - - - - - - - Stage 1 381 417 - 519 511 - - - - - - - Stage 2 517 511 - 219 414 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.3 46 0.8 0 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 852 - - 366 91 1132 - - HCM Lane V/C Ratio 0.049 - - 0.47 0.035 0.001 - - HCM Control Delay (s) 9.4 - - 23.3 46 8.2 - - HCM Lane LOS A - - C E A - - HCM 95th %tile Q(veh) 0.2 - - 2.4 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 5: Talbot Road & VMC South Drwy/Drwy Existing Plus Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 69 2 0 2 71 420 0 0 828 14 Future Vol, veh/h 14 0 69 2 0 2 71 420 0 0 828 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 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 14 0 71 2 0 2 73 433 0 0 854 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1441 1440 861 1475 1447 433 868 0 - - - 0 Stage 1 861 861 - 579 579 - - - - - - - Stage 2 580 579 - 896 868 - - - - - - - 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 110 133 355 104 131 623 776 - 0 0 - - Stage 1 350 372 - 501 501 - - - 0 0 - - Stage 2 500 501 - 335 370 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 102 120 355 77 119 623 776 - - - - - Mov Cap-2 Maneuver 215 241 - 152 215 - - - - - - - Stage 1 317 372 - 454 454 - - - - - - - Stage 2 451 454 - 268 370 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.3 20 1.5 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 776 - 320 244 - - HCM Lane V/C Ratio 0.094 - 0.267 0.017 - - HCM Control Delay (s) 10.1 - 20.3 20 - - HCM Lane LOS B - C C - - HCM 95th %tile Q(veh) 0.3 - 1.1 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Existing Plus Project PM Peak Hour 02/02/2017 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) 279 1246 643 46 612 56 264 112 54 156 271 461 Future Volume (veh/h) 279 1246 643 46 612 56 264 112 54 156 271 461 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 294 1312 677 48 644 59 278 118 57 164 285 485 Adj No. of Lanes 121120210111 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 325 1585 709 62 982 90 579 200 96 344 361 597 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 294 1312 677 48 347 356 278 0 175 164 285 485 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1810 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 18.8 37.7 47.8 3.1 19.8 19.9 8.5 0.0 10.6 9.5 16.9 22.5 Cycle Q Clear(g_c), s 18.8 37.7 47.8 3.1 19.8 19.9 8.5 0.0 10.6 9.5 16.9 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 325 1585 709 62 530 542 579 0 296 344 361 597 V/C Ratio(X) 0.90 0.83 0.95 0.78 0.66 0.66 0.48 0.00 0.59 0.48 0.79 0.81 Avail Cap(c_a), veh/h 404 1602 717 115 530 542 579 0 296 344 361 597 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 28.1 30.9 55.5 35.4 35.4 43.7 0.0 44.6 41.5 44.5 32.4 Incr Delay (d2), s/veh 20.4 3.7 23.0 18.6 2.9 2.9 2.8 0.0 8.4 1.0 11.1 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.1 19.2 25.4 1.9 10.1 10.3 4.2 0.0 5.9 4.7 9.8 15.3 LnGrp Delay(d),s/veh 66.8 31.8 53.9 74.1 38.3 38.3 46.5 0.0 52.9 42.5 55.6 40.8 LnGrp LOS E C D E D D D D D E D Approach Vol, veh/h 2283 751 453 934 Approach Delay, s/veh 42.9 40.6 49.0 45.6 Approach LOS DDDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.5 56.4 27.0 25.7 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 12.6 5.1 49.8 24.5 20.8 21.9 Green Ext Time (p_c), s 1.1 0.0 2.1 0.0 0.4 9.9 Intersection Summary HCM 2010 Ctrl Delay 43.7 HCM 2010 LOS D Project Opening Year Without Project Conditions Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 1: Davis Ave & S 43rd St Project Opening Year Without Project AM Peak Hour 02/02/2017 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 0.81 0.81 0.81 0.81 0.81 0.81 vC, conflicting volume 1415 1224 1666 2530 360 1687 2636 473 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 685 1224 995 2064 360 1021 2195 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 91 cM capacity (veh/h) 731 565 146 44 636 149 36 877 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 000000000 Volume Right 0 0 0 217 0 0 6 23 81 cSH 1700 1700 1700 1700 1700 1700 1700 636 877 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)000000038 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.9 9.5 Lane LOS BA Approach Delay (s) 0.0 0.0 10.9 9.5 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 2: Talbot Road & HR Lot-Garage Access Project Opening Year Without Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 1 0 0 24 234 5 6 582 15 Future Vol, veh/h 0 0 1 1 0 0 24 234 5 6 582 15 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 0 0 1 1 0 0 26 254 5 7 633 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 963 966 641 963 971 257 649 0 0 260 0 0 Stage 1 654 654 - 309 309 - - - - - - - Stage 2 309 312 - 654 662 - - - - - - - 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 235 255 475 235 253 782 937 - - 1304 - - Stage 1 456 463 - 701 660 - - - - - - - Stage 2 701 658 - 456 459 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 229 247 475 229 245 782 937 - - 1304 - - Mov Cap-2 Maneuver 229 247 - 229 245 - - - - - - - Stage 1 443 461 - 682 642 - - - - - - - Stage 2 682 640 - 453 457 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.6 20.8 0.8 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 937 - - 475 229 1304 - - HCM Lane V/C Ratio 0.028 - - 0.002 0.005 0.005 - - HCM Control Delay (s) 9 - - 12.6 20.8 7.8 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.1 - - 0 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 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 NBREBLn1WBLn1 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 4: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 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 NBREBLn1WBLn1 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 5: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 NBTEBLn1WBLn1 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 6: Talbot Road & S 43rd St Project Opening Year Without Project AM Peak Hour 02/02/2017 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 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 256 601 166 24 1073 48 476 217 39 91 83 365 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 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 DDDC 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 12345678 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 1: Davis Ave & S 43rd St Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 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 000000000 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)000000046 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.4 9.5 Lane LOS BA 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 2: Talbot Road & HR Lot-Garage Access Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 7 3 0 2 6 254 1 2 274 3 Future Vol, veh/h 3 0 7 3 0 2 6 254 1 2 274 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 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 3 0 8 3 0 2 7 276 1 2 298 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 595 594 299 598 595 277 301 0 0 277 0 0 Stage 1 304 304 - 290 290 - - - - - - - Stage 2 291 290 - 308 305 - - - - - - - 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 416 418 741 414 417 762 1260 - - 1286 - - Stage 1 705 663 - 718 672 - - - - - - - Stage 2 717 672 - 702 662 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 413 415 741 408 414 762 1260 - - 1286 - - Mov Cap-2 Maneuver 413 415 - 408 414 - - - - - - - Stage 1 701 662 - 714 668 - - - - - - - Stage 2 711 668 - 694 661 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.1 12.3 0.2 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1260 - - 598 501 1286 - - HCM Lane V/C Ratio 0.005 - - 0.018 0.011 0.002 - - HCM Control Delay (s) 7.9 - - 11.1 12.3 7.8 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 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 NBREBLn1WBLn1 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 4: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 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 NBREBLn1WBLn1 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 5: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 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 5 0 57 3 1 0 101 337 0 0 568 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1117 1116 577 1144 1124 337 585 0 - - - 0 Stage 1 577 577 - 539 539 - - - - - - - Stage 2 540 539 - 605 585 - - - - - - - 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 185 208 516 177 205 705 990 - 0 0 - - Stage 1 502 502 - 527 522 - - - 0 0 - - Stage 2 526 522 - 485 498 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 170 187 516 145 184 705 990 - - - - - Mov Cap-2 Maneuver 288 307 - 240 279 - - - - - - - Stage 1 451 502 - 473 469 - - - - - - - Stage 2 471 469 - 431 498 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.5 19.7 2.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 990 - 484 249 - - HCM Lane V/C Ratio 0.102 - 0.13 0.017 - - HCM Control Delay (s) 9 - 13.5 19.7 - - HCM Lane LOS A - B C - - HCM 95th %tile Q(veh) 0.3 - 0.4 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 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 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 251 858 289 59 868 75 328 97 56 127 110 335 Adj No. of Lanes 121120210111 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 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 DDDC Approach Vol, veh/h 1398 1002 481 572 Approach Delay, s/veh 28.0 40.8 45.0 36.9 Approach LOS CDDD Timer 12345678 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 1: Davis Ave & S 43rd St Project Opening Year Without Project PM Peak Hour 02/02/2017 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 000000000 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)000000069 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.0 9.3 Lane LOS BA 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 2: Talbot Road & HR Lot-Garage Access Project Opening Year Without Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 19 4 0 2 3 461 1 2 351 1 Future Vol, veh/h 12 0 19 4 0 2 3 461 1 2 351 1 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 13 0 21 4 0 2 3 501 1 2 382 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 895 895 382 905 895 502 383 0 0 502 0 0 Stage 1 386 386 - 508 508 - - - - - - - Stage 2 509 509 - 397 387 - - - - - - - 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 261 280 665 257 280 569 1175 - - 1062 - - Stage 1 637 610 - 547 539 - - - - - - - Stage 2 547 538 - 629 610 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 259 279 665 248 279 569 1175 - - 1062 - - Mov Cap-2 Maneuver 259 279 - 248 279 - - - - - - - Stage 1 635 609 - 546 538 - - - - - - - Stage 2 544 537 - 608 609 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.5 17.1 0.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1175 - - 414 305 1062 - - HCM Lane V/C Ratio 0.003 - - 0.081 0.021 0.002 - - HCM Control Delay (s) 8.1 - - 14.5 17.1 8.4 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Project Opening Year Without Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 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 NBREBLn1WBLn1 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 4: Talbot Road & VMC Central Drwy/Drwy Project Opening Year Without Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 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 NBREBLn1WBLn1 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 5: Talbot Road & VMC South Drwy/Drwy Project Opening Year Without Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 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 14 0 54 2 0 2 67 387 0 0 687 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1216 1215 694 1242 1222 387 701 0 - - - 0 Stage 1 694 694 - 521 521 - - - - - - - Stage 2 522 521 - 721 701 - - - - - - - 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 158 181 443 152 180 661 896 - 0 0 - - Stage 1 433 444 - 539 532 - - - 0 0 - - Stage 2 538 532 - 419 441 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 148 167 443 126 167 661 896 - - - - - Mov Cap-2 Maneuver 269 289 - 224 268 - - - - - - - Stage 1 401 444 - 499 492 - - - - - - - Stage 2 496 492 - 368 441 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.2 15.9 1.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 896 - 390 335 - - HCM Lane V/C Ratio 0.075 - 0.174 0.012 - - HCM Control Delay (s) 9.3 - 16.2 15.9 - - 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 6: Talbot Road & S 43rd St Project Opening Year Without Project PM Peak Hour 02/02/2017 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 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 256 1367 702 49 701 44 292 105 59 138 252 357 Adj No. of Lanes 121120210111 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 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 DDDC Approach Vol, veh/h 2325 794 456 747 Approach Delay, s/veh 45.5 38.4 49.1 40.7 Approach LOS DDDD Timer 12345678 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 1: Davis Ave & S 43rd St Project Opening Year With Project AM Peak Hour 02/02/2017 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 1018 247 0 1341 6 0 0 29 0 0 94 Future Volume (Veh/h) 0 1018 247 0 1341 6 0 0 29 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 1083 263 0 1427 6 0 0 31 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 1346 1790 2648 402 1732 2776 479 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 726 1346 1165 2220 402 1093 2378 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) 709 508 108 35 598 130 28 881 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 309 309 309 418 571 571 291 31 100 Volume Left 000000000 Volume Right 0 0 0 263 0 0 6 31 100 cSH 1700 1700 1700 1700 1700 1700 1700 598 881 Volume to Capacity 0.18 0.18 0.18 0.25 0.34 0.34 0.17 0.05 0.11 Queue Length 95th (ft)0000000410 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.4 9.6 Lane LOS BA 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 2: Talbot Road & HR Lot-Garage Access Project Opening Year With Project AM Peak Hour 02/02/2017 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 7 0 18 1 0 0 109 242 5 6 625 72 Future Vol, veh/h 7 0 18 1 0 0 109 242 5 6 625 72 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 8 0 20 1 0 0 118 263 5 7 679 78 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1235 1237 718 1244 1274 266 758 0 0 268 0 0 Stage 1 732 732 - 503 503 - - - - - - - Stage 2 503 505 - 741 771 - - - - - - - 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 153 176 429 151 167 773 853 - - 1296 - - Stage 1 413 427 - 551 541 - - - - - - - Stage 2 551 540 - 408 410 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 136 151 429 128 143 773 853 - - 1296 - - Mov Cap-2 Maneuver 136 151 - 128 143 - - - - - - - Stage 1 356 425 - 475 466 - - - - - - - Stage 2 475 465 - 387 408 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.9 33.4 3 0.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 853 - - 268 128 1296 - - HCM Lane V/C Ratio 0.139 - - 0.101 0.008 0.005 - - HCM Control Delay (s) 9.9 - - 19.9 33.4 7.8 - - HCM Lane LOS A - - C D A - - HCM 95th %tile Q(veh) 0.5 - - 0.3 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Project Opening Year With Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 39.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 Future Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 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 48 8 61 57 72 48 183 291 5 12 410 277 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1291 1234 548 1266 1370 294 687 0 0 297 0 0 Stage 1 572 572 - 659 659 - - - - - - - Stage 2 719 662 - 607 711 - - - - - - - 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 140 177 536 146 146 745 907 - - 1264 - - Stage 1 505 504 - 453 461 - - - - - - - Stage 2 420 459 - 483 436 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 56 140 536 104 115 745 907 - - 1264 - - Mov Cap-2 Maneuver 56 140 - 104 115 - - - - - - - Stage 1 403 499 - 362 368 - - - - - - - Stage 2 253 366 - 418 432 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 161.6 211.3 3.8 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 907 - - 114 143 1264 - - HCM Lane V/C Ratio 0.201 - - 1.02 1.231 0.009 - - HCM Control Delay (s) 10 - - 161.6 211.3 7.9 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.8 - - 6.8 10.5 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 4: Talbot Road & VMC Central Drwy/Drwy Project Opening Year With Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 37 0 0 1 69 430 8 2 473 24 Future Vol, veh/h 2 0 37 0 0 1 69 430 8 2 473 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 39 0 0 1 73 457 9 2 503 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1129 1133 516 1149 1142 462 529 0 0 466 0 0 Stage 1 520 520 - 609 609 - - - - - - - Stage 2 609 613 - 540 533 - - - - - - - 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 181 203 559 176 200 600 1038 - - 1095 - - Stage 1 539 532 - 482 485 - - - - - - - Stage 2 482 483 - 526 525 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 171 188 559 155 186 600 1038 - - 1095 - - Mov Cap-2 Maneuver 171 188 - 155 186 - - - - - - - Stage 1 501 531 - 448 451 - - - - - - - Stage 2 447 449 - 488 524 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.8 11 1.2 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1038 - - 501 600 1095 - - HCM Lane V/C Ratio 0.071 - - 0.083 0.002 0.002 - - HCM Control Delay (s) 8.7 - - 12.8 11 8.3 - - 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 5: Talbot Road & VMC South Drwy/Drwy Project Opening Year With Project AM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 51 2 0 1 74 513 0 0 493 22 Future Vol, veh/h 2 0 51 2 0 1 74 513 0 0 493 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 54 2 0 1 79 546 0 0 524 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1240 1239 536 1266 1251 546 548 0 - - - 0 Stage 1 536 536 - 703 703 - - - - - - - Stage 2 704 703 - 563 548 - - - - - - - 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 152 175 545 146 172 538 1021 - 0 0 - - Stage 1 529 523 - 428 440 - - - 0 0 - - Stage 2 428 440 - 511 517 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 143 161 545 124 159 538 1021 - - - - - Mov Cap-2 Maneuver 263 280 - 234 265 - - - - - - - Stage 1 488 523 - 395 406 - - - - - - - Stage 2 394 406 - 460 517 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.7 17.6 1.