Loading...
HomeMy WebLinkAboutAppendix P-Transportation Impact StudyAPPENDIX P Transportation Impact Study Avila Ranch Development Project Final EIR This Page Intentionally Left Blank. Avila Ranch  Draft Transportation Impact Study Central Coast Transportation Consulting 895 Napa Avenue, Suite A-6 Morro Bay, CA 93442 (805) 316-0101 February 2016 Prepared For: City of San Luis Obispo Central Coast Transportation Consulting February 2016 1Avila Ranch Draft Transportation Impact Study Executive Summary   This study evaluates the potential transportation impacts of the Avila Ranch project located in the City of San Luis Obispo. The Project consists of 720 residential units and 15,000 square feet of neighborhood commercial space. The Project would generate 6,776 new daily trips, 414 new AM peak hour trips, and 616 new PM peak hour trips added to adjacent streets. Fourteen intersections and six roadway segments were analyzed during the weekday morning (7-9 AM) and evening (4-6 PM) time periods, as shown on Figure 1. The study locations were evaluated under six scenarios: Existing Conditions, Existing Plus Project, Near Term, Near Term Plus Project, Cumulative and Cumulative Plus Project. Project impacts are identified based on thresholds in the City of San Luis Obispo General Plan as well as Caltrans and the County of San Luis Obispo where appropriate. Impacts and mitigation measures are summarized below. Existing Plus Project # Location Mode Impact Mitigation Measure Phase 1 LOVR & 101 SB Auto Addition of project traffic exacerbates existing WB left turn queue exceeding capacity Reconstruction of LOVR Interchange currently underway and mitigates this impact. This measure is programmed in the LOVR subarea fee and Citywide TIF. 1 2 South St. & Higuera Auto Addition of project traffic exacerbates NB right turn queue exceeding capacity Extend NB right turn lane. Mitigation is not currently programmed. 1 4 Prado & Higuera Auto Addition of project traffic exacerbates existing NB left turn queue exceeding capacity. Add a second NB left turn lane & widen Prado Rd. creek bridge west of Higuera. This measure is programmed in the MASP & AASP fee programs. 1 5 Tank Farm & Higuera Auto Addition of project traffic exacerbates existing SB left turn queue exceeding capacity. Add a second SB left turn lane. Mitigation is not currently programmed. 1 6 Tank Farm & Higuera Auto Addition of project traffic exacerbates existing WB left turn queue exceeding capacity. Add a second SB left turn lane. Mitigation is not currently programmed. 1 7 LOVR & Higuera Auto Addition of project traffic exacerbates existing EB left turn queue exceeding capacity. Retime traffic signal once interchange reconstruction complete. Add direction signing to encourage project traffic to access the Ontario ramps to the south. 1 8 LOVR & Higuera Auto Addition of project traffic exacerbates existing SB right turn queue exceeding capacity. Retime traffic signal once interchange reconstruction complete. Add directional signing to encourage project traffic to access the Ontario ramps to the south. 1 Central Coast Transportation Consulting February 2016 2Avila Ranch Draft Transportation Impact Study Existing Plus Project 9 Buckley & Hwy 227 Auto Addition of project traffic exacerbates existing NB left turn queue exceeding capacity. Add a second NB & SB thru lane. Project shall pay its fair share to be determined by County & State 1 10 Buckley & Hwy 227 Auto Addition of project traffic exacerbates NB thru volume exceeding capacity. Add a second NB & SB thru lane. Project shall pay its fair share to be determined by County and State 1 11 Buckley & Hwy 227 Auto Addition of project traffic exacerbates SB thru volume exceeding capacity. Add a second NB & SB thru lane. Project shall pay its fair share to be determined by County and State 1 12 Higuera & Suburban Auto Westbound right turn queues exceed storage length with Project traffic. Revise project proposal to extend shared westbound left/right turn lane to 250 feet by restriping roadway. 1 13 LOVR (450' N of Los Verdes Dr. to Higuera) Auto Volumes currently exceed capacity and the segment operates at LOS F during the PM peak hour. The addition of project traffic exacerbates this deficient condition. The LOVR Interchange project does not include widening of NB LOVR from Higuera to 450’ north of Los Verdes Drive, widening of this remaining section will address the impact. 1 14 Tank Farm & Horizon Ped Pedestrian level of service is below minimum GP thresholds. Project traffic does not affect this. North side of Tank Farm is fenced farmland with insignificant pedestrian demand. Roundabout control would provide adequate pedestrian crossing when destinations are present on north side of road. 1 15 Vachell & Higuera Ped Pedestrian level of service is below minimum GP thresholds due to lack of pedestrian connectivity. Restrict pedestrian crossings across Higuera Street and direct pedestrians to cross at LOVR or Suburban. Complete continuous sidewalk connection on Higuera between Vachell and LOVR. 1 16 LOVR & 101 SB Bike Bicycle level of service is below minimum GP thresholds. Addition of project traffic exacerbates this deficiency Reconstruction of LOVR Interchange currently underway. This measure is programmed in the LOVR subarea fee and Citywide TIF. 1 17 Higuera (Buckley to LOVR) Ped Pedestrian level of service is below minimum GP thresholds due to lack of continuous sidewalk accessing project. Install sidewalk and ADA ramps on the east side of Higuera to provide a continuous path of travel from Buckley to LOVR. 1 18 LOVR (101 NB Ramps to 450' N of Los Verdes Dr.) Ped Pedestrian level of service is below minimum GP thresholds. Low level of service is due to high vehicle volumes. Addition of project traffic is not expected to result in a noticeable degradation or contextual impact. Install Class I path parallel to Higuera from Higuera & Buckley to LOVR (Bob Jones Octagon Barn Connection). This measure is not currently programed. 1 19 LOVR ( 450' N of Los Verdes Dr. to Higuera) Ped Pedestrian level of service is below minimum GP thresholds. Addition of project traffic is not expected to result in a noticeable degradation or contextual impact. Reconstruction of LOVR Interchange currently underway. This measure is programmed in the LOVR subarea fee and Citywide TIF 1 Central Coast Transportation Consulting February 2016 3Avila Ranch Draft Transportation Impact Study Existing Plus Project 20 Buckley Rd. (Higuera to Project Entrance) Ped Pedestrian level of service is below minimum GP thresholds. Project proposes to construct parallel Class I facility prior to Phase 2 which would mitigate this impact. 2 21 Internal intersections & driveways. Auto Potentially significant safety impact at Earthwood and Venture due to closely spaced intersections. Potentially significant safety impact at high Desnsity residential on Earthwood and commercial on Horizon due to unknown access point locations. Intersections and driveways accessing arterial and collector streets shall follow the FHWA Access Management Manual in regards to spacing, shared driveways, and access restrictions to address potential safety impacts. 1-6 22 Venture Drive Auto Forecasted volumes exceed General Plan threshold for current street designation. Geometry conducive to speeding. Amend general plan reclassifying Venture Drive to a residential collector. Implement residential trip reduction plan and traffic calming measures. 1 23 Earthwood Lane Auto Forecasted volumes exceed General Plan threshold for current street designation. Geometry conducive of speeding. Amend General Plan reclassifying Earthwood Lane to a residential collector. Implement residential trip reduction plan and traffic calming measures. 1 24 Horizon Lane Auto Forecasted volumes exceed General Plan threshold for current street designation. Geometry conducive of speeding. Amend General Plan reclassifying Horizon Ln. to a residential arterial from Buckley to Project boundary and to a Commercial Collector from the Project Boundary to Tank Farm. Implement residential trip reduction plan and traffic calming measures. 1 25 Vachell Lane Auto Forecasted volumes exceed General Plan threshold for current street designation. Amend General Plan reclassifying Vachell Ln. to a commercial collector 1 26 Vachell Lane Bike Discontinuous Class II bicycle network providing access to Project area. Install Class II bike lanes on Vachell between Higuera and Buckley 1 27 Suburban Rd. Ped Lack of pedestrian connectivity to Project area. Forecasted volumes exceed General Plan threshold for current street designation. Install sidewalks and ADA ramps to complete a continuous pedestrian connection from Higuera to Earthwood Ln. Amend General Plan to designate Suburban Road as a commercial collector. 1 28 Buckley Rd. Bike The project proposes bike lane geometry that is inconsistent with the City's bicycle transportation plan. Class II bike lanes along Buckley shall be at least 8' wide 1 29 Buckley Rd. Bike The project description has conflicting proposals for Bike facilities along Buckley Rd. The project shall install bicycle facilities consistent with the Bicycle Transportation Plan. 1 Central Coast Transportation Consulting February 2016 4Avila Ranch Draft Transportation Impact Study Existing Plus Project 30 All Phasing Auto Bike Ped Sequencing is not specified in the project description. Developing phases in an order not consistent the phase numbering will invalidate this analysis and the recommended impacts. Sequencing of the development phases shall be done in the order of the phase numbering. 1-6 31 Phases 1&2 Auto Bike Constructing Buckley Extension as part of Phase 2 will cause the volume on Venture and Earthwood to exceed General Plan thresholds, route heavy commercial traffic thru the neighborhood, and not provide a bicycle route connection to the Project during Phase 1. Public Vehicle Access to Phase 1 shall only be provided via Earthwood Ln & Suburban Rd. Access points at Vachell shall be restricted to emergency vehicle and bicycle & pedestrian traffic. Class II bike lanes shall be installed on Vachell from Buckley to S. Higuera. Left turn restrictions at Higuera & Vachell, extension of Buckley Rd., and full access from Project to Vachell Lane shall be provided prior to Phase 2. 1 & 2 32 Phases 4 Auto Phase 4 will generate volumes that cause Earthwood Ln. to exceed General Plan thresholds. Complete the Horizon lane connection to the north to provide a second route to Suburban lane prior to Phase 4. 4 Bike Ped Connecting Horizon/Jesperson to Buckley without frontage improvements on Buckley will create discontinuous bicycle and pedestrian access to the project from Buckley Rd. Complete Buckley Rd. frontage improvements as part of Phase 4. 4 In addition to the Existing Plus Project impacts and mitigation, the following impacts are noted for Near Term Plus Project. Near Term Plus Project Location Mode Impact Mitigation Measure Phase 33 LOVR & Higuera Auto Project traffic exacerbates near term SB right turn queues exceeding capacity Install second SB right turn lane. This measure is not currently programmed. Post 4 34 Tank Farm & Horizon Auto The northbound approach would operate at LOS F both with and without the project. Install a northbound right turn lane. Post 4 35 Tank Farm & Higuera Bike Addition of project traffic exacerbates WB approach exceeding General Plan bicycle level of service threshold. Project proposal to install parallel Class I paths from Buckley to Tank Farm mitigate this impact. Post 4 36 LOVR & Higuera Bike Project traffic degrades the bicycle level of service to below City General Plan thresholds Install Class I path parallel to Higuera from Higuera & Buckley to LOVR (Bob Jones Octagon Barn Connection). This measure is not currently programmed. Post 4 Central Coast Transportation Consulting February 2016 5Avila Ranch Draft Transportation Impact Study Near Term Plus Project 37 Buckley Rd. & Higuera Bike Project traffic exacerbates near term bicycle level of service being below General Plan thresholds. Intersection is under County jurisdiction which has no Bicycle Level of Service Threshold. Installation of a parallel Class I path from LOVR to Higuera and Higuera to Broad as called for in the Bicycle Plan would mitigate this impact. Post 4 38 Higuera (LOVR to Suburban) Ped Project traffic exacerbates near term pedestrian level of service being below General Plan thresholds. Install Class I path parallel to Higuera from Higuera & Buckley to LOVR (Bob Jones Octagon Barn Connection). This measure is not currently programmed. Post 4 39 LOVR (Higuera to 450' N Los Verdes) Ped Project traffic exacerbates near term pedestrian level of service being below General Plan thresholds. Install Class I path parallel to Higuera from Higuera & Buckley to LOVR (Bob Jones Octagon Barn Connection). This measure is not currently programmed. Post 4 In addition to the Existing and Near Term Plus Project impacts and mitigation, the following impacts are noted for Cumulative Plus Project. Cumulative Plus Project Location Mode Impact Mitigation Measure Phase 40 Prado & Higuera Auto Addition of project traffic exacerbates queues exceeding capacity for north, south, and west left turn movements. Install two left turn pockets, two thru lanes, and a right turn pocket on all approaches. This measure is not currently programmed. Post 4 41 Tank Farm & Higuera Auto Addition of project traffic exacerbates SB left turn queues exceeding capacity. Install second SB left and second NB right turn lane with overlap phasing. This measure is not currently programmed. Post 4 42 Tank Farm & Higuera Auto Addition of project traffic exacerbates WB left turn queues exceeding capacity Install a second SB left turn lane and second NB right turn lane with overlap phasing. This measure is not currently programmed. Post 4 43 Buckley & Vachell Auto The southbound approach would operate at LOS F during the PM peak hour with the Project in place and would meet the peak hour signal warrant. Installation of a traffic signal or a single lane roundabout would provide acceptable operations. Post 4 44 Prado & Higuera Bike Addition of project traffic exacerbates bicycle level of service exceeding General Plan threshold. Installation of a parallel Class I path along Prado Rd. will mitigate this impact. Post 4 45 LOVR & Higuera Bike Addition of project traffic exacerbates bicycle level of service exceeding General Plan threshold. Presence of the existing parallel Class I paths between LOVR & Prado (Bob Jones) in addition to the installation of a new parallel Class I path bewteen LOVR & Post 4 Central Coast Transportation Consulting February 2016 6Avila Ranch Draft Transportation Impact Study Cumulative Plus Project Higuera (Bob Jones Octagon Barn Connection) would mitigate this impact. This measure is not currently programmed. Details supporting these recommendations are provided in the body of this report. Central Coast Transportation Consulting February 2016 7Avila Ranch Draft Transportation Impact Study Contents  Executive Summary .................................................................. 