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 1021 - 524 288 - - HCM Lane V/C Ratio 0.077 - 0.108 0.011 - - HCM Control Delay (s) 8.8 - 12.7 17.6 - - 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 6: Talbot Road & S 43rd St Project Opening Year With Project AM Peak Hour 02/02/2017 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) 312 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 312 573 156 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 332 610 166 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 363 1334 597 41 669 36 942 432 67 301 316 593 Arrive On Green 0.20 0.38 0.38 0.02 0.20 0.20 0.27 0.27 0.27 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 332 610 166 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 21.1 14.9 8.4 1.5 22.5 22.5 13.4 0.0 16.0 5.7 4.9 19.5 Cycle Q Clear(g_c), s 21.1 14.9 8.4 1.5 22.5 22.5 13.4 0.0 16.0 5.7 4.9 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 363 1334 597 41 346 358 942 0 498 301 316 593 V/C Ratio(X) 0.91 0.46 0.28 0.58 1.60 1.61 0.51 0.00 0.59 0.33 0.29 0.65 Avail Cap(c_a), veh/h 439 1369 612 100 346 358 942 0 498 301 316 593 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 44.8 27.0 24.9 55.6 46.3 46.3 35.2 0.0 36.1 42.1 41.7 29.7 Incr Delay (d2), s/veh 21.0 0.2 0.3 12.3 285.2 285.1 1.9 0.0 5.0 0.6 0.5 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.5 7.3 3.7 0.9 38.4 39.7 6.6 0.0 8.7 2.9 2.6 10.4 LnGrp Delay(d),s/veh 65.8 27.2 25.2 67.9 331.5 331.4 37.1 0.0 41.1 42.7 42.2 32.2 LnGrp LOS E C C E F F D DDDC Approach Vol, veh/h 1108 1154 768 574 Approach Delay, s/veh 38.5 326.0 38.7 35.6 Approach LOS D F D D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 36.0 7.2 47.9 24.0 28.1 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 18.0 3.5 16.9 21.5 23.1 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 130.1 HCM 2010 LOS F Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 1: Davis Ave & S 43rd St Project Opening Year With Project Mid-day Peak Hour 02/02/2017 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 1379 131 0 1527 15 0 0 44 0 0 102 Future Volume (Veh/h) 0 1379 131 0 1527 15 0 0 44 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 1515 144 0 1678 16 0 0 48 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 1694 1659 2258 3281 451 2113 3345 567 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1003 1659 1706 2981 451 1525 3061 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) 551 384 41 11 556 59 10 870 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 433 433 433 360 671 671 352 48 112 Volume Left 000000000 Volume Right 0 0 0 144 0 0 16 48 112 cSH 1700 1700 1700 1700 1700 1700 1700 556 870 Volume to Capacity 0.25 0.25 0.25 0.21 0.39 0.39 0.21 0.09 0.13 Queue Length 95th (ft)0000000711 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.1 9.7 Lane LOS BA Approach Delay (s) 0.0 0.0 12.1 9.7 Approach LOS B A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15 Valley Medical Center MOB TIA HCM 2010 TWSC 2: Talbot Road & HR Lot-Garage Access Project Opening Year With Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 0 66 3 0 2 44 293 1 2 312 28 Future Vol, veh/h 23 0 66 3 0 2 44 293 1 2 312 28 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 25 0 72 3 0 2 48 318 1 2 339 30 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 775 774 354 810 789 319 370 0 0 320 0 0 Stage 1 359 359 - 415 415 - - - - - - - Stage 2 416 415 - 395 374 - - - - - - - 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 315 329 690 298 323 722 1189 - - 1240 - - Stage 1 659 627 - 615 592 - - - - - - - Stage 2 614 592 - 630 618 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 304 315 690 258 309 722 1189 - - 1240 - - Mov Cap-2 Maneuver 304 315 - 258 309 - - - - - - - Stage 1 632 626 - 590 568 - - - - - - - Stage 2 587 568 - 564 617 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.5 15.5 1.1 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1189 - - 520 347 1240 - - HCM Lane V/C Ratio 0.04 - - 0.186 0.016 0.002 - - HCM Control Delay (s) 8.2 - - 13.5 15.5 7.9 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 0 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Project Opening Year With Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 63.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 Future Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 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 92 13 414 5 32 12 196 247 8 5 322 88 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1041 1023 366 1232 1063 251 410 0 0 254 0 0 Stage 1 377 377 - 642 642 - - - - - - - Stage 2 664 646 - 590 421 - - - - - - - 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 208 236 679 154 223 788 1149 - - 1311 - - Stage 1 644 616 - 463 469 - - - - - - - Stage 2 450 467 - 494 589 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 155 195 679 49 184 788 1149 - - 1311 - - Mov Cap-2 Maneuver 155 195 - 49 184 - - - - - - - Stage 1 534 614 - 384 389 - - - - - - - Stage 2 338 387 - 188 587 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 169.4 36 3.8 0.1 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1149 - - 408 164 1311 - - HCM Lane V/C Ratio 0.17 - - 1.273 0.298 0.004 - - HCM Control Delay (s) 8.8 - - 169.4 36 7.8 - - HCM Lane LOS A - - F E A - - HCM 95th %tile Q(veh) 0.6 - - 22.6 1.2 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 4: Talbot Road & VMC Central Drwy/Drwy Project Opening Year With Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 126 2 0 2 58 396 6 5 665 17 Future Vol, veh/h 14 0 126 2 0 2 58 396 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 59 404 6 5 679 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1224 1226 687 1288 1232 407 696 0 0 410 0 0 Stage 1 697 697 - 526 526 - - - - - - - Stage 2 527 529 - 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 156 179 447 141 177 644 900 - - 1149 - - Stage 1 431 443 - 535 529 - - - - - - - Stage 2 535 527 - 397 439 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 147 167 447 95 165 644 900 - - 1149 - - Mov Cap-2 Maneuver 147 167 - 95 165 - - - - - - - Stage 1 403 441 - 500 494 - - - - - - - Stage 2 498 492 - 282 437 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.7 27.2 1.2 0.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 900 - - 371 166 1149 - - HCM Lane V/C Ratio 0.066 - - 0.385 0.025 0.004 - - HCM Control Delay (s) 9.3 - - 20.7 27.2 8.1 - - HCM Lane LOS A - - C D A - - HCM 95th %tile Q(veh) 0.2 - - 1.8 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 5: Talbot Road & VMC South Drwy/Drwy Project Opening Year With Project Mid-day Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 72 3 1 0 107 455 0 0 780 16 Future Vol, veh/h 5 0 72 3 1 0 107 455 0 0 780 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 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 5 0 77 3 1 0 114 484 0 0 830 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1550 1550 838 1589 1559 484 847 0 - - - 0 Stage 1 838 838 - 712 712 - - - - - - - Stage 2 712 712 - 877 847 - - - - - - - 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 93 114 366 87 112 583 790 - 0 0 - - Stage 1 361 382 - 423 436 - - - 0 0 - - Stage 2 423 436 - 343 378 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 82 98 366 61 96 583 790 - - - - - Mov Cap-2 Maneuver 189 217 - 122 183 - - - - - - - Stage 1 309 382 - 362 373 - - - - - - - Stage 2 361 373 - 271 378 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.7 33 2 0 HCM LOS C D Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 790 - 345 133 - - HCM Lane V/C Ratio 0.144 - 0.237 0.032 - - HCM Control Delay (s) 10.3 - 18.7 33 - - HCM Lane LOS B - C D - - HCM 95th %tile Q(veh) 0.5 - 0.9 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Project Opening Year With Project Mid-day Peak Hour 02/02/2017 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) 333 818 269 55 807 95 305 115 52 173 157 466 Future Volume (veh/h) 333 818 269 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 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 358 880 289 59 868 102 328 124 56 186 169 501 Adj No. of Lanes 121120210111 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 384 1717 768 76 995 117 558 197 89 275 289 589 Arrive On Green 0.22 0.49 0.49 0.04 0.31 0.31 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 358 880 289 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 23.1 19.9 13.4 3.8 30.0 30.0 10.3 0.0 11.1 11.5 9.8 18.1 Cycle Q Clear(g_c), s 23.1 19.9 13.4 3.8 30.0 30.0 10.3 0.0 11.1 11.5 9.8 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 384 1717 768 76 552 560 558 0 286 275 289 589 V/C Ratio(X) 0.93 0.51 0.38 0.78 0.87 0.87 0.59 0.00 0.63 0.68 0.58 0.85 Avail Cap(c_a), veh/h 397 1717 768 145 591 600 558 0 286 275 289 589 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 44.8 20.6 18.9 55.2 37.9 37.9 45.2 0.0 45.6 46.5 45.7 33.7 Incr Delay (d2), s/veh 28.3 0.3 0.3 15.4 12.9 12.8 4.5 0.0 10.0 6.4 3.0 11.5 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 14.4 9.7 5.9 2.2 16.6 16.8 5.2 0.0 6.2 6.1 5.3 16.7 LnGrp Delay(d),s/veh 73.2 20.8 19.2 70.6 50.9 50.7 49.7 0.0 55.6 52.8 48.7 45.1 LnGrp LOS E C B E D D D E D D D Approach Vol, veh/h 1527 1029 508 856 Approach Delay, s/veh 32.8 51.9 51.8 47.5 Approach LOS CDDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.4 9.5 61.1 22.6 29.7 40.8 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 13.1 5.8 21.9 20.1 25.1 32.0 Green Ext Time (p_c), s 1.2 0.0 17.7 0.0 0.1 4.4 Intersection Summary HCM 2010 Ctrl Delay 43.5 HCM 2010 LOS D Valley Medical Center MOB TIA HCM Unsignalized Intersection Capacity Analysis 1: Davis Ave & S 43rd St Project Opening Year With Project PM Peak Hour 02/02/2017 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 2255 102 0 1403 9 0 0 50 0 0 159 Future Volume (Veh/h) 0 2255 102 0 1403 9 0 0 50 0 0 159 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 2349 106 0 1461 9 0 0 52 0 0 166 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 2455 3055 3872 640 2105 3920 492 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 969 2455 2816 3768 640 1709 3825 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 82 cM capacity (veh/h) 607 187 6 3 418 44 3 930 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 671 671 671 442 584 584 301 52 166 Volume Left 000000000 Volume Right 0 0 0 106 0 0 9 52 166 cSH 1700 1700 1700 1700 1700 1700 1700 418 930 Volume to Capacity 0.39 0.39 0.39 0.26 0.34 0.34 0.18 0.12 0.18 Queue Length 95th (ft)00000001116 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.8 9.7 Lane LOS BA Approach Delay (s) 0.0 0.0 14.8 9.7 Approach LOS B A Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 Valley Medical Center MOB TIA HCM 2010 TWSC 2: Talbot Road & HR Lot-Garage Access Project Opening Year With Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 0 104 4 0 2 26 500 1 2 374 16 Future Vol, veh/h 51 0 104 4 0 2 26 500 1 2 374 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 - - - - - - 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 55 0 113 4 0 2 28 543 1 2 407 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1022 1021 415 1077 1029 544 424 0 0 545 0 0 Stage 1 420 420 - 601 601 - - - - - - - Stage 2 602 601 - 476 428 - - - - - - - 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 214 236 637 197 234 539 1135 - - 1024 - - Stage 1 611 589 - 487 489 - - - - - - - Stage 2 486 489 - 570 585 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 209 230 637 159 228 539 1135 - - 1024 - - Mov Cap-2 Maneuver 209 230 - 159 228 - - - - - - - Stage 1 596 588 - 475 477 - - - - - - - Stage 2 472 477 - 468 584 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.7 22.9 0.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1135 - - 381 208 1024 - - HCM Lane V/C Ratio 0.025 - - 0.442 0.031 0.002 - - HCM Control Delay (s) 8.3 - - 21.7 22.9 8.5 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 - - 2.2 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Project Opening Year With Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 2 Intersection Int Delay, s/veh 136.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 54 Future Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 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 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 173 33 347 9 12 17 87 376 8 14 445 58 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1071 1060 474 1246 1085 380 503 0 0 384 0 0 Stage 1 502 502 - 554 554 - - - - - - - Stage 2 569 558 - 692 531 - - - - - - - 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 198 224 590 151 217 667 1061 - - 1174 - - Stage 1 552 542 - 517 514 - - - - - - - Stage 2 507 512 - 434 526 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 171 203 590 51 197 667 1061 - - 1174 - - Mov Cap-2 Maneuver ~ 171 203 - 51 197 - - - - - - - Stage 1 507 536 - 475 472 - - - - - - - Stage 2 442 470 - 165 520 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 384.8 37.4 1.6 0.2 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1061 - - 314 148 1174 - - HCM Lane V/C Ratio 0.082 - - 1.764 0.254 0.012 - - HCM Control Delay (s) 8.7 - -$ 384.8 37.4 8.1 - - HCM Lane LOS A - - F E A - - HCM 95th %tile Q(veh) 0.3 - - 35.8 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 4: Talbot Road & VMC Central Drwy/Drwy Project Opening Year With Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 3 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 153 2 1 0 40 426 1 1 730 13 Future Vol, veh/h 10 0 153 2 1 0 40 426 1 1 730 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 43 458 1 1 785 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1339 1339 792 1421 1346 459 799 0 0 459 0 0 Stage 1 794 794 - 545 545 - - - - - - - Stage 2 545 545 - 876 801 - - - - - - - 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 130 153 389 114 151 602 824 - - 1102 - - Stage 1 381 400 - 523 519 - - - - - - - Stage 2 523 519 - 344 397 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 124 145 389 63 143 602 824 - - 1102 - - Mov Cap-2 Maneuver 124 145 - 63 143 - - - - - - - Stage 1 361 400 - 496 492 - - - - - - - Stage 2 495 492 - 198 397 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 25.8 53.8 0.8 0 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 824 - - 344 77 1102 - - HCM Lane V/C Ratio 0.052 - - 0.51 0.042 0.001 - - HCM Control Delay (s) 9.6 - - 25.8 53.8 8.3 - - HCM Lane LOS A - - D F A - - HCM 95th %tile Q(veh) 0.2 - - 2.8 0.1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 5: Talbot Road & VMC South Drwy/Drwy Project Opening Year With Project PM Peak Hour 02/02/2017 Synchro 9 Report Walker Parking Consultants Page 4 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 71 2 0 2 73 450 0 0 867 14 Future Vol, veh/h 14 0 71 2 0 2 73 450 0 0 867 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 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 14 0 73 2 0 2 75 464 0 0 894 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1516 1515 901 1552 1522 464 908 0 - - - 0 Stage 1 901 901 - 614 614 - - - - - - - Stage 2 615 614 - 938 908 - - - - - - - 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 98 119 337 92 118 598 750 - 0 0 - - Stage 1 333 357 - 479 483 - - - 0 0 - - Stage 2 479 483 - 317 354 - - - 0 0 - - Platoon blocked, % - - - Mov Cap-1 Maneuver 90 107 337 67 106 598 750 - - - - - Mov Cap-2 Maneuver 201 227 - 136 200 - - - - - - - Stage 1 300 357 - 431 435 - - - - - - - Stage 2 430 435 - 248 354 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.6 21.5 1.4 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBTEBLn1WBLn1 SBT SBR Capacity (veh/h) 750 - 303 222 - - HCM Lane V/C Ratio 0.1 - 0.289 0.019 - - HCM Control Delay (s) 10.3 - 21.6 21.5 - - HCM Lane LOS B - C C - - HCM 95th %tile Q(veh) 0.3 - 1.2 0.1 - - Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Project Opening Year With Project PM Peak Hour 02/02/2017 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) 296 1318 667 47 666 57 277 115 56 170 278 481 Future Volume (veh/h) 296 1318 667 47 666 57 277 115 56 170 278 481 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 312 1387 702 49 701 60 292 121 59 179 293 506 Adj No. of Lanes 121120210111 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 342 1593 713 63 967 83 575 198 96 342 359 610 Arrive On Green 0.19 0.45 0.45 0.04 0.29 0.29 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 312 1387 702 49 376 385 292 0 180 179 293 506 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1813 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 20.1 41.3 51.1 3.2 22.2 22.3 9.0 0.0 11.1 10.6 17.6 22.5 Cycle Q Clear(g_c), s 20.1 41.3 51.1 3.2 22.2 22.3 9.0 0.0 11.1 10.6 17.6 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 342 1593 713 63 518 531 575 0 294 342 359 610 V/C Ratio(X) 0.91 0.87 0.99 0.78 0.72 0.73 0.51 0.00 0.61 0.52 0.82 0.83 Avail Cap(c_a), veh/h 402 1593 713 114 518 531 575 0 294 342 359 610 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 46.1 29.0 31.7 55.8 37.0 37.0 44.2 0.0 45.1 42.3 45.1 32.4 Incr Delay (d2), s/veh 22.7 5.5 29.9 18.2 5.0 4.9 3.2 0.0 9.1 1.4 13.5 9.3 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 12.0 21.3 28.1 1.9 11.6 11.9 4.6 0.0 6.1 5.3 10.4 16.3 LnGrp Delay(d),s/veh 68.8 34.5 61.6 74.0 42.0 41.9 47.4 0.0 54.2 43.7 58.6 41.7 LnGrp LOS E C E E D D D D D E D Approach Vol, veh/h 2401 810 472 978 Approach Delay, s/veh 46.9 43.9 50.0 47.1 Approach LOS DDDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.6 57.0 27.0 27.0 38.7 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 13.1 5.2 53.1 24.5 22.1 24.3 Green Ext Time (p_c), s 1.2 0.0 0.0 0.0 0.4 8.3 Intersection Summary HCM 2010 Ctrl Delay 46.7 HCM 2010 LOS D Project Opening Year With Project and Improvements Talbot Road/SE 43rd Street-S Carr Road Potential Improvements Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Improved Project Opening Year With Project AM Peak Hour 02/03/2017 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) 312 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 312 573 156 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 332 610 166 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 419 1227 549 42 881 394 954 607 94 134 341 483 Arrive On Green 0.12 0.35 0.35 0.02 0.25 0.25 0.28 0.38 0.38 0.08 0.18 0.18 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 1577 243 1774 1863 1583 Grp Volume(v), veh/h 332 610 166 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 10.0 14.5 8.1 1.4 26.5 3.0 12.4 0.0 12.5 5.9 4.5 19.5 Cycle Q Clear(g_c), s 10.0 14.5 8.1 1.4 26.5 3.0 12.4 0.0 12.5 5.9 4.5 19.5 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 419 1227 549 42 881 394 954 0 700 134 341 483 V/C Ratio(X) 0.79 0.50 0.30 0.57 1.22 0.14 0.50 0.00 0.42 0.75 0.27 0.79 Avail Cap(c_a), veh/h 857 1480 662 142 881 394 954 0 700 325 341 483 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 45.4 27.4 25.4 51.4 40.0 31.1 32.3 0.0 24.0 48.2 37.3 33.9 Incr Delay (d2), s/veh 3.4 0.3 0.3 11.4 108.4 0.2 1.9 0.0 1.8 8.0 0.4 8.9 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 7.1 3.6 0.8 26.1 1.3 6.1 0.0 6.6 3.2 2.3 11.5 LnGrp Delay(d),s/veh 48.9 27.8 25.7 62.8 148.3 31.3 34.1 0.0 25.8 56.2 37.7 42.8 LnGrp LOS D C C E F C C C E D D Approach Vol, veh/h 1108 1154 768 574 Approach Delay, s/veh 33.8 140.8 31.0 44.3 Approach LOS C F C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.5 45.5 7.0 41.4 34.0 24.0 17.4 31.0 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 29.5 8.5 44.5 29.5 19.5 26.5 26.5 Max Q Clear Time (g_c+I1), s 7.9 14.5 3.4 16.5 14.4 21.5 12.0 28.5 Green Ext Time (p_c), s 0.2 3.2 0.0 14.8 1.5 0.0 1.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 69.1 HCM 2010 LOS E Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Improved Project Opening Year With Project Mid-day Peak Hour 02/03/2017 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) 333 818 269 55 807 95 305 115 52 173 157 466 Future Volume (veh/h) 333 818 269 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 358 880 289 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 449 1500 671 76 1190 532 631 285 129 220 327 484 Arrive On Green 0.13 0.42 0.42 0.04 0.34 0.34 0.18 0.23 0.23 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 358 880 289 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 10.4 19.7 13.3 3.4 22.2 4.7 8.9 0.0 9.0 10.6 8.5 18.1 Cycle Q Clear(g_c), s 10.4 19.7 13.3 3.4 22.2 4.7 8.9 0.0 9.0 10.6 8.5 18.1 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 449 1500 671 76 1190 532 631 0 414 220 327 484 V/C Ratio(X) 0.80 0.59 0.43 0.78 0.73 0.19 0.52 0.00 0.43 0.84 0.52 1.03 Avail Cap(c_a), veh/h 871 1905 852 163 1335 597 631 0 414 311 327 484 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 22.8 20.9 48.9 30.1 24.3 38.0 0.0 33.6 44.2 38.5 35.8 Incr Delay (d2), s/veh 3.3 0.4 0.4 15.3 1.8 0.2 3.0 0.0 3.3 13.7 1.4 50.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 9.6 5.9 2.0 11.1 2.1 4.5 0.0 4.7 6.0 4.5 20.5 LnGrp Delay(d),s/veh 46.8 23.2 21.4 64.2 31.9 24.5 41.1 0.0 36.9 57.9 40.0 85.8 LnGrp LOS D C C E C C D D E D F Approach Vol, veh/h 1527 1029 508 856 Approach Delay, s/veh 28.4 33.0 39.6 70.7 Approach LOS C C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.3 28.7 8.9 48.2 23.4 22.6 17.9 39.2 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 12.6 11.0 5.4 21.7 10.9 20.1 12.4 24.2 Green Ext Time (p_c), s 0.2 2.5 0.0 18.0 0.7 0.0 1.0 10.4 Intersection Summary HCM 2010 Ctrl Delay 40.3 HCM 2010 LOS D Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Improved Project Opening Year With Project PM Peak Hour 02/03/2017 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) 296 1318 667 47 666 57 277 115 56 170 278 481 Future Volume (veh/h) 296 1318 667 47 666 57 277 115 56 170 278 481 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 312 1387 702 49 701 60 292 121 59 179 293 506 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 385 1572 703 63 1302 582 524 296 144 209 402 519 Arrive On Green 0.11 0.44 0.44 0.04 0.37 0.37 0.15 0.25 0.25 0.12 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 312 1387 702 49 701 60 292 0 180 179 293 506 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 10.5 42.3 52.3 3.2 18.5 2.9 9.3 0.0 10.1 11.7 17.3 25.5 Cycle Q Clear(g_c), s 10.5 42.3 52.3 3.2 18.5 2.9 9.3 0.0 10.1 11.7 17.3 25.5 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 385 1572 703 63 1302 582 524 0 440 209 402 519 V/C Ratio(X) 0.81 0.88 1.00 0.78 0.54 0.10 0.56 0.00 0.41 0.85 0.73 0.98 Avail Cap(c_a), veh/h 655 1572 703 90 1302 582 524 0 440 314 402 519 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 51.3 30.0 32.8 56.5 29.5 24.5 46.4 0.0 37.0 51.1 43.1 39.3 Incr Delay (d2), s/veh 4.1 6.3 33.4 23.2 0.4 0.1 4.2 0.0 2.8 13.6 6.6 33.2 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 5.2 22.0 29.3 2.0 9.1 1.3 4.7 0.0 5.2 6.5 9.6 21.0 LnGrp Delay(d),s/veh 55.4 36.3 66.2 79.8 29.9 24.6 50.6 0.0 39.8 64.8 49.7 72.4 LnGrp LOS E D E E C C D D E D E Approach Vol, veh/h 2401 810 472 978 Approach Delay, s/veh 47.5 32.5 46.5 64.2 Approach LOS D C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.5 34.0 8.7 57.0 22.5 30.0 17.7 48.0 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 20.9 22.6 6.0 52.5 18.0 25.5 22.5 36.0 Max Q Clear Time (g_c+I1), s 13.7 12.1 5.2 54.3 11.3 27.5 12.5 20.5 Green Ext Time (p_c), s 0.3 3.6 0.0 0.0 0.6 0.0 0.8 13.2 Intersection Summary HCM 2010 Ctrl Delay 48.3 HCM 2010 LOS D Talbot Road/VMC North Driveway-177th Street Improvement Alternative 1 Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt1 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 48 8 61 57 72 48 183 291 5 12 410 277 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 63 10 80 73 92 61 347 1086 19 657 618 417 Arrive On Green 0.09 0.09 0.09 0.13 0.13 0.13 0.60 0.60 0.60 0.60 0.60 0.60 Sat Flow, veh/h 687 114 873 564 712 475 752 1826 31 1079 1038 701 Grp Volume(v), veh/h 117 0 0 177 0 0 183 0 296 12 0 687 Grp Sat Flow(s),veh/h/ln 1674 0 0 1751 0 0 752 0 1857 1079 0 1739 Q Serve(g_s), s 5.0 0.0 0.0 7.2 0.0 0.0 15.8 0.0 5.6 0.4 0.0 19.4 Cycle Q Clear(g_c), s 5.0 0.0 0.0 7.2 0.0 0.0 35.2 0.0 5.6 6.0 0.0 19.4 Prop In Lane 0.41 0.52 0.32 0.27 1.00 0.02 1.00 0.40 Lane Grp Cap(c), veh/h 153 0 0 227 0 0 347 0 1105 657 0 1035 V/C Ratio(X) 0.76 0.00 0.00 0.78 0.00 0.00 0.53 0.00 0.27 0.02 0.00 0.66 Avail Cap(c_a), veh/h 413 0 0 432 0 0 415 0 1273 755 0 1192 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 32.6 0.0 0.0 30.9 0.0 0.0 21.7 0.0 7.2 8.6 0.0 9.9 Incr Delay (d2), s/veh 7.6 0.0 0.0 5.8 0.0 0.0 1.2 0.0 0.1 0.0 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 0.0 3.8 0.0 0.0 3.4 0.0 2.9 0.1 0.0 9.5 LnGrp Delay(d),s/veh 40.2 0.0 0.0 36.7 0.0 0.0 23.0 0.0 7.3 8.6 0.0 11.1 LnGrp LOS D D C A A B Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 40.2 36.7 13.3 11.1 Approach LOS D D B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 48.2 11.2 48.2 14.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 50.3 18.1 50.3 18.1 Max Q Clear Time (g_c+I1), s 37.2 7.0 21.4 9.2 Green Ext Time (p_c), s 6.5 0.4 9.5 0.6 Intersection Summary HCM 2010 Ctrl Delay 17.2 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt1 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 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) 85 12 381 5 29 11 180 227 7 5 296 81 Future Volume (veh/h) 85 12 381 5 29 11 180 227 7 5 296 81 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 92 13 414 5 32 12 196 247 8 5 322 88 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 98 14 441 8 51 19 349 762 25 475 599 164 Arrive On Green 0.34 0.34 0.34 0.04 0.04 0.04 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 287 41 1292 181 1160 435 972 1794 58 1120 1410 385 Grp Volume(v), veh/h 519 0 0 49 0 0 196 0 255 5 0 410 Grp Sat Flow(s),veh/h/ln 1620 0 0 1777 0 0 972 0 1852 1120 0 1795 Q Serve(g_s), s 22.0 0.0 0.0 1.9 0.0 0.0 13.4 0.0 6.5 0.2 0.0 12.1 Cycle Q Clear(g_c), s 22.0 0.0 0.0 1.9 0.0 0.0 25.4 0.0 6.5 6.7 0.0 12.1 Prop In Lane 0.18 0.80 0.10 0.24 1.00 0.03 1.00 0.21 Lane Grp Cap(c), veh/h 553 0 0 78 0 0 349 0 787 475 0 763 V/C Ratio(X) 0.94 0.00 0.00 0.63 0.00 0.00 0.56 0.00 0.32 0.01 0.00 0.54 Avail Cap(c_a), veh/h 559 0 0 453 0 0 400 0 885 534 0 858 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 22.7 0.0 0.0 33.4 0.0 0.0 24.7 0.0 13.6 15.8 0.0 15.2 Incr Delay (d2), s/veh 23.8 0.0 0.0 8.2 0.0 0.0 1.4 0.0 0.2 0.0 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.5 0.0 0.0 1.1 0.0 0.0 3.7 0.0 3.4 0.1 0.0 6.0 LnGrp Delay(d),s/veh 46.4 0.0 0.0 41.6 0.0 0.0 26.1 0.0 13.8 15.9 0.0 15.8 LnGrp LOS D D C B B B Approach Vol, veh/h 519 49 451 415 Approach Delay, s/veh 46.4 41.6 19.2 15.8 Approach LOS D D B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 34.6 28.7 34.6 7.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.9 24.5 33.9 18.1 Max Q Clear Time (g_c+I1), s 27.4 24.0 14.1 3.9 Green Ext Time (p_c), s 2.7 0.2 5.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 28.8 HCM 2010 LOS C Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt1 Talbot/VMC N Drwy PM Peak Hour 02/03/2017 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) 161 31 323 8 11 16 81 350 7 13 414 54 Future Volume (veh/h) 161 31 323 8 11 16 81 350 7 13 414 54 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 173 33 347 9 12 17 87 376 8 14 445 58 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 192 37 384 15 20 29 252 716 15 340 636 83 Arrive On Green 0.37 0.37 0.37 0.04 0.04 0.04 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 517 99 1038 404 539 764 892 1817 39 995 1615 211 Grp Volume(v), veh/h 553 0 0 38 0 0 87 0 384 14 0 503 Grp Sat Flow(s),veh/h/ln 1654 0 0 1708 0 0 892 0 1856 995 0 1826 Q Serve(g_s), s 21.6 0.0 0.0 1.5 0.0 0.0 6.2 0.0 10.8 0.7 0.0 15.7 Cycle Q Clear(g_c), s 21.6 0.0 0.0 1.5 0.0 0.0 21.9 0.0 10.8 11.5 0.0 15.7 Prop In Lane 0.31 0.63 0.24 0.45 1.00 0.02 1.00 0.12 Lane Grp Cap(c), veh/h 612 0 0 64 0 0 252 0 731 340 0 719 V/C Ratio(X) 0.90 0.00 0.00 0.59 0.00 0.00 0.35 0.00 0.53 0.04 0.00 0.70 Avail Cap(c_a), veh/h 691 0 0 453 0 0 291 0 814 385 0 801 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 20.3 0.0 0.0 32.3 0.0 0.0 26.4 0.0 15.8 20.2 0.0 17.3 Incr Delay (d2), s/veh 14.2 0.0 0.0 8.4 0.0 0.0 0.8 0.0 0.6 0.0 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 0.0 0.0 0.9 0.0 0.0 1.6 0.0 5.6 0.2 0.0 8.3 LnGrp Delay(d),s/veh 34.5 0.0 0.0 40.7 0.0 0.0 27.2 0.0 16.4 20.2 0.0 19.7 LnGrp LOS C D C B C B Approach Vol, veh/h 553 38 471 517 Approach Delay, s/veh 34.5 40.7 18.4 19.7 Approach LOS C D B B Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.4 29.7 31.4 7.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.9 28.5 29.9 18.1 Max Q Clear Time (g_c+I1), s 23.9 23.6 17.7 3.5 Green Ext Time (p_c), s 3.0 1.7 4.8 0.1 Intersection Summary HCM 2010 Ctrl Delay 25.0 HCM 2010 LOS C Talbot Road/VMC North Driveway-177th Street Improvement Alternative 2 Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt2 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 48 8 61 57 72 48 183 291 5 12 410 277 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 197 50 142 176 135 75 452 1143 20 764 650 439 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 482 299 851 401 808 450 752 1826 31 1079 1038 701 Grp Volume(v), veh/h 117 0 0 177 0 0 183 0 296 12 0 687 Grp Sat Flow(s),veh/h/ln 1632 0 0 1659 0 0 752 0 1857 1079 0 1739 Q Serve(g_s), s 0.0 0.0 0.0 1.5 0.0 0.0 8.7 0.0 3.1 0.2 0.0 10.6 Cycle Q Clear(g_c), s 2.6 0.0 0.0 4.2 0.0 0.0 19.3 0.0 3.1 3.3 0.0 10.6 Prop In Lane 0.41 0.52 0.32 0.27 1.00 0.02 1.00 0.40 Lane Grp Cap(c), veh/h 390 0 0 387 0 0 452 0 1163 764 0 1089 V/C Ratio(X) 0.30 0.00 0.00 0.46 0.00 0.00 0.40 0.00 0.25 0.02 0.00 0.63 Avail Cap(c_a), veh/h 749 0 0 779 0 0 550 0 1403 904 0 1313 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 16.2 0.0 0.0 16.8 0.0 0.0 11.0 0.0 3.6 4.4 0.0 5.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.8 0.0 0.0 0.6 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 1.3 0.0 0.0 2.1 0.0 0.0 1.9 0.0 1.6 0.1 0.0 5.2 LnGrp Delay(d),s/veh 16.6 0.0 0.0 17.6 0.0 0.0 11.6 0.0 3.7 4.4 0.0 5.7 LnGrp LOS B B B A A A Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 16.6 17.6 6.7 5.7 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.8 11.8 31.8 11.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.9 18.1 32.9 18.1 Max Q Clear Time (g_c+I1), s 21.3 4.6 12.6 6.2 Green Ext Time (p_c), s 6.0 1.4 8.2 1.3 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt2 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 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) 85 12 381 5 29 11 180 227 7 5 296 81 Future Volume (veh/h) 85 12 381 5 29 11 180 227 7 5 296 81 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 92 13 414 5 32 12 196 247 8 5 322 88 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 165 43 463 111 471 161 416 782 25 542 615 168 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 200 117 1250 69 1272 435 972 1794 58 1120 1410 385 Grp Volume(v), veh/h 519 0 0 49 0 0 196 0 255 5 0 410 Grp Sat Flow(s),veh/h/ln 1567 0 0 1776 0 0 972 0 1852 1120 0 1795 Q Serve(g_s), s 9.8 0.0 0.0 0.0 0.0 0.0 8.6 0.0 4.2 0.1 0.0 7.8 Cycle Q Clear(g_c), s 14.4 0.0 0.0 0.8 0.0 0.0 16.4 0.0 4.2 4.3 0.0 7.8 Prop In Lane 0.18 0.80 0.10 0.24 1.00 0.03 1.00 0.21 Lane Grp Cap(c), veh/h 672 0 0 743 0 0 416 0 808 542 0 782 V/C Ratio(X) 0.77 0.00 0.00 0.07 0.00 0.00 0.47 0.00 0.32 0.01 0.00 0.52 Avail Cap(c_a), veh/h 714 0 0 788 0 0 463 0 897 596 0 869 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 9.5 0.0 0.0 15.6 0.0 8.6 10.0 0.0 9.6 Incr Delay (d2), s/veh 5.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.2 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 0.0 0.0 0.4 0.0 0.0 2.4 0.0 2.2 0.0 0.0 3.9 LnGrp Delay(d),s/veh 18.6 0.0 0.0 9.5 0.0 0.0 16.4 0.0 8.8 10.0 0.0 10.1 LnGrp LOS B A B A A B Approach Vol, veh/h 519 49 451 415 Approach Delay, s/veh 18.6 9.5 12.1 10.1 Approach LOS BABB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 24.8 21.7 24.8 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 18.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 18.4 16.4 9.8 2.8 Green Ext Time (p_c), s 1.9 0.8 4.2 3.6 Intersection Summary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt2 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 48 8 61 57 72 48 183 291 5 12 410 277 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 197 50 142 176 135 75 452 1143 20 764 650 439 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 482 299 851 401 808 450 752 1826 31 1079 1038 701 Grp Volume(v), veh/h 117 0 0 177 0 0 183 0 296 12 0 687 Grp Sat Flow(s),veh/h/ln 1632 0 0 1659 0 0 752 0 1857 1079 0 1739 Q Serve(g_s), s 0.0 0.0 0.0 1.5 0.0 0.0 8.7 0.0 3.1 0.2 0.0 10.6 Cycle Q Clear(g_c), s 2.6 0.0 0.0 4.2 0.0 0.0 19.3 0.0 3.1 3.3 0.0 10.6 Prop In Lane 0.41 0.52 0.32 0.27 1.00 0.02 1.00 0.40 Lane Grp Cap(c), veh/h 390 0 0 387 0 0 452 0 1163 764 0 1089 V/C Ratio(X) 0.30 0.00 0.00 0.46 0.00 0.00 0.40 0.00 0.25 0.02 0.00 0.63 Avail Cap(c_a), veh/h 749 0 0 779 0 0 550 0 1403 904 0 1313 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 16.2 0.0 0.0 16.8 0.0 0.0 11.0 0.0 3.6 4.4 0.0 5.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.8 0.0 0.0 0.6 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 1.3 0.0 0.0 2.1 0.0 0.0 1.9 0.0 1.6 0.1 0.0 5.2 LnGrp Delay(d),s/veh 16.6 0.0 0.0 17.6 0.0 0.0 11.6 0.0 3.7 4.4 0.0 5.7 LnGrp LOS B B B A A A Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 16.6 17.6 6.7 5.7 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.8 11.8 31.8 11.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.9 18.1 32.9 18.1 Max Q Clear Time (g_c+I1), s 21.3 4.6 12.6 6.2 Green Ext Time (p_c), s 6.0 1.4 8.2 1.3 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Talbot Road/VMC North Driveway-177th Street Improvement Alternative 3 Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt3 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 15.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 Future Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 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 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 48 8 61 57 72 48 183 291 5 12 410 277 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1153 1096 410 1127 1093 294 410 0 0 297 0 0 Stage 1 434 434 - 659 659 - - - - - - - Stage 2 719 662 - 468 434 - - - - - - - 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 174 213 642 182 214 745 1149 - - 1264 - - Stage 1 600 581 - 453 461 - - - - - - - Stage 2 420 459 - 575 581 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 98 177 642 139 178 745 1149 - - 1264 - - Mov Cap-2 Maneuver 98 177 - 139 178 - - - - - - - Stage 1 504 575 - 381 388 - - - - - - - Stage 2 269 386 - 509 575 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 52.1 82.4 3.3 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1149 - - 186 202 1264 - - HCM Lane V/C Ratio 0.159 - - 0.625 0.872 0.009 - - HCM Control Delay (s) 8.7 - - 52.1 82.4 7.9 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.6 - - 3.6 6.7 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt3 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 49.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 Future Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 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 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 92 13 414 5 32 12 196 247 8 5 322 88 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 997 979 322 1188 975 251 322 0 0 254 0 0 Stage 1 333 333 - 642 642 - - - - - - - Stage 2 664 646 - 546 333 - - - - - - - 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 223 250 719 165 251 788 1238 - - 1311 - - Stage 1 681 644 - 463 469 - - - - - - - Stage 2 450 467 - 522 644 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 171 210 719 58 210 788 1238 - - 1311 - - Mov Cap-2 Maneuver 171 210 - 58 210 - - - - - - - Stage 1 573 642 - 390 395 - - - - - - - Stage 2 343 393 - 216 642 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 130.3 30.6 3.7 0.1 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1238 - - 441 189 1311 - - HCM Lane V/C Ratio 0.158 - - 1.178 0.259 0.004 - - HCM Control Delay (s) 8.5 - - 130.3 30.6 7.8 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.6 - - 19.7 1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt3 Talbot/VMC N Drwy PM Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 122.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 54 Future Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 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 - 0 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 173 33 347 9 12 17 87 376 8 14 445 58 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1042 1031 445 1217 1027 380 445 0 0 384 0 0 Stage 1 473 473 - 554 554 - - - - - - - Stage 2 569 558 - 663 473 - - - - - - - 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 208 233 613 158 234 667 1115 - - 1174 - - Stage 1 572 558 - 517 514 - - - - - - - Stage 2 507 512 - 450 558 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 181 212 613 56 213 667 1115 - - 1174 - - Mov Cap-2 Maneuver 181 212 - 56 213 - - - - - - - Stage 1 527 551 - 477 474 - - - - - - - Stage 2 444 472 - 181 551 - - - - - - - Approach EB WB NB SB HCM Control Delay, s $ 346 34.3 1.6 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1115 - - 330 160 1174 - - HCM Lane V/C Ratio 0.078 - - 1.678 0.235 0.012 - - HCM Control Delay (s) 8.5 - - $ 346 34.3 8.1 - - HCM Lane LOS A - - F D A - - HCM 95th %tile Q(veh) 0.3 - - 34.1 0.9 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Talbot Road/VMC North Driveway-177th Street Improvement Alternative 4 Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt4 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 1863 Adj Flow Rate, veh/h 48 8 61 57 72 48 183 291 5 12 410 277 Adj No. of Lanes 010010110111 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 245 55 155 221 149 83 528 977 17 706 997 847 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 472 297 838 397 805 447 752 1826 31 1079 1863 1583 Grp Volume(v), veh/h 117 0 0 177 0 0 183 0 296 12 410 277 Grp Sat Flow(s),veh/h/ln 1608 0 0 1649 0 0 752 0 1857 1079 1863 1583 Q Serve(g_s), s 0.0 0.0 0.0 1.1 0.0 0.0 6.2 0.0 2.8 0.2 4.2 3.2 Cycle Q Clear(g_c), s 1.9 0.0 0.0 3.0 0.0 0.0 10.4 0.0 2.8 3.0 4.2 3.2 Prop In Lane 0.41 0.52 0.32 0.27 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 456 0 0 453 0 0 528 0 994 706 997 847 V/C Ratio(X) 0.26 0.00 0.00 0.39 0.00 0.00 0.35 0.00 0.30 0.02 0.41 0.33 Avail Cap(c_a), veh/h 1003 0 0 1050 0 0 661 0 1322 897 1326 1127 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 1.00 1.00 Uniform Delay (d), s/veh 11.5 0.0 0.0 11.9 0.0 0.0 7.6 0.0 4.1 5.0 4.5 4.2 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.2 0.