1  Contents ...................................................................................... 7  Introduction ............................................................................... 8  Analysis Methods....................................................................... 7  Existing Conditions ................................................................... 9  Existing Plus Project Conditions .......................................... 21  Near Term Conditions ........................................................... 46  Cumulative Conditions ........................................................... 57  Vehicle Miles Traveled ........................................................... 67  References ................................................................................. 69  Figure 1: Project and Study Locations .............................................................................................................. 5  Figure 2: Project Site Plan ................................................................................................................................... 6  Figure 3: Existing Peak Hour Volumes and Lane Configurations .............................................................20  Figure 4: Project Trip Distribution ..................................................................................................................25  Figure 5: Project Trip Assignment ...................................................................................................................26  Figure 6: Existing Plus Project VolumesTable 12 shows the 95th percentile queues for key movements at the study intersections. Detailed queuing information is provided in Appendix B. ...........................27  Figure 7: Near Term Projects ...........................................................................................................................49  Figure 8: Near Term Volumes .........................................................................................................................50  Figure 9: Near Term Plus Project ....................................................................................................................51  Figure 10: Cumulative Plus Project Volumes ................................................................................................61  Appendix A: Traffic Counts Appendix B: Intersection LOS Calculation Sheets Appendix C: Segment LOS Calculation Sheets Appendix D: LOS Scenario Summary Tables Appendix E: Signal Warrant Sheets Appendix F: VMT Calculation Sheets Appendix G: Planning Area Daily Volume Estimates Central Coast Transportation Consulting February 2016 8Avila Ranch Draft Transportation Impact Study Introduction   This study evaluates the potential transportation impacts of the Avila Ranch project located in the City of San Luis Obispo. The Project includes 720 residential units (105 low density, 305 medium density, and 310 high density), and 15,000 square feet of neighborhood commercial space. No business park uses are included in this scenario, which is consistent with the development plan. The project’s location and study intersections are shown on Figure 1, while Figure 2 the project’s site plan. Study intersections were identified in consultation with City staff using the City’s Travel Demand Model (TDM), which tracks trips from the project through the roadway network. The following intersections were analyzed during the weekday morning (7-9 AM) and evening (4-6 PM) time periods: 1. Los Osos Valley Road/US 101 SB Ramps (Caltrans) 2. Los Osos Valley Road/US 101 NB Ramps (Caltrans) 3. South Street/S Higuera Street (City of SLO) 4. Madonna Road/S Higuera Street (City of SLO) 5. Prado Road/S Higuera Street (City of SLO) 6. Tank Farm Road/S Higuera Street (City of SLO) 7. Tank Farm Road/Horizon Lane (City of SLO) 8. Suburban Road/S Higuera Street (City of SLO) 9. Vachell Lane/S Higuera Street (City of SLO) 10. Los Osos Valley Road/S Higuera Street (City of SLO) 11. Buckley Road/S Higuera Street (Future Intersections, SLO County) 12. Buckley Road/Vachell Lane (City of SLO) 13. Buckley Road/Project Entrance (Future Intersection, SLO County) 14. Buckley Road/Highway 227 (SLO County) Vehicular, pedestrian, and bicycle levels of service are reported for each study intersection consistent with the City’s Multimodal Transportation Impact Guidelines. The study segments were identified in consultation with City staff consistent with City policies. Six roadway segments were analyzed for vehicular, bicycle and pedestrian level of service: 1. S Higuera Street - Buckley Road to Los Osos Valley Road 2. S Higuera Street - Los Osos Valley Road to Suburban Road 3. S Higuera Street - Suburban Road to Tank Farm Road 4. Los Osos Valley Road - S Higuera Street to 450 feet north of Los Verdes Drive 5. Los Osos Valley Road -450 feet north of Los Verdes Drive to US 101 NB Ramps 6. Buckley Road - S Higuera Street to Project Entrance The study locations were evaluated under these scenarios: 1. Existing Conditions reflects 2014/2015 traffic counts and the existing transportation network. 2. Existing Plus Project adds Project generated traffic to Existing Conditions volumes. 3. Near Term Conditions reflects 2014 traffic counts and the existing transportation network plus roadway improvements and approved and pending projects in the study area. 4. Near Term Plus Project adds Project generated traffic to Near Term Conditions volumes. 5. Cumulative Conditions represents future traffic conditions reflective of the buildout of land uses in the area, not including the proposed Project. Central Coast Transportation Consulting February 2016 4Avila Ranch Draft Transportation Impact Study 6. Cumulative Plus Project represents future traffic conditions reflective of the buildout of land uses in the area, including the proposed Project. Each scenario is described in more detail in the appropriate chapter. Figure 1: Project and Study Locations Legend: x - Study Intersection- Project Site - Future Road 1 2 7 3 5 4 6 8 910 14 11 12 13 Figure 2: Project Site Plan Central Coast Transportation Consulting February 2016 7Avila Ranch Draft Transportation Impact Study Analysis Methods  The analysis approach was developed based on the City of San Luis Obispo, County of San Luis Obispo, and Caltrans standards and policies. City of San Luis Obispo Facilities Facilities operated by the City of San Luis Obispo were evaluated using thresholds identified in the 2014 Circulation Element. Table 2 of the Circulation Element specifies that level of service (LOS) D or better operations shall be maintained for vehicular, bicycle, and transit modes in the study area. The minimum LOS standard is LOS C for pedestrians. The Circulation Element establishes priorities of each mode as presented in Table 1. Project impacts are considered significant if the project degrades a higher priority mode. Detailed thresholds of significance are provided below. Caltrans Facilities Caltrans operates US Highway 101 and the US 101 ramp junctions with local roads. Caltrans strives to maintain operations at the LOS C/D threshold on state-operated facilities, where LOS C is acceptable but LOS D is not. If an existing State Highway facility is operating at LOS D, E, or F the existing service level should be maintained. Intersection Analysis The level of service thresholds for intersections and the pedestrian, bicycle, and transit modes based on the 2010 Highway Capacity Manual (HCM) are presented in Table 2. The study intersections were analyzed with the Synchro 9 software package applying the 2010 HCM methods. Where 2010 HCM methods do not allow analysis of a specific lane or signal phasing configuration, the 2000 HCM methods were applied. Priority Residential Corridors & Nei g hborhoods Commercial Corridors & Areas Regional Arterial and Hi g hway Corridors 1 Pedestrians Vehicles Vehicles 2 Bicycles Bicycles Transit 3 Vehicle Transit Bicycles 4 Transit Pedestrians Pedestrians Table 1: Modal Priorities for Level of Service1 1. Source: Table 3 City of San Luis Obispo TIS Guidelines Control Delay (seconds/vehicle) Level of Service Control Delay (seconds/vehicle) Level of Service Control Delay (seconds/pedestrian) Level of Service LOS Score Level of Service ≤ 10 A ≤ 10 A ≤ 5A≤ 2.00 A > 10 - 20 B > 10 - 15 B > 5 - 10 B > 2.00-2.75 B > 20 - 35 C > 15 - 25 C > 10 - 20 C > 2.75-3.50 C > 35 - 55 D > 25 - 35 D > 20 - 30 D > 3.50-4.25 D > 55 - 80 E > 35 - 50 E > 30 - 45 E > 4.25-5.00 E > 80 F > 50 F > 45 F > 5.00 F Pedestrian, Bicycle, and Transit Modes4 Table 2: Intersection Level of Service Thresholds 1. Source: Exhibit 18-4 of the 2010 Highway Capacity Manual. 2. Source: Exhibits 19-1 and 20-2 of the 2010 Highway Capacity Manual. 4. Source: Exhibit 16-5 and 16-6 of the 2010 Highway Capacity Manual, assuming 60 ft2/p for pedestrian mode. Signalized Intersections1 Stop Sign Controlled Intersections2 3. Source: Exhibits 19-2 of the 2010 Highway Capacity Manual. Two-Way Stop Sign Controlled3 Central Coast Transportation Consulting February 2016 8Avila Ranch Draft Transportation Impact Study The study roadway segments were evaluated for pedestrians and bicycles using the LOS+ software which applies the 2010 HCM methods. Thresholds of Significance Caltrans Facilities: Operations degrade from LOS C or better to LOS D, E, or F; or the addition of project traffic increases delay at an intersection or segment operating at LOS D, E, or F. City of San Luis Obispo Facilities: Signalized intersections:  Project traffic causes an intersection operating at LOS A, B, C, or D to degrade to LOS E or F for bicycles or autos or causes an intersection operating at LOS A, B, or C to degrade to LOS D, E, or F for pedestrians; or  Project traffic increases auto volume-to-capacity ratio by 0.01 or more at an intersection currently operating at LOS E or F; or  Project traffic degrades bicycle or pedestrian LOS at an intersection currently operating at an unacceptable level (LOS E or F for bicycles, LOS D, E, or F for pedestrians) or  Project causes or exacerbates 95th percentile turning movement queues exceeding available turn pocket capacity. Unsignalized intersections:  Project traffic causes an intersection operating at LOS A, B, C, or D to degrade to unacceptable traffic conditions of LOS E or F; and V/C ratio is increased by .01 or more and signal warrants are met; or  Project causes or exacerbates 95th percentile turning movement queues exceeding available turn pocket capacity. Segments:  Project traffic causes a segment operating at LOS A, B, C, or D to degrade to LOS E or F for bicycles or causes an intersection operating at LOS A, B, or C to degrade to LOS D, E, or F for pedestrians. Pedestrian & Bicycle Facilities:  The 2010 Highway Capacity Manual’s Bicycle and Pedestrian level of service is a measure of comfort based on many different factors. The model used to calculate the LOS score can, under certain conditions, be very sensitive to minor changes that would otherwise not be noticed by pedestrians or cyclists. Professional engineering judgement is used to determine the significance threshold of a bicycle and pedestrian level of service impact based on the context and perceptibility of that impact. County Facilities: The County’s Traffic Impact Study policies provide guidelines for identifying transportation impacts, with different standards for urban and rural areas. The project is located within the San Luis Obispo Urban Reserve Line, where LOS D is acceptable but LOS E or F is not. Central Coast Transportation Consulting February 2016 9Avila Ranch Draft Transportation Impact Study Existing Conditions  This section describes the existing transportation system and current operating conditions in the study area. EXISTING ROADWAY NETWORK Highway 101 is a north-south facility connecting Washington to Southern California. It is a four-lane highway in the study area. In the study area Highway 101 is relatively level, and connects to the local roadway network via full access interchanges at Los Osos Valley Road and Madonna Road and a partial interchange with northbound on/off ramps at Prado Road. Highway 227 is a north-south facility connecting San Luis Obispo