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 1.5 0.0 0.0 1.3 0.0 1.4 0.1 2.1 1.4 LnGrp Delay(d),s/veh 11.8 0.0 0.0 12.4 0.0 0.0 7.9 0.0 4.3 5.0 4.7 4.4 LnGrp LOS B B A AAAA Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 11.8 12.4 5.7 4.6 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 21.7 10.5 21.7 10.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.9 18.1 22.9 18.1 Max Q Clear Time (g_c+I1), s 12.4 3.9 6.2 5.0 Green Ext Time (p_c), s 4.8 1.5 6.2 1.4 Intersection Summary HCM 2010 Ctrl Delay 6.5 HCM 2010 LOS A Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt4 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 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) 85 12 381 5 29 11 180 227 7 5 296 81 Future Volume (veh/h) 85 12 381 5 29 11 180 227 7 5 296 81 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 1863 Adj Flow Rate, veh/h 92 13 414 5 32 12 196 247 8 5 322 88 Adj No. of Lanes 010010110111 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 173 46 480 117 486 166 443 733 24 518 761 647 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 197 120 1251 66 1266 432 972 1794 58 1120 1863 1583 Grp Volume(v), veh/h 519 0 0 49 0 0 196 0 255 5 322 88 Grp Sat Flow(s),veh/h/ln 1568 0 0 1765 0 0 972 0 1852 1120 1863 1583 Q Serve(g_s), s 8.5 0.0 0.0 0.0 0.0 0.0 7.8 0.0 4.1 0.1 5.4 1.5 Cycle Q Clear(g_c), s 13.1 0.0 0.0 0.8 0.0 0.0 13.2 0.0 4.1 4.2 5.4 1.5 Prop In Lane 0.18 0.80 0.10 0.24 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 700 0 0 769 0 0 443 0 757 518 761 647 V/C Ratio(X) 0.74 0.00 0.00 0.06 0.00 0.00 0.44 0.00 0.34 0.01 0.42 0.14 Avail Cap(c_a), veh/h 801 0 0 876 0 0 528 0 918 616 924 785 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.2 0.0 0.0 8.5 0.0 0.0 13.9 0.0 8.8 10.2 9.2 8.0 Incr Delay (d2), s/veh 3.2 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.3 0.0 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 0.0 0.0 0.4 0.0 0.0 2.2 0.0 2.1 0.0 2.8 0.7 LnGrp Delay(d),s/veh 15.4 0.0 0.0 8.5 0.0 0.0 14.6 0.0 9.1 10.3 9.5 8.1 LnGrp LOS B A B ABAA Approach Vol, veh/h 519 49 451 415 Approach Delay, s/veh 15.4 8.5 11.5 9.3 Approach LOS BABA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 22.2 21.2 22.2 21.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 19.5 21.5 19.5 Max Q Clear Time (g_c+I1), s 15.2 15.1 7.4 2.8 Green Ext Time (p_c), s 2.5 1.5 4.1 3.7 Intersection Summary HCM 2010 Ctrl Delay 12.1 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Project Opening Year With Project PM Peak Hour 02/03/2017 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) 161 31 323 8 11 16 81 350 7 13 414 54 Future Volume (veh/h) 161 31 323 8 11 16 81 350 7 13 414 54 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 1863 Adj Flow Rate, veh/h 173 33 347 9 12 17 87 376 8 14 445 58 Adj No. of Lanes 010010110111 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 277 67 389 202 259 287 342 696 15 394 713 606 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 408 168 971 237 647 716 892 1817 39 995 1863 1583 Grp Volume(v), veh/h 553 0 0 38 0 0 87 0 384 14 445 58 Grp Sat Flow(s),veh/h/ln 1547 0 0 1600 0 0 892 0 1856 995 1863 1583 Q Serve(g_s), s 11.4 0.0 0.0 0.0 0.0 0.0 3.6 0.0 6.7 0.5 8.1 1.0 Cycle Q Clear(g_c), s 13.8 0.0 0.0 0.6 0.0 0.0 11.7 0.0 6.7 7.2 8.1 1.0 Prop In Lane 0.31 0.63 0.24 0.45 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 734 0 0 748 0 0 342 0 710 394 713 606 V/C Ratio(X) 0.75 0.00 0.00 0.05 0.00 0.00 0.25 0.00 0.54 0.04 0.62 0.10 Avail Cap(c_a), veh/h 782 0 0 795 0 0 386 0 803 444 806 685 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 1.00 1.00 Uniform Delay (d), s/veh 11.5 0.0 0.0 7.6 0.0 0.0 15.2 0.0 10.0 12.8 10.4 8.2 Incr Delay (d2), s/veh 3.9 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.6 0.0 1.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 0.0 0.3 0.0 0.0 0.9 0.0 3.5 0.1 4.3 0.4 LnGrp Delay(d),s/veh 15.4 0.0 0.0 7.7 0.0 0.0 15.5 0.0 10.6 12.8 11.6 8.3 LnGrp LOS B A B BBBA Approach Vol, veh/h 553 38 471 517 Approach Delay, s/veh 15.4 7.7 11.5 11.3 Approach LOS BABB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 20.4 21.2 20.4 21.2 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 13.7 15.8 10.1 2.6 Green Ext Time (p_c), s 2.2 0.9 3.5 3.7 Intersection Summary HCM 2010 Ctrl Delay 12.7 HCM 2010 LOS B Talbot Road/VMC North Driveway-177th Street Improvement Alternative 5 Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt5 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 33.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 Future Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 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 - - 0 - - - 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 48 8 61 57 72 48 183 291 5 12 410 277 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1291 1234 548 1235 1370 294 687 0 0 297 0 0 Stage 1 572 572 - 659 659 - - - - - - - Stage 2 719 662 - 576 711 - - - - - - - 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 140 177 536 153 146 745 907 - - 1264 - - Stage 1 505 504 - 453 461 - - - - - - - Stage 2 420 459 - 503 436 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 56 140 536 109 115 745 907 - - 1264 - - Mov Cap-2 Maneuver 56 140 - 109 115 - - - - - - - Stage 1 403 499 - 362 368 - - - - - - - Stage 2 253 366 - 435 432 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 102 200.7 3.8 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 907 - - 61 536 146 1264 - - HCM Lane V/C Ratio 0.201 - - 0.909 0.114 1.206 0.009 - - HCM Control Delay (s) 10 - - 200.2 12.6 200.7 7.9 - - HCM Lane LOS A - - F B F A - - HCM 95th %tile Q(veh) 0.8 - - 4.2 0.4 10.2 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt5 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 12.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 Future Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 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 - - 0 - - - 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 92 13 414 5 32 12 196 247 8 5 322 88 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1041 1023 366 1025 1063 251 410 0 0 254 0 0 Stage 1 377 377 - 642 642 - - - - - - - Stage 2 664 646 - 383 421 - - - - - - - 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 208 236 679 213 223 788 1149 - - 1311 - - Stage 1 644 616 - 463 469 - - - - - - - Stage 2 450 467 - 640 589 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 155 195 679 68 184 788 1149 - - 1311 - - Mov Cap-2 Maneuver 155 195 - 68 184 - - - - - - - Stage 1 534 614 - 384 389 - - - - - - - Stage 2 338 387 - 243 587 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27.4 31.5 3.8 0.1 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1149 - - 159 679 184 1311 - - HCM Lane V/C Ratio 0.17 - - 0.663 0.61 0.266 0.004 - - HCM Control Delay (s) 8.8 - - 63.7 18.2 31.5 7.8 - - HCM Lane LOS A - - F C D A - - HCM 95th %tile Q(veh) 0.6 - - 3.8 4.2 1 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt5 Talbot/VMC N Drwy PM Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 28.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 54 Future Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 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 - - 0 - - - 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 173 33 347 9 12 17 87 376 8 14 445 58 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1071 1060 474 1073 1085 380 503 0 0 384 0 0 Stage 1 502 502 - 554 554 - - - - - - - Stage 2 569 558 - 519 531 - - - - - - - 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 198 224 590 198 217 667 1061 - - 1174 - - Stage 1 552 542 - 517 514 - - - - - - - Stage 2 507 512 - 540 526 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 171 203 590 66 197 667 1061 - - 1174 - - Mov Cap-2 Maneuver ~ 171 203 - 66 197 - - - - - - - Stage 1 507 536 - 475 472 - - - - - - - Stage 2 442 470 - 206 520 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 78.6 31.3 1.6 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1061 - - 175 590 174 1174 - - HCM Lane V/C Ratio 0.082 - - 1.18 0.589 0.216 0.012 - - HCM Control Delay (s) 8.7 - - 178.1 19.5 31.3 8.1 - - HCM Lane LOS A - - F C D A - - HCM 95th %tile Q(veh) 0.3 - - 11 3.8 0.8 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Talbot Road/VMC North Driveway-177th Street Improvement Alternative 6 Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt6 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 48 8 61 57 72 48 183 291 5 12 410 277 Adj No. of Lanes 011010110110 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 367 50 265 175 133 74 452 1143 20 764 650 439 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1275 297 1583 391 795 441 752 1826 31 1079 1038 701 Grp Volume(v), veh/h 56 0 61 177 0 0 183 0 296 12 0 687 Grp Sat Flow(s),veh/h/ln 1572 0 1583 1627 0 0 752 0 1857 1079 0 1739 Q Serve(g_s), s 0.0 0.0 1.5 2.6 0.0 0.0 8.7 0.0 3.1 0.2 0.0 10.6 Cycle Q Clear(g_c), s 1.2 0.0 1.5 4.3 0.0 0.0 19.3 0.0 3.1 3.3 0.0 10.6 Prop In Lane 0.86 1.00 0.32 0.27 1.00 0.02 1.00 0.40 Lane Grp Cap(c), veh/h 417 0 265 382 0 0 452 0 1162 764 0 1089 V/C Ratio(X) 0.13 0.00 0.23 0.46 0.00 0.00 0.40 0.00 0.25 0.02 0.00 0.63 Avail Cap(c_a), veh/h 746 0 658 773 0 0 549 0 1402 903 0 1313 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.6 0.0 15.7 16.8 0.0 0.0 11.0 0.0 3.6 4.4 0.0 5.0 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.9 0.0 0.0 0.6 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 0.6 0.0 0.7 2.1 0.0 0.0 1.9 0.0 1.6 0.1 0.0 5.2 LnGrp Delay(d),s/veh 15.7 0.0 16.1 17.7 0.0 0.0 11.6 0.0 3.7 4.4 0.0 5.8 LnGrp LOS B B B B A A A Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 15.9 17.7 6.7 5.7 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.8 11.8 31.8 11.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.9 18.1 32.9 18.1 Max Q Clear Time (g_c+I1), s 21.3 3.5 12.6 6.3 Green Ext Time (p_c), s 6.0 1.3 8.2 1.2 Intersection Summary HCM 2010 Ctrl Delay 8.3 HCM 2010 LOS A Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt6 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 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) 85 12 381 5 29 11 180 227 7 5 296 81 Future Volume (veh/h) 85 12 381 5 29 11 180 227 7 5 296 81 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 92 13 414 5 32 12 196 247 8 5 322 88 Adj No. of Lanes 011010110110 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 557 68 510 114 405 137 465 821 27 592 645 176 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 1216 212 1583 54 1258 425 972 1794 58 1120 1410 385 Grp Volume(v), veh/h 105 0 414 49 0 0 196 0 255 5 0 410 Grp Sat Flow(s),veh/h/ln 1428 0 1583 1737 0 0 972 0 1852 1120 0 1795 Q Serve(g_s), s 1.2 0.0 9.8 0.0 0.0 0.0 7.3 0.0 3.5 0.1 0.0 6.6 Cycle Q Clear(g_c), s 2.0 0.0 9.8 0.8 0.0 0.0 13.8 0.0 3.5 3.7 0.0 6.6 Prop In Lane 0.88 1.00 0.10 0.24 1.00 0.03 1.00 0.21 Lane Grp Cap(c), veh/h 625 0 510 656 0 0 465 0 848 592 0 821 V/C Ratio(X) 0.17 0.00 0.81 0.07 0.00 0.00 0.42 0.00 0.30 0.01 0.00 0.50 Avail Cap(c_a), veh/h 795 0 701 854 0 0 565 0 1038 707 0 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.0 0.0 12.7 9.7 0.0 0.0 12.6 0.0 7.0 8.1 0.0 7.8 Incr Delay (d2), s/veh 0.1 0.0 5.1 0.0 0.0 0.0 0.6 0.0 0.2 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 5.0 0.4 0.0 0.0 2.0 0.0 1.8 0.0 0.0 3.3 LnGrp Delay(d),s/veh 10.1 0.0 17.9 9.7 0.0 0.0 13.3 0.0 7.2 8.1 0.0 8.3 LnGrp LOS B B A B A A A Approach Vol, veh/h 519 49 451 415 Approach Delay, s/veh 16.3 9.7 9.8 8.3 Approach LOS BAAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 23.2 17.7 23.2 17.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.9 18.1 22.9 18.1 Max Q Clear Time (g_c+I1), s 15.8 11.8 8.6 2.8 Green Ext Time (p_c), s 2.9 1.4 4.4 2.2 Intersection Summary HCM 2010 Ctrl Delay 11.7 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt6 Talbot/VMC N Drwy PM Peak Hour 02/03/2017 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) 161 31 323 8 11 16 81 350 7 13 414 54 Future Volume (veh/h) 161 31 323 8 11 16 81 350 7 13 414 54 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 173 33 347 9 12 17 87 376 8 14 445 58 Adj No. of Lanes 011010110110 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 547 88 485 184 210 216 404 793 17 494 705 92 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 1167 289 1583 185 687 706 892 1817 39 995 1615 211 Grp Volume(v), veh/h 206 0 347 38 0 0 87 0 384 14 0 503 Grp Sat Flow(s),veh/h/ln 1456 0 1583 1578 0 0 892 0 1856 995 0 1826 Q Serve(g_s), s 3.3 0.0 6.8 0.0 0.0 0.0 2.9 0.0 5.1 0.4 0.0 7.5 Cycle Q Clear(g_c), s 3.9 0.0 6.8 0.5 0.0 0.0 10.4 0.0 5.1 5.5 0.0 7.5 Prop In Lane 0.84 1.00 0.24 0.45 1.00 0.02 1.00 0.12 Lane Grp Cap(c), veh/h 635 0 485 610 0 0 404 0 810 494 0 796 V/C Ratio(X) 0.32 0.00 0.72 0.06 0.00 0.00 0.22 0.00 0.47 0.03 0.00 0.63 Avail Cap(c_a), veh/h 936 0 816 914 0 0 475 0 956 573 0 941 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.7 0.0 10.8 8.6 0.0 0.0 11.7 0.0 7.0 8.9 0.0 7.7 Incr Delay (d2), s/veh 0.3 0.0 2.0 0.0 0.0 0.0 0.3 0.0 0.4 0.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 3.2 0.3 0.0 0.0 0.8 0.0 2.7 0.1 0.0 3.9 LnGrp Delay(d),s/veh 10.0 0.0 12.8 8.6 0.0 0.0 12.0 0.0 7.4 9.0 0.0 8.7 LnGrp LOS A B A B A A A Approach Vol, veh/h 553 38 471 517 Approach Delay, s/veh 11.7 8.6 8.3 8.7 Approach LOS BAAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 19.7 15.2 19.7 15.2 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 12.4 8.8 9.5 2.5 Green Ext Time (p_c), s 2.8 1.9 3.8 2.4 Intersection Summary HCM 2010 Ctrl Delay 9.6 HCM 2010 LOS A Talbot Road/VMC North Driveway-177th Street Improvement Alternative 7 Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt7 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 13.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 Future Vol, veh/h 44 7 56 52 66 44 168 268 5 11 377 255 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 - - 0 - - - 50 - - 50 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 48 8 61 57 72 48 183 291 5 12 410 277 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1153 1096 410 1096 1093 294 410 0 0 297 0 0 Stage 1 434 434 - 659 659 - - - - - - - Stage 2 719 662 - 437 434 - - - - - - - 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 174 213 642 191 214 745 1149 - - 1264 - - Stage 1 600 581 - 453 461 - - - - - - - Stage 2 420 459 - 598 581 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 98 177 642 146 178 745 1149 - - 1264 - - Mov Cap-2 Maneuver 98 177 - 146 178 - - - - - - - Stage 1 504 575 - 381 388 - - - - - - - Stage 2 269 386 - 529 575 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 40.9 78.1 3.3 0.1 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1149 - - 104 642 206 1264 - - HCM Lane V/C Ratio 0.159 - - 0.533 0.095 0.855 0.009 - - HCM Control Delay (s) 8.7 - - 73.6 11.2 78.1 7.9 - - HCM Lane LOS A - - F B F A - - HCM 95th %tile Q(veh) 0.6 - - 2.4 0.3 6.5 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt7 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 Future Vol, veh/h 85 12 381 5 29 11 180 227 7 5 296 81 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 - - 0 - - - 50 - - 50 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 92 13 414 5 32 12 196 247 8 5 322 88 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 997 979 322 981 975 251 322 0 0 254 0 0 Stage 1 333 333 - 642 642 - - - - - - - Stage 2 664 646 - 339 333 - - - - - - - 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 223 250 719 229 251 788 1238 - - 1311 - - Stage 1 681 644 - 463 469 - - - - - - - Stage 2 450 467 - 676 644 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 171 210 719 81 210 788 1238 - - 1311 - - Mov Cap-2 Maneuver 171 210 - 81 210 - - - - - - - Stage 1 573 642 - 390 395 - - - - - - - Stage 2 343 393 - 280 642 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.9 27.3 3.7 0.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1238 - - 175 719 210 1311 - - HCM Lane V/C Ratio 0.158 - - 0.602 0.576 0.233 0.004 - - HCM Control Delay (s) 8.5 - - 52.7 16.6 27.3 7.8 - - HCM Lane LOS A - - F C D A - - HCM 95th %tile Q(veh) 0.6 - - 3.3 3.7 0.9 0 - - Valley Medical Center MOB TIA HCM 2010 TWSC 3: Talbot Road & VMC Access Rd/177th St Alt7 Talbot/VMC N Drwy PM Peak Hour 02/03/2017 Synchro 9 Report Walker Parking Consultants Page 1 Intersection Int Delay, s/veh 25.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 54 Future Vol, veh/h 161 31 323 8 11 16 81 350 7 13 414 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 - - 0 - - - 50 - - 50 - 0 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 173 33 347 9 12 17 87 376 8 14 445 58 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1042 1031 445 1044 1027 380 445 0 0 384 0 0 Stage 1 473 473 - 554 554 - - - - - - - Stage 2 569 558 - 490 473 - - - - - - - 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 208 233 613 207 234 667 1115 - - 1174 - - Stage 1 572 558 - 517 514 - - - - - - - Stage 2 507 512 - 560 558 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 181 212 613 74 213 667 1115 - - 1174 - - Mov Cap-2 Maneuver 181 212 - 74 213 - - - - - - - Stage 1 527 551 - 477 474 - - - - - - - Stage 2 444 472 - 225 551 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 68.4 28.6 1.6 0.2 HCM LOS F D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1115 - - 185 613 190 1174 - - HCM Lane V/C Ratio 0.078 - - 1.116 0.567 0.198 0.012 - - HCM Control Delay (s) 8.5 - - 152.8 18.3 28.6 8.1 - - HCM Lane LOS A - - F C D A - - HCM 95th %tile Q(veh) 0.3 - - 10.2 3.5 0.7 0 - - Talbot Road/VMC North Driveway-177th Street Improvement Alternative 8 Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt8 Talbot/VMC N Drwy AM Peak Hour 02/03/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 48 8 61 57 72 48 183 291 5 12 410 277 Adj No. of Lanes 011010110111 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 440 58 291 220 146 81 529 978 17 707 998 848 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1259 315 1583 392 794 441 752 1826 31 1079 1863 1583 Grp Volume(v), veh/h 56 0 61 177 0 0 183 0 296 12 410 277 Grp Sat Flow(s),veh/h/ln 1574 0 1583 1627 0 0 752 0 1857 1079 1863 1583 Q Serve(g_s), s 0.0 0.0 1.0 1.7 0.0 0.0 6.1 0.0 2.8 0.2 4.2 3.2 Cycle Q Clear(g_c), s 0.8 0.0 1.0 3.1 0.0 0.0 10.3 0.0 2.8 3.0 4.2 3.2 Prop In Lane 0.86 1.00 0.32 0.27 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 498 0 291 447 0 0 529 0 995 707 998 848 V/C Ratio(X) 0.11 0.00 0.21 0.40 0.00 0.00 0.35 0.00 0.30 0.02 0.41 0.33 Avail Cap(c_a), veh/h 1003 0 894 1049 0 0 663 0 1326 900 1330 1131 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.0 0.0 11.1 11.9 0.0 0.0 7.5 0.0 4.1 4.9 4.4 4.2 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.6 0.0 0.0 0.4 0.0 0.2 0.