to Arroyo Grande. It is a two-lane highway where it connects to Buckley Road as Broad Street. Where it connects to S Higuera Street as South Street, Highway 227 is a two-lane facility with a two-way left-turn lane classified as an arterial. Highway 227 serves residential, commercial, and agricultural areas as well as the San Luis Obispo Regional Airport. Highway 227 has varying grades and at-grade intersections. Los Osos Valley Road is an arterial with four lanes toward the southeast and two lanes toward the northwest towards the coastal areas of Los Osos and Morro Bay. Los Osos Valley Road connects S Higuera Street to Highway 101 and various commercial and residential areas. Current expansion on the overpass will expand the facility to four lanes, these interchange improvements are not assumed in the existing or existing + project level of service calculations. The posted speed limit near the study area is 35 mph. S Higuera Street is a north-south, four-lane arterial with a speed limit of 45 mph. S Higuera Street serves major retail, commercial, and residential areas. Madonna Road is an east-west, four-lane arterial near the project area. The posted speed limit is 35 mph. Madonna Road connects S Higuera Street to Highway 101 and Los Osos Valley Road and serves mostly residential and retail land uses. ,. Prado Road is an east-west, two-lane regional route with a posted speed limit of 40 mph. Prado Road currently connects Highway 101 northbound to S Higuera Street and residential and commercial areas. Tank Farm Road is an east-west arterial roadway with a posted speed limit of 45 mph and a four-lane cross-section near S Higuera Street narrowing to two lanes near Long Street. Tank Farm Road connects S Higuera Street to Highway 227 and serves various commercial, retail, and residential areas. Buckley Road is an east-west, two-lane arterial with a posted speed limit of 40 mph. Suburban Road, Horizon Lane, and Vachell Lane are two-lane local streets serving residential and commercial areas. Running east-west, Suburban Road connects S Higuera Street to Horizon Lane. Running north-south, Vachell Lane connects S Higuera Street to Buckley Road and has a posted speed limit of 40 mph. EXISTING PEDESTRIAN AND BICYCLE FACILITIES Pedestrian facilities include sidewalks, crosswalks, multi-use paths, and pedestrian signals at signalized intersections. With the exception of Buckley Road, S. Higuera (Vachell to LOVR), and S. Higuera south of 450’ south of LOVR all study streets have paved sidewalks on all or part of the segments within the study area. All signalized study intersections have pedestrian signals and/or crosswalk facilities with the exception of the Los Osos Valley Road/US 101 NB ramp. Existing Conditions Central Coast Transportation Consulting February 2016 10Avila Ranch Draft Transportation Impact Study Bicycle facilities in the study area consist of separated bicycle facilities (Class I paths), on-street striped bike lanes (Class II), and on-street shared bike lanes (Class III). The Bob Jones Trail, a Class I facility, runs from the Prado Road/S Higuera Street intersection toward the Highway 101 interchange of Los Osos Valley Road. Class II bike lanes are provided along all or part of Los Osos Valley Road, S Higuera Street, Madonna Road, Tank Farm Road, and Highway 227 as both South Street and Broad Street. Class III facilities are provided along Margarita Avenue. EXISTING TRANSIT SERVICE The San Luis Obispo Regional Transit Authority (RTA) and the City of San Luis Obispo Transit Division (SLO Transit) provide fixed route transit service to the study area. RTA route 10 and SLO Transit Routes 2, 4, and 5 provide service in the study area. RTA Route 10 serves S Higuera within the study area, providing service from San Luis Obispo to Santa Maria. Along S Higuera, Route 10 stops at South Street, Margarita Avenue, and Suburban Road. Weekday service has one hour headways, Saturday service has near 3 hour headways, and Sunday service has near 4 hour headways. SLO Transit Route 2 provides service from downtown San Luis Obispo to Suburban Road, with stops along S Higuera Street at Suburban Road, Tank Farm Road, Silver City, Hind Lane, Granada Drive, Prado Road, Margarita Avenue, Chumash Trailer, Elks Lane, Bridge Street, and South Street, and at the Prado Day Center on Prado Road. The Prado Day Center stop is not served in the evenings, and the Higuera at Margarita southbound stop is only served in the evenings. Route 2 provides service with 40 minute-headways, as well as hour headways in the weekday evenings from Labor Day to mid-June. SLO Transit Route 4 runs west from South Street to Madonna Road within the study area. Nearest stops include Madonna Road at Madonna Plaza and South Street at Parker Street. Route 4 runs on 30 minute headways on weekdays, alternating between 4A and 4B, and hour headways on weekends. Route 4A does not serve Descanso stops off of Los Osos Valley Road, and Route 4B does not serve the Froom Ranch area of Los Osos Valley Road after noon. SLO Transit Route 5 runs east from Madonna Road to South Street within the study area. Nearest stops include Madonna Road at Madonna Plaza and South Street at Parker Street. Route 5 runs on 30 minute headways on weekdays, alternating between 5A and 5B, and hour headways on weekends. Route 5A does not serve the Froom Ranch area of Los Osos Valley Road. . Route 5B serves all stops. EXISTING TRANSPORTATION CONDITIONS This section is divided into the following subsections: 1) automobile operations, 2) pedestrian and bicycle operations, and 3) transit operations. 1. Automobile Mode Traffic counts for weekday AM and PM peak hour conditions were collected at the study intersections in 2014 and 2015. Traffic count sheets are provided in Appendix A. Figure 3 shows the existing peak hour traffic volumes and lane configurations. Table 3 presents the LOS for the study intersections, with detailed calculation sheets included in Appendix B. Existing Conditions Central Coast Transportation Consulting February 2016 11Avila Ranch Draft Transportation Impact Study The following intersections operate below the desired service level:  #9 Vachell Lane/S Higuera Street westbound approach operates at LOS F during both the AM and PM peak hours. This intersection satisfies signal warrants during both the AM and PM peak hours.  #14 Buckley Road/Highway 227 operates at LOS D during the PM peak hour. Intersection Peak Hour V/C 1 Delay2 LOS3 AM 0.81 18.1 B PM 0.91 29.0 C AM 0.83 12.5 B PM 0.72 11.9 B AM 0.59 20.9 C PM 0.75 24.9 C AM 0.59 12.9 B PM 0.81 21.4 C AM 0.55 16.7 B PM 0.73 21.3 C AM 0.62 25.8 C PM 0.70 23.9 C AM 0.49 0.4 (16.3)A (C ) PM 0.46 0.6 (18.3)A (C) AM 0.50 5.6 A PM 0.70 11.1 B AM 1.41 24.9 (>200)C (F) PM 1.44 21.5 (>200)C (F) AM 0.74 16.8 B PM 0.83 17.6 B AM PM AM 0.38 0.0 A PM 0.27 0.0 A AM PM AM 0.76 19.1 B PM 0.88 35.7 D 2. HCM 2010 average control delay in seconds per vehicle. 3. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay. Unacceptable operations shown in bold Table 3: Existing Intersection Auto Levels of Service 7. Tank Farm Road/Horizon Lane 3. South Street/S Higuera Street 1. Los Osos Valley Road/US 101 SB 2. Los Osos Valley Road/US 101 NB 4. Madonna Road/S Higuera Street 6. Tank Farm Road/S Higuera Street 5. Prado Road/S Higuera Street 8. Suburban Road/S Higuera Street Future Intersection Future Intersection 14. Buckley Road/Highway 227 11. Buckley Road/S Higuera Street 12. Buckley Road/Vachell Lane 13. Buckley Road/Project Entrance 1. Volume to capacity ratio reported for worst movement. 9. Vachell Lane/S Higuera Street 10. Los Osos Valley Road/S Higuera Street Existing Conditions Central Coast Transportation Consulting February 2016 12Avila Ranch Draft Transportation Impact Study Table 4 shows the existing segment LOS for the study segments. The following segments operate below the desired service level:  The northbound segment along LOVR from S Higuera Street to 450’ north of Los Verdes Drive operates at LOS F during the PM peak hour due to volumes exceeding capacity along this single lane segment.  LOVR, from 450’ north of Los Verdes Drive to the US 101 northbound ramps operates at LOS F along the southbound portion during the AM and PM peak hour, and the northbound portion during the AM peak hour. V/C Ratio LOS Score LOS NB 0.49 2.55 B SB 0.41 2.55 B NB 0.29 2.55 B SB 0.75 2.55 B NB 0.44 3.27 C SB 0.24 3.27 C NB 0.33 3.27 C SB 0.52 3.27 C NB 0.34 2.86 C SB 0.20 2.86 C NB 0.32 3.02 C SB 0.38 3.02 C NB 0.68 3.19 C SB 0.80 3.19 C NB 1.32 3.19 F SB 0.58 3.19 C NB 0.68 3.19 C SB 1.59 3.19 F NB 1.32 3.19 F SB 1.17 3.19 F NB 0.26 2.45 B SB 0.47 2.68 B NB 0.26 2.45 B SB 0.33 2.68 B PM Segment Peak Hour Direction S HigueraStreet - Buckley Road to LOVR AM PM PM Auto S HigueraStreet - LOVR to Suburban Road AM PM S HigueraStreet - Suburban Road to Tank Farm Road AM PM LOVR - S Higuera Street to 450' north of Los Verdes Drive AM 1. HCM 2010 auto score and LOS. Table 4: Existing Segment Auto Levels of Service LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps AM PM Buckley Road - S Higuera Street to Project Entrance AM Existing Conditions Central Coast Transportation Consulting February 2016 13Avila Ranch Draft Transportation Impact Study Table 5 presents the existing queues for the study intersections. Intersection AM #381 PM 195 AM 413 PM #648 AM 34 PM 54 AM 28 PM 169 AM 109 PM #338 AM 142 PM 363 AM 196 PM #430 AM #279 PM #319 AM 61 PM 185 AM 24 PM 27 AM #398 PM 221 AM 82 PM #331 AM 227 PM #144 AM #1092 PM 207 AM 299 PM #1014 160 3. 'Trap' denotes design where the throu gh lane terminates in a turn lane. # 95th percentile volume exceeds capacity, queue may be longer. Peak Hour Storage Length3Movement2 Existing 95th Percentile Queues (feet)1 14. Buckley Road/ Highway 227 NBL 360 NBT 8. Suburban Road/ S Higuera Street WBL/R 170 SBL Table 5: Existing Queues WBL 150 2. Los Osos Valley Road/ US 101 NB NBL 200 250 6. Tank Farm Road/ S Higuera Street WBL Trap SBL 250 4. Madonna Road/S Higuera Street NBL 160 5. Prado Road/ S Higuera Street NBL 3. South Street/ S Higuera Street NBR 130 1. Los Osos Valley Road/ US 101 SB SBT Trap 10. Los Osos Valley Road/ S Higuera Street EBL Trap SBR Trap Trap SBT Trap 1. Queue length that would not be exceeded 95 percent of the time. Queues are reported only for turnin g movements where queues exceed storage capacity. 2. Los Osos Valley Road shown as running north/south at the US 101 ram p junctions. Existing Conditions Central Coast Transportation Consulting February 2016 14Avila Ranch Draft Transportation Impact Study Queuing issues and improvements to address them are discussed below: Location Queuing Issue Corrective Measures 1. LOVR & 101 SB The existing westbound left turn and southbound through queues currently exceed capacity. Reconstruction of the interchange is underway at the time of this report and will improve this condition to an acceptable level so no further improvements are required. 3. South Street/S Higuera Street The northbound right turn lane queues exceed storage during the PM peak hour. The queue does not extend to the Madonna Road/S Higuera Street intersection. This condition will be improved when Prado Road is extended to Broad Street, providing a parallel route. 4. Madonna Road/S Higuera Street The northbound left turn lane queues exceed storage during the PM Peak hour. This condition will be improved when Prado Road is extended to Broad Street, providing a parallel route to South Street and Madonna Road. 5. Prado Road/S Higuera Street The northbound left turn queues exceed available storage during the PM peak hour. This queue spills back into the two-way left-turn lane. Adding a second northbound left turn lane would reduce this queue to less than 200 feet.. This improvement would also require widening the Prado Road bridge west of S Higuera Street to provide two receiving lanes. Project study and design is currently underway for the bridge widening, and the second left turn lane should be amended into the City’s Traffic Impact Fee program during its next update. 6. Tank Farm Road/S Higuera Street The southbound left turn queues at this intersection currently exceed the storage capacity. The installation of a second southbound left turn lane would reduce queues to an acceptable level. Cost estimates have recently been prepared for this project for the Chevron Tank Farm EIR project, and should be amended into the City’s Traffic Impact Fee program in the next TIF update. Installation of a westbound right turn overlap phase, which would further improve traffic operations at this location. The westbound left turn approach exceeds capacity during the PM peak hour. Installation of a second southbound left turn lane as described above would reduce queues on this approach. This condition will also be improved when Prado Road is extended to Broad Street, providing a parallel route. 10. Los Osos Valley Road/S Higuera Street The eastbound left turn movement exceeds capacity during the AM peak hour. Adjusting signal timing would eliminate both queuing issues. The signal should be retimed once the interchange improvements are complete . The southbound right turn lane exceeds capacity during the PM peak hour. 14. Buckley Road/Highway 227 The northbound left turn lane volume exceeds capacity during the PM peak hour. Adding a second north and southbound through lane on State Route 227 would eliminate these deficiencies. This project is included in SLOCOG’s 2014 Regional Transportation Plan as a constrained mid-term project. A project study report was prepared in 2006 evaluating the potential to widen State Route 227 from Aero Drive to Price Canyon Road. SLOCOG has funded an operational study in 2015 to guide the preparation of an environmental document (PAED) for the project. The northbound through movement exceeds capacity during the AM peak hour and exceeds 1,000 feet. The southbound through movement exceeds capacity during the PM peak hour and exceeds 1,000 feet. Existing Conditions Central Coast Transportation Consulting February 2016 15Avila Ranch Draft Transportation Impact Study 2. Pedestrian and Bicycle Modes Tables 6 and 7 shows the pedestrian and bicycle intersection operations under the existing conditions LOS for the study intersections. The following intersections operate below the desired service level for pedestrians:  #7 Tank Farm Road/Horizon Lane operates at LOS F for pedestrians. This intersection is currently a driveway serving light industrial uses and serves minimal pedestrian demand. The north side of Tank Farm road is currently fenced farmlands with no pedestrian destinations therefore there is negligible pedestrian demand and no crossing treatments are provided.  #9 Vachell Lane/S Higuera Street operates at LOS F for pedestrians. There is no sidewalk provided on the east side of Higuera between Vachell & LOVR. Pedestrians seeking to cross S Higuera Street would divert to either the Los Osos Valley Road or Suburban Road intersections, which are located less than 500 feet from Vachell Lane and provide crosswalks and pedestrian signals. The following intersections operate below the desired service level for bicyclists:  The southbound approach to Los Osos Valley Road/US 101 SB operates unacceptably at LOS E for bicycles. All other intersections operate at acceptable levels. Existing Conditions Central Coast Transportation Consulting February 2016 16Avila Ranch Draft Transportation Impact Study Intersection Direction LOS Score LOS LOS Score LOS NB 3.39 C 2.79 C SB 2.70 B 3.00 C EB 1.89 A 2.20 B WB 2.33 B 2.02 B NB 2.56 B 2.63 B SB 2.60 B 2.71 B EB 2.34 B 2.40 B NB 2.95 C 2.87 C SB 2.48 B 2.58 B EB 2.01 B 2.00 B WB 2.65 B 2.62 B NB 2.68 B 2.78 C SB 2.46 B 2.72 B EB 2.75 C 2.92 C WB 1.97 A 1.99 A NB 2.67 B 2.85 C SB 2.67 B 2.74 B EB 2.27 B 2.32 B WB 2.25 B 2.24 B NB 2.93 C 3.07 C SB 2.65 B 2.78 C EB 1.98 A 1.99 A WB 2.75 B 2.80 C EB >200 F >200 F WB >200 F >200 F NB 2.86 B 3.02 C SB 2.74 C 2.85 C WB 2.07 B 2.17 B NB 84.3 F 166.5 F SB >200 F >200 F NB 2.26 B 2.31 B SB 2.64 B 2.72 B EB 2.59 B 2.65 B EB 0 A 0 A WB 0 A 0 A NB 2.92 C 2.91 C SB 2.80 C 2.76 C EB 2.13 B 2.19 B WB 1.74 A 1.76 A 10. Los Osos Valley/S Higuera 1. Los Osos Valley/US 101 SB 2. Los Osos Valley/US 101 NB 8. Suburban Road/S Higuera 6. Tank Farm Road/S Higuera Street Existing AM Existing PM 4. Madonna Road/S Higuera Street 5. Prado Road/S Higuera Street 1.HCM 2010 pedestrian/bicycle score and LOS. 14. Buckley/Highway 227 Future Intersection 12. Buckley Road/Vachell Lane 13. Buckley Road/Project Entrance - Future Intersection Table 6: Existing Intersection Pedestrian Levels of Service 3. South Street/S Higuera Street 7. Tank Farm Road/Horizon Lane 9. Vachell Lane/S Higuera Street 11. Buckley Road/S Higuera Street -Existing Conditions Central Coast Transportation Consulting February 2016 17Avila Ranch Draft Transportation Impact Study Intersection Direction LOS Score LOS2 LOS Score LOS2 NB 2.60 B 2.95 C SB 3.42 C 4.26 E WB 3.59 D 3.50 C NB 3.29 C 4.05 D SB 4.11 D 4.09 D EB 2.59 B 2.60 B NB 2.11 B 2.35 B SB 1.80 A 1.88 A EB 3.10 C 2.96 C WB 2.42 B 2.94 C NB 1.14 A 1.52 A SB 1.98 A 2.34 B EB 3.37 A 2.89 C WB 1.22 C 1.37 A NB 1.42 A 1.77 A SB 1.66 A 1.68 A EB 2.90 C 2.75 B WB 2.69 B 2.89 C NB 1.64 A 3.08 C SB 1.40 A 2.95 C EB 2.86 C 2.76 C WB 2.18 B 4.01 D EB WB NB 2.19 B 1.92 A SB 1.87 A 2.30 B WB 1.75 A 2.41 B NB SB NB 1.99 A 1.75 A SB 2.54 B 3.80 D EB 1.99 A 1.73 A EB WB NB 4.21 D 2.87 C SB 3.04 C 4.04 D EB 2.40 B 2.70 B WB 2.30 B 2.33 B 10. Los Osos Valley/S Higuera Table 7: Existing Intersection Bicycle Levels of Service Existing AM Future Intersection Existing PM 12. Buckley Road/Vachell Lane N/A 13. Buckley Road/Project Entrance - Future Intersection 7. Tank Farm Road/Horizon Lane N/A 9. Vachell Lane/S Higuera Street N/A 2.The 2010 HCM does not establish LOS standards for bicycles at two-way stop-controlled intersections. 1.HCM 2010 pedestrian/bicycle score and LOS. 11. Buckley Road/S Higuera Street - 2. Los Osos Valley/US 101 NB 3. South Street/S Higuera Street 8. Suburban Road/S Higuera 4. Madonna Road/S Higuera Street 5. Prado Road/S Higuera Street 6. Tank Farm Road/S Higuera Street 1. Los Osos Valley/US 101 SB 14. Buckley/Highway 227 Existing Conditions Central Coast Transportation Consulting February 2016 18Avila Ranch Draft Transportation Impact Study Table 8 presents the existing pedestrian and bicycle LOS for the study segments. The following segments operate below the desired pedestrian service level:  S. Higuera Street (Buckley Road to Los Osos Valley Road): operates at LOS D during the AM peak hour in the northbound direction, and during the PM peak hour in the southbound direction  Los Osos Valley Road (S. Higuera Street to the 450’ north of Los Verdes Drive) operates at LOS D during the PM peak hour in the northbound direction, and during both the AM and PM peak hour in the southbound direction  Los Osos Valley Road (450’ north of Los Verdes Drive to US 101 Northbound Ramp) operates at LOS D during the AM peak hour in the northbound direction, LOS E during the AM peak hour in the southbound direction, and LOS E during the PM peak hour in both directions.  Buckley Road (S. Higuera Street to the Project Entrance) operates at LOS D during the both the AM and PM peak hour in both the northbound and southbound directions. The study segments operate at an acceptable service level for bicycles. LOS Score LOS LOS LOS NB 4.03 D 2.46 B SB 3.54 D 2.23 B NB 3.38 C 2.07 B SB 4.08 D 2.54 B NB 3.01 C 2.48 B SB 2.42 B 2.14 B NB 2.57 B 1.88 A SB 3.06 C 2.11 B NB 2.90 C 2.49 B SB 2.81 C 2.34 B NB 2.90 C 2.49 B SB 2.89 C 2.42 B NB 2.78 C 2.38 B SB 2.90 C 2.38 B NB 3.85 D 2.75 C SB 2.64 B 2.31 B NB 3.73 D 2.17 B SB 5.28 F 2.86 C NB 4.87 E 2.71 B SB 4.64 E 2.70 B NB 4.30 E 3.45 C SB 4.32 E 3.69 D NB 4.29 E 3.44 C SB 4.11 D 3.52 D LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps Buckley Road - S Higuera Street to Project Entrance S HigueraStreet - LOVR to Suburban Road S HigueraStreet - Suburban Road to Tank Farm Road LOVR - S Higuera Street to 450' north of Los Verdes Drive PM AM PM AM PM AM Table 8: Existing Segment Pedestrian & Bicycle Levels of Service Pedestrian Segment Direction Peak Hour Bicycle S HigueraStreet - Buckley Road to LOVR AM PM AM PM AM PM 1. HCM 2010 pedestrian/bicycle score and LOS. Existing Conditions Central Coast Transportation Consulting February 2016 19Avila Ranch Draft Transportation Impact Study 3. Transit Mode An acceptable transit LOS is primarily predicated on the presence of shelters and benches at bus stops, as well as the frequency and on-time performance of each route. The nearest bus stop is a timed stop for Route 2 of SLO Transit and Route 10 of RTA at the intersection of S Higuera Street/Suburban Road. The Project site is not directly served by any route. Route 2 currently operates with a 40 minute headway, while Route 10 operates with a 1 hour headway. The City is currently updating their Short Range Transit Plan (SRTP) in coordination with RTA. The SRTP provides transit ridership data from 2013. SLO Transit’s Route 2 operates with acceptable loading levels, and does not exceed 45 passengers (25% standees) at any time. The average passenger loading at the S Higuera Street/Suburban Road stop is 8 passengers with a peak of 17 passengers. A total of 89 daily boardings and alightings are reported for this stop. The SRTP reports that RTA’s Route 10 occasionally has standing load trips due to heavier service demand. The average passenger load at the South Higuera/Suburban Road stop is 17 passengers, with a peak of 30 passengers. A total of 36 daily boardings and alightings are reported for this stop. The South Higuera/Suburban Street bus stop provides a shelter and bench for riders. This stop is roughly ½ mile from the closest point on the project site. Image 1: Existing SLO Transit Route 2 Source: City of SLO Existing Conditions Avila Ranch Figure 3: Existing Peak Hour Volumes and Lane Configurations 1 2 7 3 5 4 6 8 910 14 11 12 13 Legend: - Study Intersection - Project Site- AM(PM) Peak Hour Traffic Volumes - Future Roadx - Stop Sign - Traffic Signal 1. 3. 2. 4.5.6. 7.8.9.10. 11.12.13.14. Central Coast Transportation Consulting February 2016 21Avila Ranch Draft Transportation Impact Study Existing Plus Project Conditions  This section evaluates the impacts of the proposed Project on the surrounding transportation network. PROJECT TRAFFIC ESTIMATES The amount of project traffic affecting the study locations is estimated in three steps: trip generation, trip distribution, and trip assignment. Trip generation refers to the total number of trips generated by the site. Trip distribution identifies the general origins and destination of these trips, and trip assignment specifies the routes taken to reach these origins and destinations. Trip Generation The project’s trip generation estimate, shown in Table 9, was developed using data provided in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual. The Project generates 5,904 new daily trips, 406 new AM peak hour trips, and 554 new PM peak hour trips added to adjacent streets. Trip Distribution and Assignment The City of San Luis Obispo developed and maintains a citywide travel demand model (TDM) for use in forecasting travel demand. The TDM was applied to estimate the directions of approach and departure for project trips using a select zone procedure, which tracks trips to and from a specific Traffic Analysis Zone (TAZ) in the TDM. Figure 4 shows the trip distribution percentages, and Figures 5 show the project trip assignments. Existing Plus Project volumes are shown on Figures 6. Project Proposal Improvements The Project proposes the following improvements as a part of Phase 1:  Venture Drive and Earthwood Lane extended so they intersect at a new roundabout on the Project site. In Out Total In Out Total Low Density Housing 1 105 units 10.46 1,098 21 62 83 69 41 110 Medium Density Housing2 305 units 5.56 1,697 21 105 126 101 49 150 High Density Housing3 310 units 6.46 2,002 31 125 156 122 66 188 Neighborhood Commercial4 15,000 s.f. 0.13 1,979 30 19 49 81 87 168 Net New Trips 6,776 103 311 414 373 243 616 Internal Capture Trips6 -872 -4 -4 -8 -31 -31 -62 Trips added to adjacent streets 5,904 99 307 406 342 212 554 Table 9: Project Trip Generation Land Use Daily AM Size Number of Trips 2. ITE Land Use Code #230, Residential Condominium/Townhouse. Fitted curve equations used. 3. ITE Land Use Code #220, Apartment. Fitted curve equations used. 5. Internal capture estimates use ITE method for Daily trips and NCHRP method for AM and PM trips. 1. ITE Land Use Code #210, Sin gle-Family Detached Housing. Fitted curve equations used. PM 4. ITE Land Use Code #820, Sho pping Center. Fitted curve equation used. Daily Trip Rate Source: ITE Trip Generation Manual, 9th Edition, 2012; CCTC, 2015. Existing + Project Conditions Central Coast Transportation Consulting February 2016 22Avila Ranch Draft Transportation Impact Study  Turn restrictions would be imposed at the Vachell Lane/S Higuera Street intersection, prohibiting left turns into and out of Vachell Lane.  The westbound approach to the S Higuera Street/Suburban Road intersection would be restriped to provide a left turn lane and a shared left/right turn lane. The Project proposes the extension of Buckley Road from Vachell Lane to S Higuera Street as a part of Phase 2 of the development. The County is requiring signalization of Buckley at Higuera therefore this intersection is assumed to be signalized as a part of the Buckley extension with single shared lane approaches per preliminary County comments (April 28, 2015) on the design of the Buckley Road extension. The Project proposes the following bicycle and pedestrian facilities:  Class I multi-use path on the north side of Buckley Road along the project frontage.  Class I multi-use path along Tank Farm Creek through the project site.  Class II bike lanes on Buckley Road along the project frontage and to S Higuera Street.  Class II bike lanes along the project’s frontage on Vachell Lane.  Class II bike lanes with buffers along collector roads within the project site.  Sidewalks on both sides of collector and local roads within the project site. These improvements are consistent with the City’s Bicycle Transportation Plan. The Project proposes two new transit stops on the site, one on Venture Drive west of Earthwood Lane and the second on Jesperson Drive in the Town Center Plaza. Existing + Project Conditions Central Coast Transportation Consulting February 2016 23Avila Ranch Draft Transportation Impact Study EXISTING PLUS PROJECT IMPACT ANALYSIS 1. Automobile Mode Table 10 summarizes the auto intersection operating conditions under Existing and Existing Plus Project conditions. Intersection Peak Hour V/C 1 Delay2 LOS3 V/C1 V/C Delta Delay 2 LOS3 AM 0.81 18.1 B 0.82 0.01 18.8 B PM 0.91 29.0 C 0.95 0.04 33.8 C AM 0.83 12.5 B 0.94 0.11 21.3 C PM 0.72 11.9 B 0.87 0.15 14.1 B AM 0.59 20.9 C 0.59 0.00 21.4 C PM 0.75 24.9 C 0.76 0.01 25.0 C AM 0.59 12.9 B 0.59 0.00 12.9 B PM 0.81 21.4 C 0.82 0.01 21.5 C AM 0.55 16.7 B 0.56 0.01 17.2 B PM 0.73 21.3 C 0.75 0.02 18.3 B AM 0.62 25.8 C 0.63 0.01 25.9 C PM 0.70 23.9 C 0.71 0.01 29.6 C AM 0.49 0.4 (16.3)A (C)0.51 0.02 0.4 (16.7)A (C) PM 0.46 0.6 (18.3)A (C) 0.48 0.02 0.6 (18.8)A (C) AM 0.50 5.6 A 0.55 0.05 12.9 B PM 0.70 11.1 B 0.95 0.25 19.4 B AM 1.41 24.9 (>200)C (F) 0.44 -0.97 0.9 (17.3)A (C) PM 1.44 21.5 (>200)C (F) 0.45 -0.99 0.5 (14.7)A (B) AM 0.74 16.8 B 0.88 0.14 21.8 C PM 0.83 17.6 B 0.85 0.02 20.1 C AM 0.34 0.34 5.7 A PM 0.90 0.90 7.1 A AM 0.38 0.0 A 0.57 0.19 9.8 (15.7) A (C) PM 0.27 0.0 A 0.49 0.22 8.3 (15.2) A (C) AM 0.08 0.08 7.6 (8.8) A PM 0.15 0.15 1.3 (11.0) A (B) AM 0.76 19.1 B 0.76 0.00 19.5 B PM 0.88 35.7 D 0.88 0.00 36.5 D 13. Buckley Road/Project Entrance Future Intersection 1. Los Osos Valley Road/US 101 SB 2. Los Osos Valley Road/US 101 NB 3. South Street/S Higuera Street 10. Los Osos Valley Road/S Higuera Street 11. Buckley Road/S Higuera Street Future Intersection 12. Buckley Road/Vachell Lane 8. Suburban Road/S Higuera Street 9. Vachell Lane/S Higuera Street 4. Madonna Road/S Higuera Street 5. Prado Road/S Higuera Street 6. Tank Farm Road/S Higuera Street 7. Tank Farm Road/Horizon Lane 2. HCM 2010 average control delay in seconds per vehicle. 3. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay. Unacceptable operations shown in bold text. 1. Volume to cap acit y ratio reported for worst movement. 14. Buckley Road/Highway 227 Existing No Project Table 10: Existing and Existing Plus Project Intersection Levels of Service Existing + Project Existing + Project Conditions Central Coast Transportation Consulting February 2016 24Avila Ranch Draft Transportation Impact Study The following intersection would operate below the desired service level:  Intersection #14 Buckley Road/Highway 227 currently operates at LOS D, and the addition of project traffic would exacerbate this deficient condition by increasing delay. Installation of a second southbound through lane would provide LOS B or better operations. Therefore, the project would need to contribute its fair share in the intersection widening as mitigation of impacts. Table 11 presents the auto segment LOS operating under Existing and Existing Plus Project conditions. The following segments would operate below the desired service level:  Los Osos Valley Road (S Higuera to northbound 101) volumes currently exceed capacity and the segment operates at LOS F during the PM peak hour. The addition of project traffic exacerbates this deficient condition. The LOVR Interchange project does not include widening of NB LOVR from Higuera to 450’ north of Los Verdes Drive, widening of this remaining section will address the impact. V/C LOS LOS V/C LOS LOS NB 0.49 2.55 B 0.70 2.55 B SB 0.41 2.55 B 0.40 2.55 B NB 0.29 2.55 B 0.35 2.55 B SB 0.75 2.55 B 0.83 2.55 B NB 0.44 3.27 C 0.46 3.27 C SB 0.24 3.27 C 0.24 3.27 C NB 0.33 3.27 C 0.34 3.27 C SB 0.52 3.27 C 0.53 3.27 C NB 0.34 3.02 C 0.38 3.02 C SB 0.20 2.86 C 0.21 2.86 C NB 0.32 3.02 C 0.35 3.02 C SB 0.38 3.02 C 0.43 3.02 C NB 0.68 3.04 C 0.83 3.19 C SB 0.8 3.19 C 0.82 3.19 C NB 1.32 3.19 F 1.42 3.19 F SB 0.58 3.19 C 0.67 3.19 C NB 0.68 3.19 C 0.83 3.19 C SB 1.59 3.19 F 1.65 3.19 F NB 1.32 3.19 F 1.42 3.19 F SB 1.17 3.19 F 1.35 3.19 F NB 0.26 2.45 B 0.42 2.45 B SB 0.47 2.68 B 0.54 2.68 B NB 0.26 2.45 B 0.11 2.45 B SB 0.33 2.68 B 0.15 2.68 B 1. HCM 2010 auto score and LOS. AM S HigueraStreet - LOVR to Suburban Road AM PM LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps AM PM PM Buckley Road - S Higuera Street to Project Entrance PM AM PM LOVR - S Higuera Street to 450' north of Los Verdes Drive AM S HigueraStreet - Suburban Road to Tank Farm Road Segment Direction PM Table 11: Existing Plus Project Segment Auto Levels of Service Existing + ProjectExisting S HigueraStreet - Buckley Road to LOVR AM Existing + Project Conditions Figure 4: Existing and Cumulative Project Trip Distribution Legend: x - Study Intersection- Project Site - Future Road- Existing% (Cumulative%) 1 2 7 3 5 4 6 8 910 14 11 12 13 Figure 2: Project Site Plan Project Site Trip Distribution 1 2 7 3 5 4 6 8 910 14 11 12 13 Avila Ranch Figure 5: Project Trip Assignment Legend: - Study Intersection - Project Site- AM(PM) Peak Hour Traffic Volumes - Future Roadx 1. 3. 2. 4.5.6. 7.8.9.10. 11.12.13.14. 1 2 7 3 5 4 6 8 910 14 11 12 13 Avila Ranch Figure 6: Existing Plus Project Volumes Legend: - Study Intersection - Project Site- AM(PM) Peak Hour Traffic Volumes - Future Roadx 1. 3. 2. 4.5.6. 7.8.9.10. 11.12.13.14. Central Coast Transportation Consulting February 2016 28Avila Ranch Draft Transportation Impact Study Table 12 shows the 95th percentile queues for key movements at the study intersections. Detailed queuing information is provided in Appendix B. Intersection Movement 2 Existing Existing + Project AM #381 #411 PM 195 236 AM 413 429 PM #648 #717 AM 34 53 PM 54 75 AM 28 40 PM 169 177 AM 109 109 PM #338 #338 AM 142 158 PM 363 161 AM 196 202 PM #430 #463 AM #279 #299 PM #319 #319 AM 61 55 PM 185 222 AM 24 #90 PM 27 159 AM #398 #409 PM 221 263 AM 82 73 PM #331 #343 AM 227 225 PM #144 #161 AM #1092 #1099 PM 207 208 AM 299 315 PM #1014 #1017 200 NBR 130 160NBL Table 12: Existing Plus Project Queues 95th Percentile Queues (feet)1 WBL 150 160SBL WBL/R 170 2. Los Osos Valley Road/ US 101 NB 3. South Street/ S Higuera Street 4. Madonna Road/S Higuera Street 8. Suburban Road/ S Higuera Street 6. Tank Farm Road/ S Higuera Street 5. Prado Road/ S Higuera Street NBL 1. Los Osos Valley Road/ US 101 SB SBT Trap 250NBL Trap 250SBL WBL 3. 'Trap' denotes design where the throu gh lane terminates in a turn lane. TrapSBT 14. Buckley Road/ Highway 227 10. Los Osos Valley Road/ S Higuera Street NBL Trap Trap SBR EBL NBT Trap 360 Peak Hour Storage Length3 #. 95th percentile volume exceeds capacity, queue may be longer. 1. Queue length that would not be exceeded 95 percent of the time. Queues are reported only for turning movements where queues exceed storage cap acit y. 2. Los Osos Valley Road shown as running north/south at the US 101 ram p junctions. Existing + Project Conditions Central Coast Transportation Consulting February 2016 29Avila Ranch Draft Transportation Impact Study Queuing impacts and mitigations to address them are discussed below: Location Queuing Impact Mitigation 1. LOVR & 101 SB Addition of project traffic would exacerbate the existing westbound left turn queues. Reconstruction of the interchange is underway and will improve this condition to an acceptable level so no further improvements are required. The project would contribute its fair share of the interchange reconstruction by paying the LOVR interchange subarea fee. 3. South Street/S Higuera Street The northbound right turn lane queues exceed storage during the PM peak hour both with and without the project. The addition of project traffic would exacerbate the existing queues. The addition of project traffic worsens right turn queue spillback but does not extend the queue to reach the Madonna Road/S Higuera Street intersection. 4. Madonna Road/S Higuera Street The northbound left turn lane queues exceed storage during the PM Peak hour both with and without the project. The addition of project traffic does not affect existing queue deficiencies. This condition will be improved when Prado Road is extended to Broad Street, providing a parallel route to South Street. 5. Prado Road/S Higuera Street The northbound left turn queues exceed available storage during the PM peak hour both with and without the project. This queue spills back into the two-way left- turn lane. The addition of project traffic would exacerbate the existing queues. Adding a second northbound left turn lane would reduce this queue to less than 200 feet with the project. This improvement would also require widening the Prado Road bridge west of S Higuera Street to provide two receiving lanes. This improvement is funded thru the AASP with study and design is currently underway for the bridge widening. The project would contribute its fair share by paying the AASP transportation fee. 6. Tank Farm Road/S Higuera Street The southbound left turn queues at this intersection currently exceed the storage capacity, and would remain above capacity with the addition of project traffic. The addition of project traffic would exacerbate the existing queues. The need to maintain or increase transit service to Avila Ranch could be negatively affected. The installation of a second southbound left turn lane would improve conditions to acceptable levels. This mitigation is also identified the Chevron development EIR. Cost estimates have recently been prepared for this project, and should to be amended into the City’s Traffic Impact Fee program .A related project is the installation of a westbound right turn overlap phase, which would further improve traffic operations at this location. The westbound left turn approach exceeds capacity both with and without the project during the PM peak hour. The addition of project traffic would exacerbate the existing queues. Improvements on the southbound approach as described above will also address the impact on the Westbound approach. This condition will also be improved when Prado Road is extended to Broad Street, providing a parallel route. 10. Los Osos Valley Road/S Higuera Street The eastbound left turn movement exceeds capacity during the AM peak hour both with and without the project. The addition of project traffic would exacerbate the existing queues. Adjusting signal timing would eliminate both of the above impacts. The signal is expected to be retimed once the interchange improvements are complete. Directional signage at the intersection of S Higuera Street/Buckley Road informing drivers of additional freeway access at Ontario Existing + Project Conditions Central Coast Transportation Consulting February 2016 30Avila Ranch Draft Transportation Impact Study Location Queuing Impact Mitigation The southbound right turn lane exceeds capacity during the PM peak hour both with and without the project. The addition of project traffic would exacerbate the existing queues. Road may help reduce traffic volumes at Los Osos Valley Road/S Higuera Street. 14. Buckley Road/Highway 227 The northbound left turn lane volume would exceed capacity during the PM peak hour both with and without the project. The addition of project traffic would exacerbate the existing queues. Adding a second north and southbound through lane on State Route 227 would eliminate these deficiencies. This project is included in SLOCOG’s 2014 Regional Transportation Plan as a constrained mid-term project. A project study report was prepared in 2006 evaluating the potential to widen State Route 227 from Aero Drive to Price Canyon Road. SLOCOG has funded an operational study in 2015 to guide the preparation of an environmental document (PAED) for the project. Caltrans significance threshold is based on LOS, not queues, and impacts are not triggered at this intersection according to Caltrans traffic impact study guidelines. The northbound through movement exceeds capacity during the AM peak hour and exceeds 1000 feet both with and without the project. The addition of project traffic would exacerbate the existing queues. The southbound through movement exceeds capacity during the PM peak hour and exceeds 1000 feet both with and without the project. The addition of project traffic would exacerbate the existing queues. 8. S Higuera/ Suburban The project proposal to turn the WB right turn lane into a shared right/left turn lane casues the turn pocket to exceed capcaity. Existing + Project Conditions Central Coast Transportation Consulting February 2016 31Avila Ranch Draft Transportation Impact Study 2. Pedestrian and Bicycle Modes The project proposes a number of pedestrian and bicycle facilties as described in the Planned Improvements section at the beginning of this chapter. It would be necessary for the on-site facilities connect to the greater transportation network for them to effectively serve pedestrians and cyclists. Tables 13 and 14 summarizes the bicycle and pedestrian intersection operations under Existing Plus Project conditions. The following intersections operate below the desired service level for pedestrians:  #7 Tank Farm Road/Horizon Lane operates at LOS F for pedestrians. This intersection is currently a driveway serving light industrial uses. The Northside of Tank Farm is fenced farmlands with negligible pedestrian demand and no crossing treatments. The addition of project traffic would not noticeably affect pedestrian comfort at this intersection and would have no contextual impact and it’s not recommended that pedestrian crossing provisions be considered at this location until there is a destination or route on the north side of tank farm.  #9 Vachell Lane/S Higuera Street operates at LOS F for pedestrians. Due to the lack of controls at this intersection, pedestrians seeking to cross S Higuera Street would divert to either the Los Osos Valley Road or Suburban Road intersections, which are located less than 500 feet from Vachell Lane and provide crosswalks and pedestrian signals. In order to facilitate this diversion side walk connection on S. Higuera between LOVR and Vachell should be completed. The following bicycle deficiencies are reported:  #1 Los Osos Valley Road/US 101 SB: the southbound direction experiences LOS E operations both with and without the project during the PM peak hour. The addition of project traffic worsens the westbound direction from LOS C to LOS D. Implementing the Los Osos Valley Road interchange improvements currently under construction would improve operations to an acceptable LOS C. Detailed LOS calculation sheets are provided in Appendix B. Existing + Project Conditions Central Coast Transportation Consulting February 2016 32Avila Ranch Draft Transportation Impact Study Intersection Score LOS LOS Score LOS NB 3.39 C 3.47 C SB 2.70 B 2.72 B EB 1.89 A 1.89 A WB 2.33 B 2.34 B NB 2.79 C 2.86 C SB 3.00 C 3.02 C EB 2.20 B 2.20 B WB 2.02 B 2.05 B NB 2.56 B 2.71 B SB 2.60 B 2.69 B EB 2.34 B 2.23 B NB 2.63 B 2.77 C SB 2.71 B 2.79 C EB 2.40 B 2.31 B NB 2.95 C 2.76 C SB 2.48 B 2.49 B EB 2.01 B 2.01 B WB 2.65 B 2.65 B NB 2.87 C 2.88 C SB 2.58 B 2.59 B EB 2.00 B 2.00 A WB 2.62 B 2.62 B NB 2.68 B 2.70 B SB 2.46 B 2.47 B EB 2.75 C 2.75 B WB1.97A 1.97 A NB 2.78 C 2.80 C SB 2.72 B 2.74 B EB 2.92 C 2.92 C WB1.99A 1.99 A NB 2.67 B 2.70 B SB 2.67 B 2.69 B EB 2.27 B 2.28 B WB 2.25 B 2.25 B NB 2.85 C 2.95 C SB 2.74 B 2.76 C EB 2.32 B 2.46 B WB 2.24 B 2.24 B NB 2.93 C 2.96 C SB 2.65 B 2.68 B EB 1.98 A 1.98 A WB 2.75 B 2.76 C NB 3.07 C 3.12 C SB 2.78 C 2.82 C EB 1.99 A 1.99 A WB2.80C 2.81 C EB >200 F >200 F WB >200 F >200 F EB >200 F >200 F WB >200 F >200 F NB 2.86 B 2.90 C SB 2.74 C 2.79 C WB 2.07 B 2.12 B NB 3.02 C 3.11 C SB 2.85 C 2.94 C WB 2.17 B 2.27 B NB 84.30 F >200 F SB >200 F >200 F NB 166.50 F >200 F SB >200 F >200 F NB 2.26 B 2.43 B SB 2.64 B 2.66 B EB 2.59 B 2.65 B NB 2.31 B 2.35 B SB 2.72 B 2.76 C EB 2.65 B 2.69 B NB 2.21 B SB 2.31 B WB 1.82 A NB 2.28 B SB 2.38 B WB 1.81 A EB 0.00 A 3.70 A WB 0.00 A 3.70 AEB0.00 A 2.60 AWB0.00 A 2.60 AEB19.30 C 0.10 A WB 19.30 C 0.10 AEB13.50 C 13.80 C WB 13.50 C 13.80 CNB 2.92 C 2.92 C SB 2.80 C 2.80 C EB 2.13 B 2.13 B WB1.74A 1.74 A NB 2.91 C 2.92 C SB 2.76 C 2.76 C EB 2.19 B 2.19 B WB1.76A 1.76 A PM Peak Hour Existing Direction AM PM AM Table 13: Existing Plus Project Intersection Pedestrian Levels of Service PM 14. Buckley Rd/ Highway 227 AM PM 3. South Street/S Higuera Street PM PM 11. Buckley Rd/S Higuera Street AM 12. Buckley Road/Vachell Lane 13. Buckley Road/Project Entrance2 AM PM AM PM AM PM AM AM PM AM PM 1. HCM 2010 pedestrian score and LOS. 8. Suburban Road/S Higuera 10. Los Osos Valley/S Higuera Future Intersection 7. Tank Farm Road/Horizon Lane2 9. Vachell Lane/S Higuera Street2 Future Intersection 6. Tank Farm Road/S Higuera Street AM 5. Prado Road/S Higuera Street 4. Madonna Road/S Higuera Street PM PM AM PM AM 2. Los Osos Valley/US 101 NB 1. Los Osos Valley/US 101 SB AM Existing + Project Existing + Project Conditions Central Coast Transportation Consulting February 2016 33Avila Ranch Draft Transportation Impact Study Intersection LOS Score LOS LOS Score LOS NB 2.60 B 2.64 B SB 3.42 C 3.41 C WB 3.59 D 3.63 D NB 2.95 C 2.98 C SB 4.26 E 4.31 E WB3.50C 3.61 D NB 3.29 C 3.16 C SB 4.11 D 3.07 C EB 2.59 B 2.96 C NB 4.05 D 3.51 D SB 4.09 D 3.14 C EB 2.60 B 2.97 C NB 2.11 B 2.15 B SB 1.80 A 1.77 A EB 3.10 C 2.93 C WB 2.42 B 2.59 B NB 2.35 B 2.38 B SB 1.88 A 1.92 A EB 2.96 C 2.96 C WB2.94C 2.95 C NB 1.14 A 1.18 A SB 1.98 A 2.00 A EB 3.37 A 3.37 C WB1.22C 1.22 A NB 1.52 A 1.55 A SB 2.34 B 2.38 B EB 2.89 C 2.89 C WB 1.37 A 1.37 A NB 1.42 A 1.49 A SB 1.66 A 1.68 A EB 2.90 C 2.91 C WB 2.69 B 2.69 B NB 1.77 A 1.82 A SB 1.68 A 1.92 A EB 2.75 B 2.95 C WB2.89C 3.06 C NB 1.64 A 1.74 A SB 1.40 A 1.42 A EB 2.86 C 2.86 C WB 2.18 B 2.19 B NB 3.08 C 3.14 C SB 2.95 C 3.02 C EB 2.76 C 2.76 C WB 4.01 D 4.07 D EB WB EB WB NB 2.19 B 2.25 B SB 1.87 A 1.89 A WB 1.75 A 1.73 A NB 1.92 A 1.97 A SB 2.30 B 2.42 B WB 2.41 B 2.08 B NB SB NB SB NB 1.99 A 1.80 A SB 2.54 B 2.51 B EB 1.99 A 2.20 B NB 1.75 A 1.80 A SB 3.80 D 3.87 D EB 1.73 A 1.83 A NB 2.70 BSB2.59 B WB 2.65 B NB 2.47 BSB3.12 C WB 2.33 B EB WB EB WB EB WB EB WB NB 4.21 D 4.22 D SB 3.04 C 3.04 C EB 2.40 B 2.42 B WB 2.30 B 2.30 B NB 2.87 C 2.88 C SB 4.04 D 4.04 D EB 2.70 B 2.71 B WB 2.33 B 2.33 B 7. Tank Farm Road/Horizon Lane2 AM AM AM AM N/A PM AM AM PM 2. The 2010 HCM does not establish LOS standards for bicycles at two-way stop-controlled intersections. AM PM AM PM PM 11. Buckley Rd/S Higuera Street 9. Vachell Lane/S Higuera Street2 PM AM AM PM PM PM AM PM Existing Existing + Project AM Peak Hour PM AM 14. Buckley Rd/ Highway 227 1. Los Osos Valley/US 101 SB 2. Los Osos Valley/US 101 NB 3. South Street/S Higuera Street 4. Madonna Road/S Higuera Street 5. Prado Road/S Higuera Street 6. Tank Farm Road/S Higuera Street 8. Suburban Road/S Higuera 10. Los Osos Valley/S Higuera Direction N/A N/A N/A Table 14: Existing Plus Project Intersection Bicycle Levels of Service Future IntersectionAM PM PM N/A N/A N/A N/A 1. HCM 2010 bicycle score and LOS. PM 12. Buckley Road/Vachell Lane2 13. Buckley Road/Project Entrance2 Future Intersection Existing + Project Conditions Central Coast Transportation Consulting February 2016 34Avila Ranch Draft Transportation Impact Study Pedestrian and Bicycle Segment Analysis Table 15 summarizes the pedestrian segment analysis, with detailed results provided in Appendix C. The following roadway segments would operate below the pedestrian threshold level under Existing Plus Project conditions:  S Higuera Street from Buckley Road to LOVR would operate at LOS D or worse in both directions during the AM and PM peak hour with and without the project. This impact is due to the segment not having continuous sidewalks and pedestrians having to use the paved shoulder. Installing continuous sidewalks would provide acceptable LOS. Portions of this segment are in the County, and portions are in the City. The addition of project traffic is not expected to result in a noticeable degradation.  Los Osos Valley Road from S Higuera Street to 450’ north of Los Verdes Drive would operate at LOS D or worse in the northbound direction during the PM peak hour both with and without the project. Sidewalks are provided along this segment and the low service level is attributable to the high vehicle volumes on Los Osos Valley Road using a single lane. The addition of project traffic is not expect to result in a noticeable degradation. The installation LOS Score LOS LOS Score LOS NB 4.03 D 4.35 E SB 3.54 D 3.54 D NB 3.38 C 3.48 C SB 4.08 D 4.20 D NB 4.06 D 4.13 D SB 2.42 B 2.40 B NB 3.62 D 3.67 D SB 3.06 C 3.10 C NB 2.90 C 3.02 C SB 2.81 C 2.85 C NB 2.90 C 2.98 C SB 2.89 C 3.06 C NB 2.78 C 3.01 C SB 2.90 C 2.94 C NB 3.85 D 4.00 D SB 2.64 B 2.78 C NB 3.73 D 3.96 D SB 5.28 F 5.36 F NB 4.87 E 5.03 F SB 4.64 E 4.92 E NB 4.30 E 4.54 E SB 4.32 E 4.43 E NB 4.29 E 4.46 E SB 4.11 D 4.38 E AM PM AM Table 15: Existing Plus Project Segment Pedestrian Levels of Service 1. HCM 2010 pedestrian score and LOS. PM AM PM PM AM Direction S Higuera Street - Buckley Road to LOVR S Higuera Street - LOVR to Suburban Road Segment Existing Existing + Project LOVR - S Higuera Street to 450' north of Los Verdes Drive LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps Buckley Road - S Higuera Street to Project Entrance AM PM AM PM S Higuera Street - Suburban Road to Tank Farm Road Existing + Project Conditions Central Coast Transportation Consulting February 2016 35Avila Ranch Draft Transportation Impact Study of a barrier between the sidewalk and travel lanes would improve the pedestrian LOS to an acceptable level.  Los Osos Valley Road from 450’ north of Los Verdes Drive to the US 101 NB ramps would operate at LOS D or worse with all scenarios due to absent sidewalks along this segment. The addition of continuous sidewalks constructed as part of the LOVR interchange project will provide acceptable LOS.  Buckley Road from S Higuera Street to the project entrance would operate at LOS D or E during all scenarios. This segment is outside of the City limits so the multimodal threshold of significance does not apply. The project proposes to construct a parallel Class I path consistent with the City’s BTP, which would address this deficiency. Table 16 summarizes the bicycle segment analysis, with detailed results provided in Appendix C. All of the study segments operate at an acceptable service level for bicycles. LOS Score LOS LOS Score LOS NB 2.46 B 2.64 B SB 2.23 B 2.23 B NB 2.07 B 2.17 B SB 2.54 B 2.59 B NB 2.48 B 2.50 B SB 2.14 B 2.13 B NB 1.88 A 1.90 A SB 2.11 B 2.13 B NB 2.49 B 2.54 B SB 2.34 B 2.37 B NB 2.49 B 2.53 B SB 2.42 B 2.49 B NB 2.38 B 2.48 B SB 2.38 B 2.40 B NB 2.75 C 2.79 C SB 2.31 B 2.38 B NB 2.17 B 2.27 B SB 2.86 C 2.87 C NB 2.71 B 2.75 B SB 2.70 B 2.78 C NB 3.45 C 3.69 D SB 3.69 D 3.76 D NB 3.44 C 3.62 D SB 3.52 D 3.73 D S Higuera Street - Buckley Road to LOVR S Higuera Street - LOVR to Suburban Road S Higuera Street - Suburban Road to Tank Farm Road AM PM AM PM AM PM Table 16: Existing Plus Project Segment Bicycle Levels of Service PM AM PM Existing LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps Buckley Road - S Higuera Street to Project Entrance LOVR - S Higuera Street to 450' north of Los Verdes Drive 1. HCM 2010 bicycle score and LOS. AM PM AM Existing + Project DirectionSegment Existing + Project Conditions Central Coast Transportation Consulting February 2016 36Avila Ranch Draft Transportation Impact Study 3. Transit Mode An acceptable transit LOS is primarily predicated on the presence of shelters and benches at bus stops, as well as the frequency and on-time performance of each route. The project proposes a transit stop as a part of the town center component of the project in Phase 6. The precise location and amenities for this transit stop are not available at this time. The City is currently updating their Short Range Transit Plan in coordination with the Regional Transit Authority. The adopted SRTP (2009) proposes the following service standards related to the location of transit stops and service frequency:  In residential areas, 90% of the population is within ¼ mile of a bus route.  Bus stops should be spaced every 5 to 7 blocks per mile (every other block) in the downtown core, and 4 to 5 per mile as needed on the fringe. The Project should work with SLO Transit and the City to ensure direct pedestrian connections are provided to any future transit stops serving the project, ensure that on-site transit stops are consistent with future transit route expansions, and that transit vehicles are allowed on appropriate internal project roads. The increased population resulting from the Project could result in increased transit funding to support future service increases. The two transit stops proposed on the site are within ¼ mile of future Project residents. No additional transit stops are recommended. Transit stops and service to the site should occur concurrent with occupancy of each phase to encourage and develop ridership. SITE ACCESS AND ON-SITE CIRCULATION This section discusses issues related to site access and on-site circulation. On-site circulation deficiencies would occur if project exceeds established residential volume and speed thresholds, designs fail to meet appropriate standards, fail to provide adequate truck access, or would result in hazardous conditions. Site access and on-site circulation mitigation measures are summarized below, followed by more detailed analysis. Existing + Project Conditions Central Coast Transportation Consulting February 2016 37Avila Ranch Draft Transportation Impact Study Location Mode Impact Mitigation Measure Venture Drive and Earthwood Lane Auto The Venture Drive and Earthwood Lane designations as residential collectors are inconsistent with the current General Plan designations as residential local roads. Proposed intersections near to the Earthwood Ln/ Venture Drive intersection may result in vehicle conflicts due to functional area overlap. Poorly located access points for high density residential on Earthwood and commercial uses on Horizon Lane could increase vehicle conflicts. This conflicts with the City’s Access Management goal in the Circulation Element. Forecast ADT is close to the General Plan maximum threshold for a residential collector roadway and roadway design is conducive to speeding. Amend General Plan to designate Venture Drive and Earthwood Lane as residential collectors and design roadways to meet residential collector standards. Locate minor road intersections outside of the functional area of the Earthwood Ln/Venture Drive intersection. Restrict access to minimize conflict points. Access points for high density residential on Earthwood and commercial uses on Horizon should be placed in accordance with FHWA access management guidance to minimize conflict points. Implement traffic calming measures designed to maintain speeds consistent with General Plan thresholds. Horizon Lane Auto The Horizon Lane designation as a residential collector is inconsistent with the current General Plan designation as a residential local road and Cumulative Plus Project volumes would exceed Circulation Element thresholds for this classification. Amend General Plan to designate Horizon Lane as a residential arterial and design roadway to meet residential arterial standards. Suburban Road Auto Ped The Existing plus Project daily volume would exceed the Circulation Element thresholds for a local commercial street. Suburban Road also has gaps in sidewalk connectivity and lacks ADA accessible ramps which result in a substandard pedestrian level of service. Amend General Plan to designate Suburban Road as a commercial collector. Complete the sidewalk network including ADA accessible ramps to provide a continuous pedestrian network. Vachell Lane Bike The project only proposes to construct Class II lanes from Buckley Road to just north of Vachell Lane/ Earthwood Lane intersection. Install Class II lanes between Buckley Road and Higuera Street to maintain consistency with the City’s Bicycle Transportation Plan. Buckley Road Bike The project’s proposed cross-section is inconsistent with the City’s Bicycle Transportation Plan’s standards requiring eight foot wide Class II bike facilities along roads with speeds over 45 MPH. Modify the project’s Circulation Plan and associated cross sections to conform to the BTP standards. These recommendations are discussed in more detail below. Existing + Project Conditions Central Coast Transportation Consulting February 2016 38Avila Ranch Draft Transportation Impact Study Below are the street designation