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.5 1.5 0.0 0.0 1.3 0.0 1.4 0.1 2.1 1.4 LnGrp Delay(d),s/veh 11.1 0.0 11.5 12.5 0.0 0.0 7.9 0.0 4.3 5.0 4.7 4.4 LnGrp LOS B B B A AAAA Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 11.3 12.5 5.7 4.6 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 21.7 10.4 21.7 10.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.9 18.1 22.9 18.1 Max Q Clear Time (g_c+I1), s 12.3 3.0 6.2 5.1 Green Ext Time (p_c), s 4.8 1.3 6.2 1.2 Intersection Summary HCM 2010 Ctrl Delay 6.4 HCM 2010 LOS A Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt8 Talbot/VMC N Drwy Mid-day Peak Hour 02/03/2017 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) 85 12 381 5 29 11 180 227 7 5 296 81 Future Volume (veh/h) 85 12 381 5 29 11 180 227 7 5 296 81 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 92 13 414 5 32 12 196 247 8 5 322 88 Adj No. of Lanes 011010110111 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 592 72 528 127 421 142 486 747 24 562 776 659 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 1212 215 1583 50 1263 426 972 1794 58 1120 1863 1583 Grp Volume(v), veh/h 105 0 414 49 0 0 196 0 255 5 322 88 Grp Sat Flow(s),veh/h/ln 1427 0 1583 1740 0 0 972 0 1852 1120 1863 1583 Q Serve(g_s), s 1.0 0.0 8.5 0.0 0.0 0.0 6.4 0.0 3.4 0.1 4.4 1.2 Cycle Q Clear(g_c), s 1.7 0.0 8.5 0.7 0.0 0.0 10.8 0.0 3.4 3.5 4.4 1.2 Prop In Lane 0.88 1.00 0.10 0.24 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 664 0 528 690 0 0 486 0 771 562 776 659 V/C Ratio(X) 0.16 0.00 0.78 0.07 0.00 0.00 0.40 0.00 0.33 0.01 0.42 0.13 Avail Cap(c_a), veh/h 898 0 792 963 0 0 568 0 927 656 932 792 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.5 0.0 10.8 8.2 0.0 0.0 11.2 0.0 7.1 8.3 7.4 6.5 Incr Delay (d2), s/veh 0.1 0.0 3.0 0.0 0.0 0.0 0.5 0.0 0.2 0.0 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 4.1 0.3 0.0 0.0 1.8 0.0 1.8 0.0 2.3 0.6 LnGrp Delay(d),s/veh 8.6 0.0 13.8 8.3 0.0 0.0 11.8 0.0 7.4 8.3 7.8 6.6 LnGrp LOS A B A B AAAA Approach Vol, veh/h 519 49 451 415 Approach Delay, s/veh 12.8 8.3 9.3 7.5 Approach LOS BAAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 19.5 16.5 19.5 16.5 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 12.8 10.5 6.4 2.7 Green Ext Time (p_c), s 2.2 1.5 3.7 2.2 Intersection Summary HCM 2010 Ctrl Delay 10.0 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt8 Talbot/VMC N Drwy PM Peak Hour 02/03/2017 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) 161 31 323 8 11 16 81 350 7 13 414 54 Future Volume (veh/h) 161 31 323 8 11 16 81 350 7 13 414 54 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 1863 1900 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 173 33 347 9 12 17 87 376 8 14 445 58 Adj No. of Lanes 011010110111 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 559 90 491 190 214 219 429 766 16 484 785 667 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.42 0.42 0.42 0.42 0.42 0.42 Sat Flow, veh/h 1165 291 1583 183 690 707 892 1817 39 995 1863 1583 Grp Volume(v), veh/h 206 0 347 38 0 0 87 0 384 14 445 58 Grp Sat Flow(s),veh/h/ln 1456 0 1583 1580 0 0 892 0 1856 995 1863 1583 Q Serve(g_s), s 3.2 0.0 6.5 0.0 0.0 0.0 2.8 0.0 5.1 0.3 6.1 0.7 Cycle Q Clear(g_c), s 3.7 0.0 6.5 0.5 0.0 0.0 8.8 0.0 5.1 5.4 6.1 0.7 Prop In Lane 0.84 1.00 0.24 0.45 1.00 0.02 1.00 1.00 Lane Grp Cap(c), veh/h 649 0 491 623 0 0 429 0 782 484 785 667 V/C Ratio(X) 0.32 0.00 0.71 0.06 0.00 0.00 0.20 0.00 0.49 0.03 0.57 0.09 Avail Cap(c_a), veh/h 974 0 850 951 0 0 531 0 996 598 1000 850 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.2 0.0 10.2 8.2 0.0 0.0 10.7 0.0 7.1 9.1 7.4 5.8 Incr Delay (d2), s/veh 0.3 0.0 1.9 0.0 0.0 0.0 0.2 0.0 0.5 0.0 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 3.1 0.2 0.0 0.0 0.7 0.0 2.7 0.1 3.2 0.3 LnGrp Delay(d),s/veh 9.5 0.0 12.1 8.2 0.0 0.0 11.0 0.0 7.6 9.1 8.0 5.9 LnGrp LOS A B A B AAAA Approach Vol, veh/h 553 38 471 517 Approach Delay, s/veh 11.1 8.2 8.2 7.8 Approach LOS BAAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 18.6 14.9 18.6 14.9 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 10.8 8.5 8.1 2.5 Green Ext Time (p_c), s 3.3 2.0 4.1 2.4 Intersection Summary HCM 2010 Ctrl Delay 9.1 HCM 2010 LOS A 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 6: Talbot Road & S 43rd St Unconstrained-Optimized OY With Project AM Peak Hour 02/06/2017 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) 312 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 312 573 156 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 332 610 166 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 340 1683 753 42 1050 56 598 274 42 290 305 563 Arrive On Green 0.19 0.48 0.48 0.02 0.31 0.31 0.17 0.17 0.17 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 332 610 166 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 20.5 12.0 6.8 1.5 33.8 33.8 14.6 0.0 17.4 5.5 4.7 18.0 Cycle Q Clear(g_c), s 20.5 12.0 6.8 1.5 33.8 33.8 14.6 0.0 17.4 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 340 1683 753 42 544 563 598 0 316 290 305 563 V/C Ratio(X)0.98 0.36 0.22 0.57 1.02 1.02 0.80 0.00 0.92 0.34 0.30 0.68 Avail Cap(c_a), veh/h 340 1683 753 92 544 563 598 0 316 290 305 563 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 44.2 18.3 16.9 53.2 38.1 38.1 43.6 0.0 44.7 40.8 40.4 30.1 Incr Delay (d2), s/veh 42.1 0.1 0.1 11.7 44.1 43.5 10.6 0.0 34.5 0.7 0.5 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 14.0 5.9 3.0 0.9 23.1 23.8 7.8 0.0 11.8 2.8 2.5 10.4 LnGrp Delay(d),s/veh 86.3 18.4 17.1 64.9 82.2 81.6 54.2 0.0 79.2 41.5 41.0 33.5 LnGrp LOS F B B E F F D E D D C Approach Vol, veh/h 1108 1154 768 574 Approach Delay, s/veh 38.5 81.5 63.7 36.1 Approach LOS D F E D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.6 7.1 56.8 22.5 25.6 38.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.1 5.7 49.2 18.0 21.1 33.8 Max Q Clear Time (g_c+I1), s 19.4 3.5 14.0 20.0 22.5 35.8 Green Ext Time (p_c), s 0.0 0.0 15.9 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 57.3 HCM 2010 LOS E Project Opening Year With Project With Recommended Improvements Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt2 Talbot/VMC N Drwy AM Peak Hour 02/14/2017 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) 44 7 56 52 66 44 168 268 5 11 377 255 Future Volume (veh/h) 44 7 56 52 66 44 168 268 5 11 377 255 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 48 8 61 57 72 48 183 291 5 12 410 277 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 197 50 142 176 135 75 452 1143 20 764 650 439 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 482 299 851 401 808 450 752 1826 31 1079 1038 701 Grp Volume(v), veh/h 117 0 0 177 0 0 183 0 296 12 0 687 Grp Sat Flow(s),veh/h/ln 1632 0 0 1659 0 0 752 0 1857 1079 0 1739 Q Serve(g_s), s 0.0 0.0 0.0 1.5 0.0 0.0 8.7 0.0 3.1 0.2 0.0 10.6 Cycle Q Clear(g_c), s 2.6 0.0 0.0 4.2 0.0 0.0 19.3 0.0 3.1 3.3 0.0 10.6 Prop In Lane 0.41 0.52 0.32 0.27 1.00 0.02 1.00 0.40 Lane Grp Cap(c), veh/h 390 0 0 387 0 0 452 0 1163 764 0 1089 V/C Ratio(X) 0.30 0.00 0.00 0.46 0.00 0.00 0.40 0.00 0.25 0.02 0.00 0.63 Avail Cap(c_a), veh/h 749 0 0 779 0 0 550 0 1403 904 0 1313 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 16.2 0.0 0.0 16.8 0.0 0.0 11.0 0.0 3.6 4.4 0.0 5.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.8 0.0 0.0 0.6 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 1.3 0.0 0.0 2.1 0.0 0.0 1.9 0.0 1.6 0.1 0.0 5.2 LnGrp Delay(d),s/veh 16.6 0.0 0.0 17.6 0.0 0.0 11.6 0.0 3.7 4.4 0.0 5.7 LnGrp LOS B B B A A A Approach Vol, veh/h 117 177 479 699 Approach Delay, s/veh 16.6 17.6 6.7 5.7 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.8 11.8 31.8 11.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.9 18.1 32.9 18.1 Max Q Clear Time (g_c+I1), s 21.3 4.6 12.6 6.2 Green Ext Time (p_c), s 6.0 1.4 8.2 1.3 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Alt2 Talbot/VMC N Drwy AM Peak Hour 02/14/2017 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) 312 573 156 23 1009 54 447 238 37 94 86 360 Future Volume (veh/h) 312 573 156 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 332 610 166 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 364 1437 1025 41 765 41 831 534 82 132 319 596 Arrive On Green 0.21 0.41 0.41 0.02 0.22 0.22 0.24 0.34 0.34 0.07 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 332 610 166 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 20.8 14.1 4.7 1.5 25.5 25.5 13.9 0.0 14.4 6.3 4.8 19.5 Cycle Q Clear(g_c), s 20.8 14.1 4.7 1.5 25.5 25.5 13.9 0.0 14.4 6.3 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 364 1437 1025 41 396 410 831 0 616 132 319 596 V/C Ratio(X) 0.91 0.42 0.16 0.58 1.40 1.40 0.57 0.00 0.47 0.76 0.29 0.64 Avail Cap(c_a), veh/h 459 1437 1025 148 396 410 831 0 616 288 319 596 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 44.2 24.3 7.9 55.1 44.2 44.2 38.0 0.0 29.7 51.7 41.1 29.2 Incr Delay (d2), s/veh 19.3 0.2 0.1 12.1 195.4 195.2 2.9 0.0 2.6 8.7 0.5 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 12.2 6.9 2.1 0.9 33.8 35.0 6.9 0.0 7.7 3.4 2.5 10.3 LnGrp Delay(d),s/veh 63.5 24.5 8.0 67.2 239.6 239.4 40.9 0.0 32.3 60.4 41.6 31.5 LnGrp LOS E C A E F F D C E D C Approach Vol, veh/h 1108 1154 768 574 Approach Delay, s/veh 33.7 235.9 37.6 38.2 Approach LOS C F D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 43.1 7.2 50.7 32.0 24.0 27.9 30.0 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 18.5 28.5 9.5 45.5 27.5 19.5 29.5 25.5 Max Q Clear Time (g_c+I1), s 8.3 16.4 3.5 16.1 15.9 21.5 22.8 27.5 Green Ext Time (p_c), s 0.1 2.9 0.0 14.6 1.4 0.0 0.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 100.0 HCM 2010 LOS F Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt2 Talbot/VMC N Drwy Mid-day Peak Hour 02/14/2017 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) 85 12 381 5 29 11 180 227 7 5 296 81 Future Volume (veh/h) 85 12 381 5 29 11 180 227 7 5 296 81 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 92 13 414 5 32 12 196 247 8 5 322 88 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 165 43 463 111 471 161 416 782 25 542 615 168 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 200 117 1250 69 1272 435 972 1794 58 1120 1410 385 Grp Volume(v), veh/h 519 0 0 49 0 0 196 0 255 5 0 410 Grp Sat Flow(s),veh/h/ln 1567 0 0 1776 0 0 972 0 1852 1120 0 1795 Q Serve(g_s), s 9.8 0.0 0.0 0.0 0.0 0.0 8.6 0.0 4.2 0.1 0.0 7.8 Cycle Q Clear(g_c), s 14.4 0.0 0.0 0.8 0.0 0.0 16.4 0.0 4.2 4.3 0.0 7.8 Prop In Lane 0.18 0.80 0.10 0.24 1.00 0.03 1.00 0.21 Lane Grp Cap(c), veh/h 672 0 0 743 0 0 416 0 808 542 0 782 V/C Ratio(X) 0.77 0.00 0.00 0.07 0.00 0.00 0.47 0.00 0.32 0.01 0.00 0.52 Avail Cap(c_a), veh/h 714 0 0 788 0 0 463 0 897 596 0 869 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 9.5 0.0 0.0 15.6 0.0 8.6 10.0 0.0 9.6 Incr Delay (d2), s/veh 5.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.2 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 0.0 0.0 0.4 0.0 0.0 2.4 0.0 2.2 0.0 0.0 3.9 LnGrp Delay(d),s/veh 18.6 0.0 0.0 9.5 0.0 0.0 16.4 0.0 8.8 10.0 0.0 10.1 LnGrp LOS B A B A A B Approach Vol, veh/h 519 49 451 415 Approach Delay, s/veh 18.6 9.5 12.1 10.1 Approach LOS BABB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 24.8 21.7 24.8 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 18.5 22.5 18.5 Max Q Clear Time (g_c+I1), s 18.4 16.4 9.8 2.8 Green Ext Time (p_c), s 1.9 0.8 4.2 3.6 Intersection Summary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Alt2 Talbot/VMC N Drwy Mid-day Peak Hour 02/14/2017 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) 333 818 269 55 807 95 305 115 52 173 157 466 Future Volume (veh/h) 333 818 269 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 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 358 880 289 59 868 102 328 124 56 186 169 501 Adj No. of Lanes 121120210111 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 384 1717 1025 76 995 117 558 238 108 216 289 589 Arrive On Green 0.22 0.49 0.49 0.04 0.31 0.31 0.16 0.20 0.20 0.12 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 358 880 289 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 23.1 19.9 9.2 3.8 30.0 30.0 10.3 0.0 10.6 12.0 9.8 18.1 Cycle Q Clear(g_c), s 23.1 19.9 9.2 3.8 30.0 30.0 10.3 0.0 10.6 12.0 9.8 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 384 1717 1025 76 552 560 558 0 346 216 289 589 V/C Ratio(X) 0.93 0.51 0.28 0.78 0.87 0.87 0.59 0.00 0.52 0.86 0.58 0.85 Avail Cap(c_a), veh/h 397 1717 1025 145 591 600 558 0 346 275 289 589 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 44.8 20.6 8.9 55.2 37.9 37.9 45.2 0.0 42.0 50.2 45.7 33.7 Incr Delay (d2), s/veh 28.3 0.3 0.1 15.4 12.9 12.8 4.5 0.0 5.5 19.5 3.0 11.5 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 14.4 9.7 4.0 2.2 16.6 16.8 5.2 0.0 5.7 7.1 5.3 16.7 LnGrp Delay(d),s/veh 73.2 20.8 9.0 70.6 50.9 50.7 49.7 0.0 47.5 69.7 48.7 45.1 LnGrp LOS E C A E D D D D E D D Approach Vol, veh/h 1527 1029 508 856 Approach Delay, s/veh 30.9 51.9 48.9 51.2 Approach LOS CDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.7 27.3 9.5 61.1 23.4 22.6 29.7 40.8 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 18.1 18.9 9.5 55.5 18.9 18.1 26.1 38.9 Max Q Clear Time (g_c+I1), s 14.0 12.6 5.8 21.9 12.3 20.1 25.1 32.0 Green Ext Time (p_c), s 0.2 2.2 0.0 17.7 0.6 0.0 0.1 4.4 Intersection Summary HCM 2010 Ctrl Delay 43.2 HCM 2010 LOS D Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 3: Talbot Road & VMC Access Rd/177th St Alt2 Talbot/VMC N Drwy PM Peak Hour 02/14/2017 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) 161 31 323 8 11 16 81 350 7 13 414 54 Future Volume (veh/h) 161 31 323 8 11 16 81 350 7 13 414 54 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 173 33 347 9 12 17 87 376 8 14 445 58 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 272 65 384 197 253 281 315 719 15 404 639 83 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 411 165 970 237 640 710 892 1817 39 995 1615 211 Grp Volume(v), veh/h 553 0 0 38 0 0 87 0 384 14 0 503 Grp Sat Flow(s),veh/h/ln 1546 0 0 1587 0 0 892 0 1856 995 0 1826 Q Serve(g_s), s 12.1 0.0 0.0 0.0 0.0 0.0 3.9 0.0 6.8 0.5 0.0 9.9 Cycle Q Clear(g_c), s 14.5 0.0 0.0 0.6 0.0 0.0 13.8 0.0 6.8 7.3 0.0 9.9 Prop In Lane 0.31 0.63 0.24 0.45 1.00 0.02 1.00 0.12 Lane Grp Cap(c), veh/h 722 0 0 732 0 0 315 0 734 404 0 722 V/C Ratio(X) 0.77 0.00 0.00 0.05 0.00 0.00 0.28 0.00 0.52 0.03 0.00 0.70 Avail Cap(c_a), veh/h 754 0 0 762 0 0 334 0 774 425 0 761 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 12.2 0.0 0.0 8.1 0.0 0.0 16.6 0.0 9.9 12.7 0.0 10.9 Incr Delay (d2), s/veh 4.6 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.6 0.0 0.0 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 7.1 0.0 0.0 0.3 0.0 0.0 1.0 0.0 3.5 0.1 0.0 5.4 LnGrp Delay(d),s/veh 16.7 0.0 0.0 8.1 0.0 0.0 17.1 0.0 10.5 12.7 0.0 13.5 LnGrp LOS B A B B B B Approach Vol, veh/h 553 38 471 517 Approach Delay, s/veh 16.7 8.1 11.7 13.5 Approach LOS BABB Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 21.6 21.6 21.6 21.6 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 15.8 16.5 11.9 2.6 Green Ext Time (p_c), s 1.3 0.6 3.0 3.7 Intersection Summary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS B Valley Medical Center MOB TIA HCM 2010 Signalized Intersection Summary 6: Talbot Road & S 43rd St Alt2 Talbot/VMC N Drwy PM Peak Hour 02/14/2017 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) 296 1318 667 47 666 57 277 115 56 170 278 481 Future Volume (veh/h) 296 1318 667 47 666 57 277 115 56 170 278 481 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 312 1387 702 49 701 60 292 121 59 179 293 506 Adj No. of Lanes 121120210111 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 342 1577 972 63 951 81 581 289 141 211 363 614 Arrive On Green 0.19 0.45 0.45 0.04 0.29 0.29 0.17 0.24 0.24 0.12 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 312 1387 702 49 376 385 292 0 180 179 293 506 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1813 1721 0 1761 1774 1863 1583 Q Serve(g_s), s 19.9 41.3 35.5 3.2 22.2 22.2 8.9 0.0 9.9 11.4 17.4 22.5 Cycle Q Clear(g_c), s 19.9 41.3 35.5 3.2 22.2 22.2 8.9 0.0 9.9 11.4 17.4 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 342 1577 972 63 510 522 581 0 431 211 363 614 V/C Ratio(X) 0.91 0.88 0.72 0.78 0.74 0.74 0.50 0.00 0.42 0.85 0.81 0.82 Avail Cap(c_a), veh/h 405 1607 986 115 514 527 581 0 431 345 363 614 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 45.7 29.2 15.5 55.3 37.2 37.2 43.6 0.0 36.7 49.9 44.5 31.9 Incr Delay (d2), s/veh 22.2 5.9 2.6 18.3 5.5 5.4 3.1 0.0 3.0 10.2 12.7 9.0 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 11.8 21.3 16.0 1.9 11.6 11.9 4.5 0.0 5.2 6.2 10.2 16.0 LnGrp Delay(d),s/veh 67.9 35.1 18.0 73.5 42.7 42.6 46.7 0.0 39.7 60.2 57.2 40.8 LnGrp LOS E D B E D D D D E E D Approach Vol, veh/h 2401 810 472 978 Approach Delay, s/veh 34.4 44.5 44.1 49.3 Approach LOS CDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.2 32.8 8.6 56.0 24.0 27.0 26.8 37.8 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 22.5 19.5 7.5 52.5 19.5 22.5 26.4 33.6 Max Q Clear Time (g_c+I1), s 13.4 11.9 5.2 43.3 10.9 24.5 21.9 24.2 Green Ext Time (p_c), s 0.3 2.9 0.0 8.2 0.6 0.0 0.4 8.3 Intersection Summary HCM 2010 Ctrl Delay 40.3 HCM 2010 LOS D 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 * * 2/3/2017 Peak Hour:AM Major Street:Minor Street: 1017 157 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January 2017 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 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 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 * * 2/3/2017 Peak Hour:AM Major Street:Minor Street: 995 25 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January 2017 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 AM Peak Hour Volume Warrant Talbot Road/VMC HR Lot-North Garage Access 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 HR Lot- North Garage 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 * * 2/3/2017 Peak Hour:Mid-Day Major Street:Minor Street: 740 469 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January 2017 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 * * 2/3/2017 Peak Hour:Mid-Day Major Street:Minor Street: 626 89 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January 2017 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 Mid-Day Peak Hour Volume Warrant Talbot Road/HR Lot-Garage Access 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: HR Lot-Garage 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 * * 2/3/2017 Peak Hour:PM Major Street:Minor Street: 859 502 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January 2017 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 * * 2/3/2017 Peak Hour:PM Major Street:Minor Street: 856 154 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January 2017 PM Peak Hour Volume Warrant Talbot Road/HR Lot-Garage Access 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: HR Lot-Garage Access 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 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 * * 2/3/2017 Peak Hour:AM Major Street:Minor Street: 1084 162 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January, 2017 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 * * 2/3/2017 Peak Hour:AM Major Street:Minor Street: 1059 25 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January, 2017 Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project AM Peak Hour Volume Warrant Talbot Road/HR Lot-Garage Access 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: HR Lot-Garage Access PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT 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 * * 2/3/2017 Peak Hour:Mid-Day Major Street:Minor Street: 796 478 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January, 2017 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 * * 2/3/2017 Peak Hour:Mid-Day Major Street:Minor Street: 680 89 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January, 2017 Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project AND Alternative Access Mid-Day Peak Hour Volume Warrant Talbot Road/HR Lot-Garage Access 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: HR Lot-Garage Access PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT 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 * * 2/3/2017 Peak Hour:PM Major Street:Minor Street: 919 515 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January, 2017 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 * * 2/3/2017 Peak Hour:PM Major Street:Minor Street: 919 155 2 1 * Note: Lower Threshold Volume for a Minor Street Approach with One Lane. Source: MUTCD 2009 (FHWA) Prepared by Walker, January, 2017 Total of Both Approaches (VPH): Number of Approach Lanes: URBAN CONDITIONS Talbot Road Project Opening Year With Project and Alternative Access PM Peak Hour Volume Warrant Talbot Road/HR Lot-Garage Access 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: HR Lot-Garage Access PROJECT OPENING YEAR WITH PROJECT PEAK HOUR VOLUME WARRANT 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 * * APPENDIX D WSDOT Crash Data WSDOT - CRASH DATA and REPORTING 01/20/2017 1 of 16 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of THE FOLLOWING INTERSECTIONS & ROAD SEGMENT IN THE CITY OF RENTON Talbot Rd @ 43rd St/Carr Rd Davis Ave @ 43rd St/180th St Talbot Rd from 38th Ct to 45th Pl 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME # P E D S JUNCTION RELATIONSHIP S 43rd-Talbot City Street 43RD ST TALBOT RD S 0 At Intersection and Not Related City Street S 43RD ST TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 200 TALBOT RD S 0 At Intersection and Not Related City Street S 43RD ST 17900 TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 200 TALBOT RD S 0 At Intersection and Not Related City Street S 43RD ST 400 TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 200 TALBOT RD S 0 At Intersection and Not Related City Street S 43RD ST 200 TALBOT RD S 0 Not at Intersection and Not Related City Street S 43RD ST 200 TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 400 TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 400 TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 17900 TALBOT RD S 0 At Intersection and Related City Street S 43RD ST 400 TALBOT RD S 0 At Intersection and Related City Street S CARR RD TALBOT RD S 0 At Intersection and Related City Street S CARR RD TALBOT RD S 0 At Intersection and Related City Street S CARR RD TALBOT RD S 0 At Intersection and Related Under 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules lists or data WSDOT - CRASH DATA and REPORTING 01/20/2017 2 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY S 43rd-Talbot City Street 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S CARR RD City Street S CARR RD City Street S CARR RD Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data ROADWAY SURFACE CONDITION LIGHTING CONDITION FIRST COLLISION TYPE / OBJECT STRUCK Wet Dark-Street Lights On From same direction - both going straight - both moving - rear-end Dry Daylight Entering at angle Dry Daylight From same direction - both going straight - both moving - sideswipe Dry Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - both going straight - both moving - rear-end Wet Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - both going straight - both moving - sideswipe Wet Dark-Street Lights On From same direction - both going straight - both moving - sideswipe Dry Dark-Street Lights On Entering at angle Wet Daylight From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - both going straight - both moving - sideswipe Wet Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - both going straight - both moving - rear-end Dry Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Dusk From same direction - both going straight - one stopped - rear-end WSDOT - CRASH DATA and REPORTING 01/20/2017 3 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY S 43rd-Talbot City Street 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S CARR RD City Street S CARR RD City Street S CARR RD Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROM VEHICLE 2 COMPASS DIRECTION TO East West East West South North East West East West East West East West Vehicle Stopped Vehicle Stopped West East West East West East Vehicle Stopped Vehicle Stopped East West East Vehicle Stopped West East West East East Southeast West East North West Vehicle Stopped Vehicle Stopped West East Vehicle Stopped Vehicle Stopped West East West East West East Vehicle Stopped Vehicle Stopped East West East West East West Vehicle Stopped Vehicle Stopped East West Vehicle Stopped Vehicle Stopped WSDOT - CRASH DATA and REPORTING 01/20/2017 4 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY S 43rd-Talbot City Street 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S 43RD ST City Street S CARR RD City Street S CARR RD City Street S CARR RD Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) Inattention Did Not Grant RW to Vehicle Operating Defective Equipment Inattention None Other Inattention Other Other Improper Turn Inattention Inattention Under Influence of Alcohol Follow Too Closely Inattention Inattention WSDOT - CRASH DATA and REPORTING 01/20/2017 5 of 16 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of THE FOLLOWING INTERSECTIONS & ROAD SEGMENT IN THE CITY OF RENTON Talbot Rd @ 43rd St/Carr Rd Davis Ave @ 43rd St/180th St Talbot Rd from 38th Ct to 45th Pl 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME # P E D S JUNCTION RELATIONSHIP Under 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules lists or data City Street S CARR RD 500 TALBOT RD S 0 At Intersection and Related City Street TALBOT RD S 17900 S 43RD ST 0 At Intersection and Related City Street TALBOT RD S 17900 S 43RD ST 0 At Intersection and Related City Street TALBOT RD S 17900 S 43RD ST 0 At Intersection and Related City Street TALBOT RD S 17900 S CARR RD 0 At Driveway within Major Intersection City Street TALBOT RD S 17900 S CARR RD 0 At Intersection and Related City Street TALBOT RD S 17900 S CARR RD 0 At Intersection and Related Along Talbot at Driveways City Street TALBOT RD S 4600 VCPN Drwy 53 F N S 177TH ST 0 At Driveway City Street TALBOT RD S 17600 100 F S S 177TH ST 0 Not at Intersection and Not Related City Street TALBOT RD S 17600 N Drwy 32 F S S 177TH ST 0 At Driveway City Street TALBOT RD S 17700 S Drwy 345 F S S 177TH ST 1 At Driveway City Street TALBOT RD S 17800 C Drwy N S 43RD ST 0 At Driveway City Street TALBOT RD S 17800 C Drwy 360 F N SW 43RD ST 0 At Driveway City Street S 177TH ST 9600 TALBOT RD S 0 At Driveway within Major Intersection at Davis City Street S 43RD ST 300 DAVIS AVE S 0 At Intersection and Related WSDOT - CRASH DATA and REPORTING 01/20/2017 6 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S CARR RD City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S Along Talbot at Driveways City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street S 177TH ST at Davis City Street S 43RD ST ROADWAY SURFACE CONDITION LIGHTING CONDITION FIRST COLLISION TYPE / OBJECT STRUCK Dry Dark-Street Lights On From same direction - both going straight - both moving - sideswipe Dry Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - both going straight - one stopped - rear-end Dry Daylight Same direction -- both turning left -- both moving -- sideswipe Dry Daylight From opposite direction - one left turn - one straight Wet Dark-Street Lights On Entering at angle Dry Daylight Entering at angle Dry Daylight Entering at angle Dry Dark-Street Lights On From same direction - both going straight - both moving - rear-end Wet Dawn Entering at angle Dry Daylight Vehicle turning right hits pedestrian Dry Daylight From same direction - both going straight - one stopped - rear-end Dry Dark-Street Lights On From opposite direction - one left turn - one straight Dry Daylight Entering at angle Dry Daylight From same direction - one right turn - one straight WSDOT - CRASH DATA and REPORTING 01/20/2017 7 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S CARR RD City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S Along Talbot at Driveways City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street S 177TH ST at Davis City Street S 43RD ST VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROM VEHICLE 2 COMPASS DIRECTION TO East West East West Vehicle Stopped West Vehicle Stopped West North West Vehicle Stopped Vehicle Stopped West West East West North East South North South West East West West South North South West North South North North South North South East West South North West South South North Vehicle Stopped Vehicle Stopped South West North South West North North South East North East West WSDOT - CRASH DATA and REPORTING 01/20/2017 8 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S CARR RD City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S Along Talbot at Driveways City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street S 177TH ST at Davis City Street S 43RD ST MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) None Inattention Other Did Not Grant RW to Vehicle Did Not Grant RW to Vehicle None None Inattention Under Influence of Alcohol Inattention Driver Distractions Outside Vehicle Inattention Inattention Other Improper Turn WSDOT - CRASH DATA and REPORTING 01/20/2017 9 of 16 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of THE FOLLOWING INTERSECTIONS & ROAD SEGMENT IN THE CITY OF RENTON Talbot Rd @ 43rd St/Carr Rd Davis Ave @ 43rd St/180th St Talbot Rd from 38th Ct to 45th Pl 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME # P E D S JUNCTION RELATIONSHIP Under 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules lists or data City Street S 43RD ST 2100 23 F N DAVIS AVE S 1 At Driveway Along S 43rd west of Talbot City Street 43RD ST 400 158 F W TALBOT RD S 0 Not at Intersection and Not Related City Street S 43RD ST 300 54 F NW DAVIS AVE S 0 Not at Intersection and Not Related City Street S 43RD ST 400 250 F W TALBOT RD S 0 Not at Intersection and Not Related Carr east of Talbot City Street S CARR RD 5000 222 F E TALBOT RD S 0 At Driveway City Street S CARR RD 900 352 F E TALBOT RD S 0 Not at Intersection and Not Related City Street S CARR RD 600 338 F E TALBOT RD S 0 At Driveway City Street S CARR RD 600 447 F E TALBOT RD S 0 At Driveway City Street S CARR RD 500 150 F E TALBOT RD S 0 Intersection Related but Not at Intersection City Street S CARR RD 600 500 F E TALBOT RD S 0 Not at Intersection and Not Related City Street S CARR RD 300 332 F E TALBOT RD S 0 At Driveway City Street S CARR RD 600 340 F E TALBOT RD S 0 Not at Intersection and Not Related City Street S CARR RD 600 447 F E TALBOT RD S 0 At Driveway City Street S CARR RD 500 205 F E TALBOT RD S 0 Not at Intersection and Not Related City Street S CARR RD 500 214 F E TALBOT RD S 0 Not at Intersection and Not Related WSDOT - CRASH DATA and REPORTING 01/20/2017 10 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S 43RD ST Along S 43rd west of Talbot City Street 43RD ST City Street S 43RD ST City Street S 43RD ST Carr east of Talbot City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD ROADWAY SURFACE CONDITION LIGHTING CONDITION FIRST COLLISION TYPE / OBJECT STRUCK Dry Dark-Street Lights On Vehicle going straight hits pedestrian Wet Daylight From same direction - both going straight - one stopped - rear-end Wet Daylight From same direction - both going straight - both moving - rear-end Dry Daylight From same direction - both going straight - one stopped - rear-end Dry Daylight From same direction - one left turn - one straight Dry Daylight From opposite direction - all others Wet Dark-Street Lights On Entering at angle Wet Dark-Street Lights On Entering at angle Wet Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Dark-Street Lights On From same direction - both going straight - one stopped - rear-end Dry Dark-Street Lights On Entering at angle Wet Daylight From same direction - both going straight - one stopped - rear-end Dry Daylight Entering at angle Wet Daylight From opposite direction - both going straight - sideswipe Wet Dusk From same direction - both going straight - both moving - rear-end WSDOT - CRASH DATA and REPORTING 01/20/2017 11 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S 43RD ST Along S 43rd west of Talbot City Street 43RD ST City Street S 43RD ST City Street S 43RD ST Carr east of Talbot City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROM VEHICLE 2 COMPASS DIRECTION TO East West East West East Vehicle Stopped West East West East West East Vehicle Stopped Vehicle Stopped West North West East East East West East South West West East South West West East East West Vehicle Stopped Vehicle Stopped West East Vehicle Stopped Vehicle Stopped South West West East East West Vehicle Stopped Vehicle Stopped South West West East East West West East West East West East WSDOT - CRASH DATA and REPORTING 01/20/2017 12 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S 43RD ST Along S 43rd west of Talbot City Street 43RD ST City Street S 43RD ST City Street S 43RD ST Carr east of Talbot City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD City Street S CARR RD MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) None Inattention Inattention Inattention Improper Turn Improper U-Turn Inattention Inattention Inattention Under Influence of Alcohol Inattention None Did Not Grant RW to Vehicle Other Inattention WSDOT - CRASH DATA and REPORTING 01/20/2017 13 of 16 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of THE FOLLOWING INTERSECTIONS & ROAD SEGMENT IN THE CITY OF RENTON Talbot Rd @ 43rd St/Carr Rd Davis Ave @ 43rd St/180th St Talbot Rd from 38th Ct to 45th Pl 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME # P E D S JUNCTION RELATIONSHIP Under 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules lists or data City Street S CARR RD 500 205 F E TALBOT RD S 0 Not at Intersection and Not Related City Street S CARR RD 600 600 F NE TALBOT RD S 0 Not at Intersection and Not Related Talbot S of 43rd City Street TALBOT RD S 4300 200 F S S 43RD ST 0 At Driveway City Street TALBOT RD S 4400 99 F N S 45TH PL 0 Not at Intersection and Not Related City Street TALBOT RD S 4300 303 F S S CARR RD 0 At Driveway City Street TALBOT RD S 4400 0.09 M S S CARR RD 1 At Driveway City Street TALBOT RD S 4300 304 F S S CARR RD 0 At Driveway City Street TALBOT RD S 4300 279 F S S CARR RD 0 At Driveway City Street TALBOT RD S 4300 302 F S S CARR RD 0 At Driveway WSDOT - CRASH DATA and REPORTING 01/20/2017 14 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S CARR RD City Street S CARR RD Talbot S of 43rd City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S ROADWAY SURFACE CONDITION LIGHTING CONDITION FIRST COLLISION TYPE / OBJECT STRUCK Dry Daylight From same direction - both going straight - one stopped - rear-end Wet Dark-Street Lights On Fence Dry Daylight From opposite direction - one left turn - one straight Dry Daylight From same direction - both going straight - one stopped - rear-end Wet Daylight Entering at angle Dry Daylight Vehicle turning right hits pedestrian Dry Daylight From opposite direction - one left turn - one straight Dry Daylight From opposite direction - one left turn - one straight Wet Daylight From opposite direction - one left turn - one straight WSDOT - CRASH DATA and REPORTING 01/20/2017 15 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S CARR RD City Street S CARR RD Talbot S of 43rd City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROM VEHICLE 2 COMPASS DIRECTION TO East West Vehicle Stopped Vehicle Stopped West East North East South North North South North Vehicle Stopped East South North South West South North East South North North East South North North East South North WSDOT - CRASH DATA and REPORTING 01/20/2017 16 of 16 OFFICER REPORTED CRASHES THAT OC Talbot Rd @ 43rd St/ Davis Ave @ 43rd St/ Talbot Rd from 38th 01/01/2013 - available 2016 JURISDICTION PRIMARY TRAFFICWAY Under 23 U.S. Code § 409 and 23 U.S. Co collected for the purpose of identifying, eva sites, hazardous roadway conditions, or ra into evidence in a Federal or State court p damages arising from any occurrence at a schedules lists or data City Street S CARR RD City Street S CARR RD Talbot S of 43rd City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S City Street TALBOT RD S MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) None Inattention Improper Turn Inattention Did