standards outlined in the City’s Circulation Element 7.3 Design Standards. The image below shows the forecast daily traffic volumes produced by each Phase and along roadways near the project under Existing Plus Project conditions. Additional figures showing the estimated ADT by phase of the project are provided in Appendix G. These planning-level estimates were used to determine likely daily volumes in comparison to Circulation Element ADT thresholds. Existing + Project Conditions Central Coast Transportation Consulting February 2016 39Avila Ranch Draft Transportation Impact Study Venture Drive Venture Drive is planned as a local residential street in the City’s Circulation Element. The project proposes a residential collector with two travel lanes, Class II bike lanes, a planter strip, and sidewalks on both sides of the street. This is inconsistent with the current General Plan designation of Venture Drive as a residential local road. The project proposal for Venture Drive meets the street type description of a residential collector and there are no impacts associated with the proposed designation other than General Plan consistency. The General Plan would need to be amended to designate Venture Drive as a residential collector. Assuming completion of all phases the forecast ADT of Venture Drive under the Existing Plus Project scenario would exceed 4,000 vehicles if Horizon Lane is not extended to Suburban Road. This is above the Circulation Element threshold of 3,000 daily vehicles for a residential collector street. The 3,000 vehicle threshold would be exceeded upon occupancy of Phase 4. The Horizon Lane connection to Suburban Road should be in place prior to occupancy of Phase 4 to maintain daily volumes below the Circulation Element threshold. The proposed geometry of Venture Drive is conducive of speeds higher than the Circulation Element desired maximum speed threshold. Traffic calming measures along Venture Drive would reduce speeding and implementation of a residential trip reduction program will assist in reducing volumes. The Vachell Lane/Venture Drive intersection would operate acceptably with its current configuration under all scenarios so no changes are recommended. Earthwood Lane Earthwood Lane is a local residential street in the City’s Circulation Element. The project proposes extending Earthwood Lane to the project as a residential collector with two travel lanes, Class II bike lanes, a planter strip, and sidewalks on both sides of the street. The project proposal for Earthwood Lane meets the street type description of a residential collector and there are no impacts associated with the proposed classification. Assuming completion of all phases the forecast ADT of Earthwood Lane under the Existing Plus Project scenario would exceed 4,000 vehicles if Horizon Lane is not extended to Suburban Road. This is above the Circulation Element threshold of 3,000 daily vehicles for a residential collector street. The 3,000 vehicle threshold would be exceeded upon occupancy of Phase 4. The Horizon Lane connection to Suburban Road should be in place prior to occupancy of Phase 4 to maintain daily volumes below the Circulation Element threshold. The proposed geometry of Earthwood Lane is conducive of speeds higher than the Circulation Element desired maximum speed threshold. Traffic calming measures along Earthwood Lane would reduce speeding. Horizon Lane The City’s Circulation Element identifies Horizon Lane as a planned local residential street south of Suburban Road and as a planned commercial collector street north of Suburban Road. The project proposes a residential collector with two travel lanes, Class II bike lanes, a planter strip, and sidewalks on both sides of the street. This is inconsistent with the current General Plan designation of Horizon Lane as a residential local street. Assuming completion of all phases and the extension of Horizon Lane to connect Buckley Road to Tank Farm Road the forecast ADT of Horizon Lane under the Cumulative Plus Project scenario is Existing + Project Conditions Central Coast Transportation Consulting February 2016 40Avila Ranch Draft Transportation Impact Study approximately 4,000 vehicles. This is within the Circulation Element threshold for a residential arterial street. The project proposal for Horizon Lane meets the street type description of a residential collector. The General Plan and project plans would need to be amended to designate Horizon Lane as a residential arterial and the roadway would need to meet design standards for that classification. Suburban Road Suburban Road is currently designated as a local commercial street with two travel lanes serving residential and commercial areas in the City’s Circulation Element. The project proposes two connections to Suburban Road via Earthwood Lane prior to phase 1 and Horizon Lane prior to Phase 4. The Existing plus Project forecasted volume (10,000 ADT) on Suburban Road would exceed the Circulation Element maximum thresholds for a local commercial street (5,000 ADT). Suburban Road would need to be reclassified to a commercial collector and is consistent with the street type definition of this classification. Suburban Road provides pedestrian access from the Project area to the nearby commercial center, from Earthwood Lane to S. Higuera. However Suburban Road has gaps in sidewalk connectivity and ADA accessible ramps which result in a substandard pedestrian level of service. These gaps in sidewalk connectivity and ADA accessible ramps should be completed. Vachell Lane Vachell Lane is currently designated as a local commercial street with two travel lanes serving residential and commercial areas in the City’s Circulation Element. The project proposes to restrict access to right turns only at Higuera and Vachell and provide two connections to Vachell Lane, via Venture and Earthwood. Cumulative plus Project volumes (7,000 ADT) on Vachell Lane would exceed General Plan thresholds for a local commercial street (5,000 ADT), Vachell would need to be reclassified to a commercial collector, Vachell is consistent with the street type definition of a commercial collector. The bicycle transportation plan calls for Class I bike lanes on Vachell Lane from Buckley to Higuera St., these planned bike lanes provide an important connection from the Project area to the rest of the bicycle transportation network. However, the project only proposes to construct Class II lanes from Buckley Road to just north of Vachell & Earthwood Intersection. The project should complete the full Class II connection between Buckley and Higuera. Buckley Road Buckley Road is planned as an arterial street in the City’s Circulation Element. The project proposes the extension of Buckley Road to S Higuera Street. The forecast volume on Buckley Road under Existing Plus Project conditions is approximately 8,000 ADT and the forecasted LOS is B, both satisfying the General Plan thresholds. The Vachell Lane/Buckley Road intersection would be served adequately by side-street stop control on the Vachell Lane approach through Near Term conditions with relatively low delays. The Project Entry/Buckley Road intersection would be served adequately by side-street stop control on the Project Entry approach with low delays under all scenarios. Buckley Road Bicycle Facilities The development plan shows cross sections along multiple segments of Buckley Road. East of Vachell Lane Buckley Road would provide Class II on-street bike lanes that are five feet wide, and a 12 foot wide Class I path. Appendix C of the City’s Bicycle Transportation Plan notes that Class II lanes should Existing + Project Conditions Central Coast Transportation Consulting February 2016 41Avila Ranch Draft Transportation Impact Study be at least eight feet wide for facilities like Buckley Road with speeds over 45 MPH. The proposed cross section is inconsistent with this standard. The development plan shows both Class I and Class II facilities parallel to Buckley Road west of Vachell Lane on Figure P-11, the Circulation Plan. However, the cross sections for this segment do not show Class I or Class II facilities. This segment of Buckley Road will provide an important connection to the planned trailhead at the Octagon Barn. The Circulation Plan and associated cross sections should be modified to ensure safe and convenient paths of travel for cyclists riding from the Octagon Barn to the Class I network proposed on the Project site. When Buckley Road is extended, dedicated southbound right and left turn lanes should be installed at this intersection to reduce side-street delays. Along Buckley Road, dedicated eastbound left and westbound right turn lanes are recommended to channelize vehicle flows and allow deceleration out of the traffic stream on this 55 mile per hour facility. On-Site Intersections & Access Points The development plan shows three roundabouts on the site. Single lane roundabouts will be adequate for these intersections. Where collector roads intersect with local roads the local roads should be side- street stop controlled. Local intersections are proposed within close proximity to the intersection of Earthwood Lane/Venture Drive. Closely spaced intersections can create safety issues by increasing conflicts within the functional area of the intersection. Access points for the high density residential on Earthwood Lane and the neighborhood commercial on Horizon Lane are not defined at this time. These access points should be located per guidance provided in the FHWA Access Management manual to minimize conflicts points. Sight Distance Detailed roadway designs are not available at this time given the planning nature of the Project. Once construction documents are prepared they should be reviewed to ensure adequate sight distances at intersections and driveways. Intersections and driveways located on the inside of horizontal curves and near crest vertical curves should be avoided. PROJECT PHASING The project would be developed in six phases as shown on Figure 2. The residential components of the project would be spread among Phases 1-5, with neighborhood commercial and higher density residential components planned as Phase 6. Internal streets are proposed to be constructed as part of each respective phase. Access to the development is proposed via Venture Drive and Earthwood Lane as part of Phase 1, the Buckley Road extension is proposed as part of Phase 2, and the connection of Horizon/Jesperson to Buckley as part of Phase 4. The project does not propose to complete the planned connection of Horizon Lane to the north towards Suburban Road. Phasing Impacts and their respective mitigation are summarized below, followed by more detailed analysis: Existing + Project Conditions Central Coast Transportation Consulting February 2016 42Avila Ranch Draft Transportation Impact Study Phases Impact Mitigation 1-6 Sequencing is not specified in the project description. Developing phases in an order not consistent the phase numbering will invalidate this analysis and the recommended impacts. Sequencing of the development phases shall be done in the order of the phase numbering 1 & 2 Extending Buckley Road to S Higuera Street as a part of Phase 2 along with other conditions will result in significant cut- thru traffic within the neighborhood causing volumes to exceed General Plan ADT thresholds. Provide only emergency vehicle and pedestrian /bicycle connections to Vachell Lane and provide public vehicle access only via Earthwood and Suburban for Phase 1. As part of Phase 2 implement turn restrictions at Vachell Lane/S Higuera Street, extend Buckley Road, and remove access restrictions to provide project connectivity at Vachell Lane. Constructing Buckley at Phase 2 will not provide a bicycle route connection to Phase 1 of the Project. Construct Class II bike lanes on Vachell lane from Buckley Road to Higuera Street prior to Phase 1 occupancy. 4 Phase 4 will generate volumes that trigger Earthwood Lane to exceed General Plan ADT thresholds. Complete the Horizon lane connection to the north to provide a second route to Suburban Lane prior to Phase 4. Connecting Horizon Lane to Buckley Road without frontage improvements on Buckley Road will create discontinuous bicycle and pedestrian access to the project from Buckley Road. Complete Buckley Road frontage improvements as part of Phase 4. The figures in Appendix G, some of which are reproduced below, show planning-level segment volumes under Existing conditions plus each sequential phase of the project. Because the project site is not isolated it is not possible to accurately forecast detailed segment volumes for all street segments and each phase beyond the first phase due to the unknown timing of other developments throughout the City, so these estimates should be used with caution. Phases 1 and 2 As part of Phase 1 the project proposes left turn restrictions at Higuera Street/Vachell Lane and provide access points via Earthwood Lane and Venture Drive. The Buckley Road extension is proposed as a part of Phase 2. Table 17 below illustrates the auto intersection operating conditions for Existing and Existing Plus Project Phase 1 conditions without the Buckley Road extension. Drivers who turn left to or from Vachell Lane were diverted to Venture Drive, Earthwood Lane, and Suburban Road. All of the study intersections operate at an acceptable service level with the project proposed improvements with the exception of Buckley Road/Highway 227 which operates at LOS D both with and without Phase 1. With the proposed restriping and protected signal phasing to the Suburban Road/S Higuera Street intersection in place no queueing issues are anticipated. Existing + Project Conditions Central Coast Transportation Consulting February 2016 43Avila Ranch Draft Transportation Impact Study The proposal to not construct the Buckley extension prior to Phase 1 along with existing and new traffic patterns will cause existing traffic along Buckley Road and Vachell Lane to reroute through the development via Venture Drive, Earthwood Lane, and Suburban Road. Constructing Buckley Road after Phase 1 can be accommodated without any expected level of service impacts; however there are potentially significant impacts associated with General Plan consistency and residential street design standards which are summarized below. 