Not Grant RW to Vehicle Other Improper Turn Inattention Improper Turn APPENDIX E Queuing and Blocking Reports Existing Queuing and Blocking Report Existing AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement WB WB WB NB SB Directions Served T T TR R R Maximum Queue (ft) 358 368 376 49 65 Average Queue (ft) 266 273 191 21 58 95th Queue (ft) 445 458 456 44 63 Link Distance (ft) 323 323 323 117 52 Upstream Blk Time (%) 12 15 6 84 Queuing Penalty (veh) 70 88 32 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 29 29 48 29 Average Queue (ft)2191 95th Queue (ft) 14 11 33 10 Link Distance (ft) 121 51 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 96 121 72 102 29 30 Average Queue (ft) 42 49 47 6 2 5 95th Queue (ft) 80 85 72 44 14 20 Link Distance (ft) 151 114 214 89 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 8 Queuing Penalty (veh) 14 Queuing and Blocking Report Existing AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 76 30 64 Average Queue (ft) 24 1 10 95th Queue (ft) 53 10 36 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 1 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 73 30 55 Average Queue (ft) 27 2 19 95th Queue (ft) 52 14 48 Link Distance (ft) 56 87 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 226 156 184 76 134 1187 1187 225 568 219 115 158 Average Queue (ft) 133 90 87 39 12 1022 1025 142 226 101 47 60 95th Queue (ft) 206 142 144 70 55 1480 1478 260 395 172 90 113 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 58 67 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 83 2 17 Queuing Penalty (veh) 18 3 36 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 135 Average Queue (ft) 73 95th Queue (ft) 123 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 352 352 352 290 332 178 206 190 100 Average Queue (ft) 235 104 151 274 281 80 161 68 3 95th Queue (ft) 368 293 236 295 313 139 211 136 33 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 6 4 1 58 63 5 0 Queuing Penalty (veh) 0 0 0 254 273 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 6 4 3 0 Queuing Penalty (veh) 24 12 8 0 Network Summary Network wide Queuing Penalty: 835 Queuing and Blocking Report Existing Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement WB WB NB SB Directions Served T T R R Maximum Queue (ft) 116 117 49 67 Average Queue (ft) 18 24 15 31 95th Queue (ft) 81 84 41 62 Link Distance (ft) 323 323 117 52 Upstream Blk Time (%) 6 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB Directions Served LTR LTR Maximum Queue (ft) 29 29 Average Queue (ft) 6 8 95th Queue (ft) 25 29 Link Distance (ft) 98 20 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 155 52 51 26 21 Average Queue (ft) 76 23 23 1 1 95th Queue (ft) 127 45 53 9 10 Link Distance (ft) 151 114 79 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Queuing and Blocking Report Existing Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 53 30 45 Average Queue (ft) 31 3 6 95th Queue (ft) 50 18 27 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 68 30 76 Average Queue (ft) 26 5 31 95th Queue (ft) 53 23 67 Link Distance (ft) 56 87 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 334 238 226 103 135 328 362 224 264 213 158 116 Average Queue (ft) 138 138 122 60 45 205 215 76 133 74 67 59 95th Queue (ft) 238 238 208 97 108 311 319 175 200 145 127 103 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 28 1 Queuing Penalty (veh) 15 1 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 135 Average Queue (ft) 73 95th Queue (ft) 122 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 350 338 389 287 295 185 203 214 100 Average Queue (ft) 171 92 178 224 237 93 189 180 74 95th Queue (ft) 272 251 322 310 315 160 204 232 142 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%)00435 4121 Queuing Penalty (veh) 0 0 0 12 22 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 0 0 36 0 Queuing Penalty (veh) 1 0 107 1 Network Summary Network wide Queuing Penalty: 163 Queuing and Blocking Report Existing PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB WB WB WB NB SB Directions Served TR T T TR R R Maximum Queue (ft) 58 329 353 356 54 115 Average Queue (ft) 2 162 176 29 23 65 95th Queue (ft) 19 301 317 174 51 90 Link Distance (ft) 268 323 323 323 117 52 Upstream Blk Time (%) 0 2 1 97 Queuing Penalty (veh) 1 6 3 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB Directions Served LTR LTR Maximum Queue (ft) 55 30 Average Queue (ft) 16 5 95th Queue (ft) 43 23 Link Distance (ft) 91 68 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 166 54 48 28 Average Queue (ft) 107 22 8 2 95th Queue (ft) 172 46 30 13 Link Distance (ft) 151 114 Upstream Blk Time (%) 4 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report Existing PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 69 30 26 Average Queue (ft) 33 1 9 95th Queue (ft) 53 10 29 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 68 30 56 Average Queue (ft) 29 3 24 95th Queue (ft) 55 18 51 Link Distance (ft) 56 87 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 223 322 333 334 135 285 278 225 298 237 153 264 Average Queue (ft) 114 199 223 143 53 170 169 77 156 90 77 173 95th Queue (ft) 191 298 322 262 122 271 255 192 250 173 138 267 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 1 0 1 Queuing Penalty (veh) 0 3 1 2 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 24 0 3 Queuing Penalty (veh) 11 0 4 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 204 Average Queue (ft) 78 95th Queue (ft) 140 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 357 389 389 308 313 283 170 90 98 Average Queue (ft) 237 349 358 281 287 125 79 9 13 95th Queue (ft) 376 381 377 298 313 262 135 40 61 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 2 29 75 36 46 2 0 Queuing Penalty (veh) 0 0 0 153 192 10 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 2 29 0 0 Queuing Penalty (veh) 18 101 1 0 Network Summary Network wide Queuing Penalty: 509 Existing Plus Project Queuing and Blocking Report Existing Plus Project AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB WB WB WB NB SB Directions Served TR T T TR R R Maximum Queue (ft) 22 348 370 383 52 67 Average Queue (ft) 1 313 319 293 12 43 95th Queue (ft) 7 394 390 489 37 59 Link Distance (ft) 268 323 323 323 117 52 Upstream Blk Time (%) 15 14 11 98 Queuing Penalty (veh) 87 83 63 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 52 29 56 29 31 Average Queue (ft) 16 2 31 1 2 95th Queue (ft) 42 14 54 10 14 Link Distance (ft) 121 51 135 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 5 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB Directions Served LTR LTR L TR TR Maximum Queue (ft) 214 153 74 146 51 Average Queue (ft) 56 89 41 10 11 95th Queue (ft) 128 151 74 61 35 Link Distance (ft) 151 114 214 89 Upstream Blk Time (%) 4 19 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 8 0 0 Queuing Penalty (veh) 19 0 0 Queuing and Blocking Report Existing Plus Project AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 65 28 26 Average Queue (ft) 26 1 16 95th Queue (ft) 50 9 35 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 50 30 87 Average Queue (ft) 23 3 22 95th Queue (ft) 46 18 57 Link Distance (ft) 56 87 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing Plus Project AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 290 173 154 91 134 1182 1200 225 399 228 116 134 Average Queue (ft) 157 86 81 35 9 1106 1109 174 245 132 53 67 95th Queue (ft) 257 159 151 71 50 1355 1359 268 354 221 106 114 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 74 82 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 86 2 21 Queuing Penalty (veh) 19 4 45 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 221 Average Queue (ft) 120 95th Queue (ft) 205 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 375 371 389 292 298 279 214 163 100 Average Queue (ft) 346 300 248 276 278 83 155 73 17 95th Queue (ft) 399 480 441 286 290 163 217 148 76 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 66 43 5 65 67 1 5 0 Queuing Penalty (veh) 0 0 0 291 301 4 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 66 43 5 0 Queuing Penalty (veh) 255 150 14 0 Network Summary Network wide Queuing Penalty: 1340 Queuing and Blocking Report Existing Plus Project Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB WB WB NB SB Directions Served T TR T T R R Maximum Queue (ft) 210 44 89 87 54 67 Average Queue (ft) 9 1 11 14 25 44 95th Queue (ft) 72 14 51 55 53 68 Link Distance (ft) 268 268 323 323 117 52 Upstream Blk Time (%) 11 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 80 29 51 Average Queue (ft) 35 6 6 95th Queue (ft) 59 24 27 Link Distance (ft) 98 20 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 1 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 214 52 65 26 54 Average Queue (ft) 144 23 34 1 7 95th Queue (ft) 220 48 66 9 31 Link Distance (ft) 151 114 79 Upstream Blk Time (%) 48 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 4 0 Queuing and Blocking Report Existing Plus Project Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 138 30 50 30 Average Queue (ft) 56 5 18 1 95th Queue (ft) 97 22 45 10 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 4 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 90 30 106 Average Queue (ft) 33 5 47 95th Queue (ft) 66 21 80 Link Distance (ft) 56 87 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing Plus Project Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 315 304 297 161 135 343 423 218 257 215 199 222 Average Queue (ft) 200 162 149 60 65 219 224 114 168 104 118 106 95th Queue (ft) 287 250 228 122 133 312 322 217 232 183 186 173 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 2 37 0 4 Queuing Penalty (veh) 8 19 0 6 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 228 Average Queue (ft) 104 95th Queue (ft) 188 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 329 310 352 279 297 283 209 227 100 Average Queue (ft) 170 61 157 213 232 80 188 170 66 95th Queue (ft) 290 163 274 294 309 164 202 240 142 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 0 01303722 Queuing Penalty (veh) 0 0 5 16 0 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 0 33 0 Queuing Penalty (veh) 0 99 1 Network Summary Network wide Queuing Penalty: 165 Queuing and Blocking Report Existing Plus Project PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB WB WB WB NB SB Directions Served T TR T T TR R R Maximum Queue (ft) 225 296 265 234 203 72 86 Average Queue (ft) 14 19 68 75 7 33 61 95th Queue (ft) 87 139 195 199 67 59 89 Link Distance (ft) 268 268 323 323 323 117 52 Upstream Blk Time (%) 0 52 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 106 30 31 24 Average Queue (ft) 52 3 4 1 95th Queue (ft) 90 17 21 8 Link Distance (ft) 91 68 151 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 190 74 29 50 30 Average Queue (ft) 171 24 25 6 4 95th Queue (ft) 187 52 39 28 21 Link Distance (ft) 151 114 77 Upstream Blk Time (%) 96 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Existing Plus Project PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 138 30 26 203 Average Queue (ft) 62 3 11 7 95th Queue (ft) 102 17 32 67 Link Distance (ft) 166 107 214 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 1 Queuing Penalty (veh) 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 71 30 75 286 Average Queue (ft) 37 3 28 22 95th Queue (ft) 66 17 60 128 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 7 1 Queuing Penalty (veh) 0 7 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Existing Plus Project PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 246 313 336 332 134 314 278 185 261 218 224 266 Average Queue (ft) 139 211 226 171 58 194 187 85 155 91 109 159 95th Queue (ft) 231 300 313 299 135 283 282 188 217 165 177 248 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 0 0 4 Queuing Penalty (veh) 1 2 2 13 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 0 27 0 1 Queuing Penalty (veh) 0 12 0 1 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 260 Average Queue (ft) 103 95th Queue (ft) 183 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 360 371 376 289 331 300 168 190 100 Average Queue (ft) 252 348 355 263 280 86 84 16 10 95th Queue (ft) 409 368 365 300 318 190 144 74 56 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 5 38 71 16 22 1 0 0 Queuing Penalty (veh) 0 0 0 80 106 6 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 5 38 0 Queuing Penalty (veh) 37 133 0 Network Summary Network wide Queuing Penalty: 401 Project Opening Year Without Project Queuing and Blocking Report Project Opening Year Without Project AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB WB WB WB NB SB Directions Served T T T TR R R Maximum Queue (ft) 29 356 359 376 29 86 Average Queue (ft) 1 305 311 270 15 56 95th Queue (ft) 10 419 413 500 38 72 Link Distance (ft) 268 323 323 323 117 52 Upstream Blk Time (%) 15 16 11 92 Queuing Penalty (veh) 91 99 67 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement WB NB SB Directions Served LTR L L Maximum Queue (ft) 29 30 29 Average Queue (ft) 2 8 5 95th Queue (ft) 14 29 23 Link Distance (ft) 51 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 55 129 74 174 28 39 Average Queue (ft) 38 52 39 16 3 8 95th Queue (ft) 57 90 71 93 16 27 Link Distance (ft) 151 114 214 89 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 5 0 Queuing Penalty (veh) 10 0 Queuing and Blocking Report Project Opening Year Without Project AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 53 30 48 Average Queue (ft) 22 3 16 95th Queue (ft) 50 18 43 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 1 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 52 30 56 Average Queue (ft) 22 4 18 95th Queue (ft) 46 20 49 Link Distance (ft) 56 87 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year Without Project AM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 338 184 188 74 134 1182 1182 225 439 223 133 118 Average Queue (ft) 150 111 113 37 21 1110 1107 163 242 104 48 50 95th Queue (ft) 267 173 179 69 95 1348 1344 279 392 182 94 100 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 1 74 80 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 86 1 21 Queuing Penalty (veh) 20 3 46 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 218 Average Queue (ft) 103 95th Queue (ft) 173 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 352 350 314 288 314 282 209 179 100 Average Queue (ft) 210 66 147 275 283 95 153 66 21 95th Queue (ft) 342 204 244 293 301 199 206 142 85 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 2 0 62 67 0 5 0 Queuing Penalty (veh) 0 0 289 311 2 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 2 0 4 0 Queuing Penalty (veh) 9 0 13 0 Network Summary Network wide Queuing Penalty: 961 Queuing and Blocking Report Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB WB WB WB NB SB Directions Served T TR T T TR R R Maximum Queue (ft) 29 49 115 95 67 77 104 Average Queue (ft) 1 3 9 16 2 24 39 95th Queue (ft) 10 20 48 60 22 56 75 Link Distance (ft) 268 268 323 323 323 117 52 Upstream Blk Time (%) 13 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB Directions Served LTR LTR L Maximum Queue (ft) 29 32 30 Average Queue (ft) 10 6 1 95th Queue (ft) 33 24 10 Link Distance (ft) 98 20 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 166 30 51 27 29 Average Queue (ft) 80 22 19 2 4 95th Queue (ft) 141 44 46 14 19 Link Distance (ft) 151 114 79 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 1 Queuing and Blocking Report Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 76 30 26 30 Average Queue (ft) 37 2 11 1 95th Queue (ft) 63 14 31 10 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 62 30 127 20 Average Queue (ft) 27 6 40 1 95th Queue (ft) 50 25 84 7 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year Without Project Mid-day Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 264 316 283 160 134 289 320 223 267 155 159 162 Average Queue (ft) 138 162 125 57 59 185 189 91 164 82 77 69 95th Queue (ft) 225 282 220 107 133 263 272 208 235 147 138 127 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 0 27 0 3 Queuing Penalty (veh) 1 15 0 5 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 157 Average Queue (ft) 80 95th Queue (ft) 139 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 288 273 352 287 309 302 190 190 100 Average Queue (ft) 166 53 154 211 234 91 187 154 36 95th Queue (ft) 255 155 273 301 312 177 201 224 115 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%)0240279 Queuing Penalty (veh) 0 10 19 2 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 19 0 Queuing Penalty (veh) 56 1 Network Summary Network wide Queuing Penalty: 110 Queuing and Blocking Report Project Opening Year Without Project PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB WB WB NB SB Directions Served TTTTRR Maximum Queue (ft) 51 298 179 162 100 93 Average Queue (ft) 3 13 51 54 24 46 95th Queue (ft) 20 104 148 145 59 73 Link Distance (ft) 268 268 323 323 117 52 Upstream Blk Time (%) 0 0 19 Queuing Penalty (veh) 1 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 30 30 31 30 Average Queue (ft) 18 5 1 1 95th Queue (ft) 42 23 10 10 Link Distance (ft) 91 68 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 190 52 29 28 21 Average Queue (ft) 121 19 6 2 1 95th Queue (ft) 192 44 25 14 7 Link Distance (ft) 151 114 77 Upstream Blk Time (%) 11 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year Without Project PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 69 30 26 29 Average Queue (ft) 40 2 3 1 95th Queue (ft) 62 14 18 10 Link Distance (ft) 166 107 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 71 30 96 31 Average Queue (ft) 32 5 28 1 95th Queue (ft) 65 23 62 10 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 3 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year Without Project PM Peak Hour 02/02/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 308 331 331 335 134 323 332 187 222 222 227 262 Average Queue (ft) 152 210 234 160 59 174 180 76 141 81 105 160 95th Queue (ft) 256 315 334 298 132 275 297 174 226 157 179 257 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%)0010 0 Queuing Penalty (veh)0242 1 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 23 0 2 Queuing Penalty (veh) 11 0 3 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 187 Average Queue (ft) 67 95th Queue (ft) 124 Link Distance (ft) 255 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 352 389 395 287 308 278 150 190 100 Average Queue (ft) 259 351 358 247 261 101 88 24 12 95th Queue (ft) 397 377 377 320 321 217 133 89 58 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 3 31 72 9 17 0 1 Queuing Penalty (veh) 0 0 0 39 75 2 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 3 31 0 Queuing Penalty (veh) 26 110 0 Network Summary Network wide Queuing Penalty: 275 Project Opening Year With Project Queuing and Blocking Report Project Opening Year With Project AM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB EB WB WB WB NB SB Directions Served T T TR T T TR R R Maximum Queue (ft) 24 17 30 358 363 378 61 75 Average Queue (ft) 1 1 1 282 287 229 20 54 95th Queue (ft) 19 15 17 426 426 471 47 74 Link Distance (ft) 268 268 268 323 323 323 117 52 Upstream Blk Time (%) 9 10 8 91 Queuing Penalty (veh) 56 61 46 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 43 23 79 67 29 16 Average Queue (ft) 16 2 34 4 1 1 95th Queue (ft) 41 13 65 31 10 8 Link Distance (ft) 121 51 89 135 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 75 75 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 3 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 144 142 107 32 22 46 Average Queue (ft) 58 82 49 1 1 10 95th Queue (ft) 107 138 89 23 12 33 Link Distance (ft) 151 114 214 89 Upstream Blk Time (%) 1 17 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 1 0 Queuing and Blocking Report Project Opening Year With Project AM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 55 18 40 18 12 4 Average Queue (ft) 22 1 14 1 1 0 95th Queue (ft) 46 9 37 12 8 3 Link Distance (ft) 166 107 281 214 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 1 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 57 24 67 27 Average Queue (ft) 25 2 25 1 95th Queue (ft) 48 15 57 10 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year With Project AM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 306 207 194 92 134 1198 1195 225 587 374 123 144 Average Queue (ft) 185 118 113 41 28 1107 1105 169 269 142 64 64 95th Queue (ft) 281 189 180 74 101 1372 1379 273 488 282 115 119 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 73 80 0 0 Queuing Penalty (veh) 1 0 0 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 84 4 25 Queuing Penalty (veh) 19 8 57 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 238 Average Queue (ft) 106 95th Queue (ft) 192 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 364 312 331 303 308 296 216 184 100 Average Queue (ft) 231 136 186 278 281 92 163 88 15 95th Queue (ft) 385 340 332 295 299 199 219 174 74 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 15 6 1 60 64 1 7 1 Queuing Penalty (veh) 0 0 0 289 308 6 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 15 6 5 0 Queuing Penalty (veh) 56 22 15 0 Network Summary Network wide Queuing Penalty: 949 Queuing and Blocking Report Project Opening Year With Project Mid-day Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB EB EB WB WB WB NB SB Directions Served T T T TR T T TR R R Maximum Queue (ft) 153 78 148 83 170 183 64 70 76 Average Queue (ft) 25 3 5 3 31 37 2 29 48 95th Queue (ft) 114 40 63 42 119 131 31 57 76 Link Distance (ft) 268 268 268 268 323 323 323 117 52 Upstream Blk Time (%) 0 20 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 67 29 35 12 9 Average Queue (ft) 34 4 11 1 0 95th Queue (ft) 56 20 35 9 4 Link Distance (ft) 98 20 147 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 75 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 197 69 89 22 54 Average Queue (ft) 144 29 42 1 11 95th Queue (ft) 208 60 78 10 39 Link Distance (ft) 151 114 79 Upstream Blk Time (%) 34 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Project Opening Year With Project Mid-day Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 112 30 55 3 24 8 Average Queue (ft) 49 3 22 0 1 0 95th Queue (ft) 86 16 46 2 12 4 Link Distance (ft) 166 107 281 214 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 3 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 79 30 106 68 Average Queue (ft) 32 4 45 5 95th Queue (ft) 62 20 85 43 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 3 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year With Project Mid-day Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 334 289 268 147 135 399 413 215 247 246 233 195 Average Queue (ft) 241 170 155 65 64 261 260 105 165 99 121 109 95th Queue (ft) 362 254 239 121 136 393 392 209 229 193 203 181 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 7 0 0 0 Queuing Penalty (veh) 25 0 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 1 39 0 3 Queuing Penalty (veh) 4 21 0 5 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 244 Average Queue (ft) 123 95th Queue (ft) 215 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 346 341 334 294 299 258 208 200 100 Average Queue (ft) 195 92 170 228 242 90 188 161 57 95th Queue (ft) 321 237 304 316 321 179 206 236 136 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%)1016802914 Queuing Penalty (veh) 0 0 0 31 43 1 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 1 0 26 0 Queuing Penalty (veh) 7 1 77 1 Network Summary Network wide Queuing Penalty: 221 Queuing and Blocking Report Project Opening Year With Project PM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB EB EB WB WB WB NB SB Directions Served T T T TR T T TR R R Maximum Queue (ft) 40 40 126 96 181 174 72 78 87 Average Queue (ft)2276384973463 95th Queue (ft) 20 18 55 54 133 150 50 68 86 Link Distance (ft) 268 268 268 268 323 323 323 117 52 Upstream Blk Time (%) 0 0 0 0 52 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 94 29 31 12 Average Queue (ft) 50 5 7 0 95th Queue (ft) 83 23 28 6 Link Distance (ft) 91 68 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 75 50 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 205 54 60 8 28 29 Average Queue (ft) 171 22 19 0 4 4 95th Queue (ft) 191 51 48 5 20 20 Link Distance (ft) 151 114 214 77 Upstream Blk Time (%) 92 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report Project Opening Year With Project PM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 140 34 42 42 Average Queue (ft) 60 3 14 2 95th Queue (ft) 112 17 36 29 Link Distance (ft) 166 107 214 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 1 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 74 34 95 209 Average Queue (ft) 40 5 35 30 95th Queue (ft) 73 23 76 151 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 8 0 Queuing Penalty (veh) 0 3 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Project Opening Year With Project PM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 315 340 341 333 134 339 346 212 268 218 203 267 Average Queue (ft) 167 218 236 169 52 208 209 88 155 107 109 179 95th Queue (ft) 280 329 338 285 127 307 318 204 235 190 180 281 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%)1110 5 Queuing Penalty (veh)4472 15 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 35 0 3 Queuing Penalty (veh) 17 0 5 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 254 Average Queue (ft) 120 95th Queue (ft) 217 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 351 383 375 299 301 270 152 160 100 Average Queue (ft) 215 349 355 245 258 94 76 18 9 95th Queue (ft) 361 381 367 323 322 203 140 81 54 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 4 35 72 9 14 1 0 0 Queuing Penalty (veh) 0 0 0 47 74 6 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 4 35 0 0 Queuing Penalty (veh) 29 124 2 0 Network Summary Network wide Queuing Penalty: 340 Project Opening Year With Project With Recommended Improvements Queuing and Blocking Report Alt2 Talbot/VMC N Drwy AM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB WB WB WB NB SB Directions Served T TR T T TR R R Maximum Queue (ft) 64 22 350 360 383 55 75 Average Queue (ft) 2 1 274 281 238 20 56 95th Queue (ft) 24 12 445 446 493 48 73 Link Distance (ft) 268 268 323 323 323 117 52 Upstream Blk Time (%) 11 12 9 91 Queuing Penalty (veh) 65 75 53 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 47 23 84 25 23 148 Average Queue (ft) 17 1 34 1 1 24 95th Queue (ft) 43 10 68 18 10 100 Link Distance (ft) 121 50 128 135 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 0 2 Queuing Penalty (veh) 0 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 118 149 124 196 47 145 Average Queue (ft) 45 60 74 66 6 95 95th Queue (ft) 84 109 125 161 29 146 Link Distance (ft) 149 161 172 128 Upstream Blk Time (%) 0 0 2 2 Queuing Penalty (veh) 0 0 9 13 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 8 1 0 17 Queuing Penalty (veh) 23 1 0 2 Queuing and Blocking Report Alt2 Talbot/VMC N Drwy AM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 54 11 51 99 17 5 Average Queue (ft) 22 1 19 11 1 0 95th Queue (ft) 48 7 47 86 7 4 Link Distance (ft) 166 106 281 172 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 1 2 Queuing Penalty (veh) 2 1 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB NB SB Directions Served LTR LTR L T TR Maximum Queue (ft) 66 34 79 11 49 Average Queue (ft) 24 2 25 1 3 95th Queue (ft) 48 14 59 9 37 Link Distance (ft) 56 87 255 281 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Alt2 Talbot/VMC N Drwy AM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 328 198 190 59 134 1206 1199 225 612 476 145 132 Average Queue (ft) 199 115 106 24 27 1079 1074 172 325 226 70 59 95th Queue (ft) 307 179 168 53 99 1427 1430 282 661 571 131 111 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 68 75 9 6 Queuing Penalty (veh) 1 0 0 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 83 5 32 Queuing Penalty (veh) 19 12 71 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 228 Average Queue (ft) 108 95th Queue (ft) 197 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 348 303 330 306 313 263 203 184 100 Average Queue (ft) 210 94 164 276 281 90 161 84 16 95th Queue (ft) 348 259 280 296 302 196 214 171 75 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 9 5 1 58 62 2 6 1 Queuing Penalty (veh) 0 0 0 276 296 8 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 9 5 5 0 Queuing Penalty (veh) 33 16 14 0 Network Summary Network wide Queuing Penalty: 996 Queuing and Blocking Report Alt2 Talbot/VMC N Drwy Mid-day Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB EB WB WB WB NB SB Directions Served T T TR T T TR R R Maximum Queue (ft) 145 101 20 189 205 72 82 75 Average Queue (ft) 30 9 1 33 38 6 28 46 95th Queue (ft) 123 78 9 138 145 77 61 75 Link Distance (ft) 268 268 268 323 323 323 117 52 Upstream Blk Time (%) 0 000022 Queuing Penalty (veh) 0 01100 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 78 29 52 12 72 Average Queue (ft) 36 6 11 0 5 95th Queue (ft) 63 24 39 6 37 Link Distance (ft) 98 20 147 Upstream Blk Time (%) 1 1 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 220 62 123 178 12 139 Average Queue (ft) 115 18 75 63 1 81 95th Queue (ft) 202 48 129 132 10 138 Link Distance (ft) 206 165 161 130 Upstream Blk Time (%) 2 1 1 Queuing Penalty (veh) 0 3 4 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 5 0 16 Queuing Penalty (veh) 13 1 1 Queuing and Blocking Report Alt2 Talbot/VMC N Drwy Mid-day Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 119 34 61 78 29 10 Average Queue (ft) 51 3 22 3 2 0 95th Queue (ft) 92 18 49 41 14 6 Link Distance (ft) 166 106 281 161 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 3 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 78 30 102 105 Average Queue (ft) 36 3 44 7 95th Queue (ft) 68 17 84 58 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 4 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Alt2 Talbot/VMC N Drwy Mid-day Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 345 309 285 147 135 415 412 215 261 208 246 208 Average Queue (ft) 257 170 148 51 62 261 261 105 160 109 128 115 95th Queue (ft) 381 272 247 110 139 376 374 221 249 194 221 183 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 9 0 0 1 0 Queuing Penalty (veh) 31 0 0 2 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 1 41 0 4 Queuing Penalty (veh) 5 23 0 6 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 238 Average Queue (ft) 121 95th Queue (ft) 206 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 321 329 354 289 306 239 215 217 100 Average Queue (ft) 192 86 180 228 241 94 188 176 67 95th Queue (ft) 311 230 318 322 321 180 208 231 142 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%)1016803515 Queuing Penalty (veh) 0 0 0 33 45 2 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 1 0 29 0 Queuing Penalty (veh) 4 1 88 1 Network Summary Network wide Queuing Penalty: 268 Queuing and Blocking Report Alt2 Talbot/VMC N Drwy PM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB EB EB WB WB WB NB SB Directions Served T T T TR T T TR R R Maximum Queue (ft) 10 56 151 78 208 219 96 89 81 Average Queue (ft)0295627263359 95th Queue (ft) 5 22 69 55 178 189 47 68 83 Link Distance (ft) 268 268 268 268 323 323 323 117 52 Upstream Blk Time (%) 0 0 0 55 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB SB SB Directions Served LTR LTR L L TR Maximum Queue (ft) 112 30 43 18 131 Average Queue (ft) 60 6 9 1 21 95th Queue (ft) 99 25 33 9 86 Link Distance (ft) 90 68 151 Upstream Blk Time (%) 4 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 2 Queuing Penalty (veh) 0 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 190 57 120 173 74 144 Average Queue (ft) 128 18 46 82 11 107 95th Queue (ft) 196 47 94 147 45 158 Link Distance (ft) 172 166 163 126 Upstream Blk Time (%) 3 0 5 Queuing Penalty (veh) 0 2 23 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 1 3 26 Queuing Penalty (veh) 5 2 3 Queuing and Blocking Report Alt2 Talbot/VMC N Drwy PM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB NB SB Directions Served LTR LTR L TR TR Maximum Queue (ft) 154 30 49 34 30 Average Queue (ft) 60 3 17 2 1 95th Queue (ft) 116 18 41 17 15 Link Distance (ft) 166 106 281 163 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 Storage Blk Time (%) 0 0 0 Queuing Penalty (veh) 1 0 0 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 71 34 96 214 Average Queue (ft) 41 5 35 18 95th Queue (ft) 72 22 72 105 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 13 0 Queuing Penalty (veh) 0 2 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Alt2 Talbot/VMC N Drwy PM Peak Hour 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 287 348 334 302 134 323 336 215 276 231 225 268 Average Queue (ft) 159 224 241 138 54 215 211 87 149 102 126 181 95th Queue (ft) 252 343 346 250 131 308 310 199 234 189 200 271 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%)0110 02 Queuing Penalty (veh)0660 07 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 1 36 0 3 Queuing Penalty (veh) 3 17 0 4 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 241 Average Queue (ft) 120 95th Queue (ft) 208 Link Distance (ft) 255 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 352 378 379 295 308 244 143 159 97 Average Queue (ft) 248 347 356 253 264 83 77 19 11 95th Queue (ft) 405 389 369 323 324 169 132 85 60 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 5 36 72 13 19 1 0 0 Queuing Penalty (veh) 0 0 0 68 100 3 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 5 36 0 0 Queuing Penalty (veh) 41 126 0 0 Network Summary Network wide Queuing Penalty: 422 AM Queue With Raised Median on Talbot Road S Between HR Lot-Garage Access Driveway and VMC North Access-177th Street Queuing and Blocking Report Alt2 Talbot/VMC N Drwy AM Peak Hour w RM 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 1 Intersection: 1: Davis Ave & S 43rd St Movement EB EB EB EB WB WB WB NB SB Directions Served T T T TR T T TR R R Maximum Queue (ft) 29 6 8 26 345 372 387 57 69 Average Queue (ft)10012752832331947 95th Queue (ft) 18 4 6 12 444 448 490 46 69 Link Distance (ft) 268 268 268 268 323 323 323 117 52 Upstream Blk Time (%) 11 12 10 86 Queuing Penalty (veh) 65 75 59 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 2: Talbot Road & HR Lot-Garage Access Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 56 17 76 76 24 140 Average Queue (ft) 19 1 35 4 1 23 95th Queue (ft) 45 7 70 42 12 86 Link Distance (ft) 121 50 136 135 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 75 50 Storage Blk Time (%)1001 Queuing Penalty (veh)3000 Intersection: 3: Talbot Road & VMC Access Rd/177th St Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 119 146 109 189 51 144 Average Queue (ft) 46 61 76 74 6 102 95th Queue (ft) 88 110 121 170 30 160 Link Distance (ft) 149 161 164 136 Upstream Blk Time (%) 0 0 3 2 Queuing Penalty (veh) 0 0 11 12 Storage Bay Dist (ft) 100 50 Storage Blk Time (%) 9 1 0 16 Queuing Penalty (veh) 24 2 1 2 Queuing and Blocking Report Alt2 Talbot/VMC N Drwy AM Peak Hour w RM 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 2 Intersection: 4: Talbot Road & VMC Central Drwy/Drwy Movement EB WB NB NB SB SB Directions Served LTR LTR L TR L TR Maximum Queue (ft) 57 6 53 156 11 9 Average Queue (ft) 22 0 16 9 1 0 95th Queue (ft) 51 6 42 69 7 5 Link Distance (ft) 166 106 281 164 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 50 50 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 1 1 Intersection: 5: Talbot Road & VMC South Drwy/Drwy Movement EB WB NB SB Directions Served LTR LTR L TR Maximum Queue (ft) 58 29 82 52 Average Queue (ft) 26 3 27 3 95th Queue (ft) 51 16 61 28 Link Distance (ft) 56 87 281 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 170 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Alt2 Talbot/VMC N Drwy AM Peak Hour w RM 02/14/2017 Valley Medical Center MOB TIA SimTraffic Report Page 3 Intersection: 6: Talbot Road & S 43rd St Movement EB EB EB EB WB WB WB NB NB NB SB SB Directions Served L T T R L T TR L L TR L T Maximum Queue (ft) 322 206 186 70 134 1202 1202 225 670 556 157 170 Average Queue (ft) 182 118 103 24 37 1081 1078 174 358 239 70 63 95th Queue (ft) 287 187 168 61 125 1401 1404 288 729 621 132 125 Link Distance (ft) 323 323 323 323 1148 1148 750 750 255 255 Upstream Blk Time (%) 0 66 74 12 6 0 Queuing Penalty (veh) 1 0 0 0 0 0 Storage Bay Dist (ft) 110 200 Storage Blk Time (%) 0 83 6 39 Queuing Penalty (veh) 0 19 14 88 Intersection: 6: Talbot Road & S 43rd St Movement SB Directions Served R Maximum Queue (ft) 224 Average Queue (ft) 109 95th Queue (ft) 199 Link Distance (ft) 255 Upstream Blk Time (%) 1 Queuing Penalty (veh) 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 18: 167 NB Off/167 NB On & S 43rd St Movement EB EB EB WB WB WB NB NB NB Directions Served L TTTTRLLR Maximum Queue (ft) 363 312 287 295 314 279 210 184 100 Average Queue (ft) 233 133 159 275 280 103 165 94 16 95th Queue (ft) 391 347 284 300 302 236 215 175 74 Link Distance (ft) 337 337 268 268 268 175 175 Upstream Blk Time (%) 17 11 1 58 62 3 7 1 Queuing Penalty (veh) 0 0 0 276 299 14 0 0 Storage Bay Dist (ft) 450 75 Storage Blk Time (%) 17 11 6 0 Queuing Penalty (veh) 67 39 19 0 Network Summary Network wide Queuing Penalty: 1096 VALLEY MEDICAL CENTER MOB TRAFFIC IMPACT ANALYSIS FEBRUARY 2017 39-1037.00 46