1. Approximately 2,000 daily vehicles would be re-routed through the project until the Buckley Road extension is in place. This volume, in addition to the Phase 1 volume currently projected on Venture Drive and Earthwood Lane (approximately 500 daily vehicles) nears the Circulation Element residential collector threshold of 3,000 ADT. If Phase 2 of the project Intersection V/C1 Delay2 LOS3 V/C1 V/C Delta Delay 2 LOS3 AM 0.81 18.1 B 0.81 0.00 18.2 B PM 0.91 29.0 C 0.92 0.01 29.3 C AM 0.83 12.5 B 0.84 0.01 12.5 B PM 0.72 11.9 B 0.75 0.03 11.8 B AM 0.59 20.9 C 0.59 0.00 20.9 C PM 0.75 24.9 C 0.75 0.00 24.9 C AM 0.59 12.9 B 0.59 0.00 12.9 B PM 0.81 21.4 C 0.81 0.00 21.4 C AM 0.55 16.7 B 0.56 0.01 16.8 B PM 0.73 21.3 C 0.74 0.01 21.4 C AM 0.62 25.8 C 0.63 0.01 26.0 C PM 0.70 23.9 C 0.70 0.00 24.0 C AM 0.49 0.4 (16.3)A (C) 0.49 0.00 0.4 (18.9)A (C) PM 0.46 0.6 (18.3)A (C) 0.46 0.00 0.5 (21.6)A (C) AM 0.50 5.6 A 0.66 0.16 9.1 A PM 0.70 11.1 B 0.78 0.08 17.5 B AM 1.41 (>200)C (F) 0.43 -0.98 0.7 (17.1)A (C) PM 1.44 (>200)C (F) 0.44 -1.00 0.4 (13.3)A (B) AM 0.74 16.8 B 0.74 0.00 17.2 B PM 0.83 17.6 B 0.84 0.01 18.0 B AM PM AM 0.38 0.0 A 0.39 0.01 7.3 A (B) PM 0.27 0.0 A 0.28 0.01 5.9 A (B) AM 0.01 0.01 6.8 (8.5) A PM 0.13 0.13 0.1 A (B) AM 0.76 19.1 B 0.76 0.00 19.2 B PM 0.88 35.7 D 0.88 0.00 35.8 D 3. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay. Unacceptable operations shown in bold text. Peak Hour 14. Buckley Road/ Highway 227 Existing + Project Phase 1 1. Los Osos Valley Road/ US 101 SB 2. Los Osos Valley Road/ US 101 NB 5. Prado Road/ S Higuera Street 6. Tank Farm Road/ S Higuera Street Table 17: Existing and Existing Plus Project Phase 1 Intersection Levels of Service 1. Volume to capacit y ratio reported for worst movement. 2. HCM 2010 average control delay in seconds per vehicle. Future Intersection 9. Vachell Lane/S Higuera Street 10. Los Osos Valley Road/S Higuera Street 11. Buckley Road/ S Higuera Street Future Intersection 12. Buckley Road/ Vachell Lane 13. Buckley Road/ Project Entrance Future Intersection 3. South Street/ S Higuera Street 4. Madonna Road/ S Higuera Street 7. Tank Farm Road/ Horizon Lane 8. Suburban Road/ S Higuera Street Existing No Project Existing + Project Conditions Central Coast Transportation Consulting February 2016 44Avila Ranch Draft Transportation Impact Study and the Buckley Road extension are delayed or abandoned ambient traffic growth could result in daily volumes above the Circulation Element threshold. 2. Rerouted traffic will include commercial trucks, trailers, and other heavy vehicles. Residential Collector Street design standards do not accommodate this type of traffic, which would negatively affect the livability of these residential streets. This impact will continue to worsen with ambient traffic growth until the Buckley Road connection is completed. If Phase 2 of the project and the Buckley Road extension is delayed or abandoned this type of incompatible traffic would continue. 3. Without the Buckley Road extension there is no bicycle route connectivity to the Phase 1 development due to discontinuities in the bikeway network on Vachell Lane and Suburban Road. The recommended mitigation for items 1 and 2 above is to only provide emergency vehicle and Bicycle/Pedestrian connections to Vachell lane. Public vehicle access would be provided only via Earthwood lane for Phase 1. The recommended mitigation for item 3 is to install Class II bike lanes on Vachell lane from Buckley Road to S Higuera Street. Then as part of Phase 2 implement turn restrictions at Vachell Lane/S Higuera Street, extend Buckley Road, and remove the Phase 1 access restrictions at Vachell Lane. This will temporarily defer the need to install turning restrictions at Vachell and insulate Phase 1 from cut-thru traffic. Suburban Drive and Earthwood Lane segments can accommodate all of Phase 1 project traffic without exceeding Circulation Element maximum volume thresholds. Phase 3 Combined, Phases 1-3 of the project would generate approximately 2,500 daily trips which would be distributed to the local roadways as shown in the image below. These volumes in addition to cut-through traffic are expected to remain below the General Plan thresholds for a residential collector. Existing + Project Conditions Central Coast Transportation Consulting February 2016 45Avila Ranch Draft Transportation Impact Study Phase 4 The image below shows that Phases 1-4 of the project would generate approximately 3,700 daily trips spread among the project’s roadway network. With the addition of through traffic Earthwood Lane is expected to exceed the Circulation Element threshold of 3,000 daily vehicles for residential collectors. The recommended mitigation for this impact is to connect Horizon lane to the north proving an additional access point to Suburban prior to occupancy of Phase 4. The project proposes to connect Horizon Lane to Buckley Road as part of Phase 4, this will provide the primary project access to Buckley Road along the project frontage. However the project would not construct the Buckley Road frontage improvements which include the sidewalk and bicycle connections until Phase 6. This will create a discontinuous path of travel to and from the project access point for bicycles and pedestrians. The recommended mitigation for this impact is to construct Buckley Road frontage improvements as part of Phase 4. Phases 5 and 6 No phasing impacts have been identified for Phases 5 and 6. The project description does not provide information on the sequencing of the phases. This analysis assumes that the development will occur in the order of the phase numbering. Sequencing of the development phases shall be done in the order of the phase numbering to ensure the validity of this analysis and the efficacy of the mitigation measures Existing + Project Conditions Central Coast Transportation Consulting February 2016 46Avila Ranch Draft Transportation Impact Study Near Term Conditions  Near term conditions represent conditions with approved and pending development and roadway improvement projects in place. NEAR TERM VOLUME FORECASTS A list of approved, pending, and reasonably foreseeable projects was obtained from City staff. These projects were added to the TDM. The following roadway improvements were assumed to be in place under Near Term Conditions:  Los Osos Valley Road interchange improvements in place with a widened overcrossing. This project is currently under construction. This project includes continuous sidewalks and Class II bike lanes between the US 101 ramps and S Higuera Street on Los Osos Valley Road as well as improved pedestrian facilities at the ramp junctions. The overcrossing will be widened to provide four travel lanes and improved bicycle and pedestrian facilities.  A new north/south connector in place between Prado Road and Tank Farm Road, with a connection to the proposed project. Part of this connection is planned as a with the Coker/Ellsworth and Chevron Tank Farm Phase 1 projects. Additional right of Way along the current Horizon Lane will be needed to complete this connection.  Horizon Lane would be extended from Suburban Road to the project.  The southbound left turn pocket at the Prado Road/S Higuera Street will be extended to 250 feet and pedestrian countdown heads with audible/tactile pushbuttons will be added. These improvements are a part of the conditions of approval for Tract 2353. Near term traffic forecasts were developed using the TDM. Project trips were added to the network using the methods described in the Existing Plus Project section. The project trip assignment was modified slightly to reflect changes to traffic patterns expected with the Horizon Lane connector to Tank Farm Road. Figures 7, 8, and 9 show the near term volumes. NEAR TERM TRANSPORTATION CONDITIONS 1. Automobile Mode Table 18 summarizes auto LOS at the study intersections under Near Term conditions both with and without the project. The following intersections would operate below the desired service level:  #1 Los Osos Valley Road/US 101 SB would operate at LOS D during the PM peak hour both with and without the project. The addition of project traffic does not change the service level, so no mitigation is required.  #7 Tank Farm Road/Horizon Lane: the northbound approach would operate at LOS F both with and without the project. Installation of a northbound right turn lane would improve the level of service to an acceptable level.  # 14 Buckley Road/Highway 227 would operate at LOS D during the PM peak hour both with and without the project. The addition of project traffic increases delay at this Caltrans controlled intersection. Installation of a second north and southbound through lane and second northbound left turn lane would provide LOS C or better operations. Near Term Conditions Central Coast Transportation Consulting February 2016 47Avila Ranch Draft Transportation Impact Study Intersection Peak Hour V/C 1 Delay2 (sec/veh) LOS 3 V/C1 V/C Delta Delay2 (sec/veh) LOS 3 AM 0.71 17.4 B 0.72 0.01 17.5 B PM 0.78 39.2 D 0.79 0.01 39.2 D AM 0.77 20.7 C 0.77 0.00 21.5 C PM 0.76 13.1 B 0.76 0.00 13.6 B AM 0.67 23.5 C 0.67 0.00 23.5 C PM 0.83 36.4 D 0.84 0.01 36.9 D AM 0.65 14.2 B 0.65 0.00 14.3 B PM 1.21 36.3 D 1.23 0.02 36.1 D AM 0.63 20.4 C 0.64 0.01 21.1 C PM 0.77 25.8 C 0.79 0.02 27.6 C AM 0.73 39.4 D 0.74 0.01 40.2 D PM 0.79 29.4 C 0.81 0.02 29.7 C AM 0.65 3.3 (92.5)A (F) 0.75 0.10 1.4 (24.9)A (C) PM 0.75 4.6 (120.1)A (F) 0.89 0.14 2.5 (24.6)A (C) AM 0.60 6.3 A 0.70 0.10 15.1 B PM 0.80 12.9 B 1.16 0.36 19.5 B AM 2.81 80.1 (>200)F (F) 0.52 -2.29 1.2 (24.2)A (C) PM 2.27 46.2 (>200)D (F) 0.51 -1.76 0.5 (15.9)A (C) AM 0.69 16.9 B 0.76 0.07 19.2 B PM 0.91 22.6 C 0.92 0.01 25.2 C AM 0.42 0.42 5.8 A PM 0.73 0.73 7.5 A AM 0.39 7.1 (11.7) A (B) 0.59 0.20 9.7 (16.4) A (C) PM 0.28 5.8 (10.6) A (B) 0.51 0.23 8.4 (15.6) A (C) AM 0.10 0.10 2.8 (10.0) A (B) PM 0.16 0.16 1.2 (11.2) A (B) AM 0.80 22.2 C 0.80 0.00 22.8 C PM 0.91 45.1 D 0.91 0.00 46.6 D Future Intersection 5. Prado Road/S Higuera Street Near Term Near Term + Project 1. Los Osos Valley Road/US 101 SB 2. HCM 2010 average control delay in seconds per vehicle. 3. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay. Unacce ptable operations shown in bold text. 6. Tank Farm Road/S Higuera Street 7. Tank Farm Road/Horizon Lane 8. Suburban Road/S Higuera Street 9. Vachell Lane/S Higuera Street 10. Los Osos Valley Road/S Higuera Street 11. Buckley Road/S Higuera Street Future Intersection 14. Buckley Road/Highway 227 Table 18: Near Term Intersection Auto Levels of Service 12. Buckley Road/Vachell Lane 13. Buckley Road/Project Entrance 1. Volume to capacity ratio reported for worst movement. 2. Los Osos Valley Road/US 101 NB 3. South Street/S Higuera Street 4. Madonna Road/S Higuera Street Near Term Conditions Central Coast Transportation Consulting February 2016 48Avila Ranch Draft Transportation Impact Study Table 19 presents the auto segment LOS operating under Near Term and Near Term Plus Project conditions. Unacceptable operations are noted along the following segments:  Los Osos Valley Road would exceed capacity and operate at LOS F during the AM and PM peak hour from S Higuera Street to the end of sidewalks. This condition exists with the project during the AM peak hour and both with and without the project during the PM peak hour. This is due to high volumes using a single lane. North of Los Verdes Drive will widen to provide two lanes as a part of the interchange reconstruction that is currently underway. This segment is not expected to be a bottleneck to traffic flow as flows are constrained by the adjacent signals. No improvements are recommended to address this deficiency V/C Ratio OS Score LOS V/C Ratio OS Score LOS NB 0.56 2.55 B 0.77 2.55 B SB 0.44 2.55 B 0.44 2.55 B NB 0.31 2.55 B 0.37 2.55 B SB 0.82 2.55 B 0.89 2.55 B NB 0.52 3.27 C 0.54 3.27 C SB 0.30 3.27 C 0.30 3.27 C NB 0.37 3.27 C 0.39 3.27 C SB 0.60 3.27 C 0.62 3.27 C NB 0.44 2.86 C 0.48 2.86 C SB 0.25 2.86 C 0.26 2.86 C NB 0.38 2.86 C 0.40 2.86 C SB 0.45 2.86 C 0.49 2.86 C NB 0.86 3.19 C 1.01 3.19 F SB 0.91 3.19 C 0.94 3.19 C NB 1.58 3.19 F 1.68 3.19 F SB 0.67 3.19 C 0.76 3.19 C NB 0.43 3.19 C 0.50 3.19 C SB 0.91 3.19 C 0.94 3.19 C NB 0.79 3.19 C 0.84 3.19 C SB 0.67 3.19 C 0.76 3.19 C NB 0.31 2.45 B 0.47 2.45 B SB 0.47 2.68 B 0.54 2.68 B NB 0.28 2.45 B 0.38 2.45 B SB 0.34 2.68 B 0.51 2.68 B 1. HCM 2010 auto score and LOS. S HigueraStreet - Buckley Road to LOVR AM PM S HigueraStreet - LOVR to Suburban Road AM PM S HigueraStreet - Suburban Road to Tank Farm Road AM PM LOVR - S Higuera Street to 450' north of Los Verdes Drive AM PM LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps AM PM Buckley Road - S Higuera Street to Project Entrance AM PM Table 19: Near Term Plus Project Segment Auto Levels of Service Segment Near Term Near Term + Project Direction Near Term Conditions Figure 7: Near Term Projects Legend: x - Study Intersection- Project Site - Future Road- Near Term Projects 1 2 7 3 5 4 6 8 910 14 11 12 13 Avila Ranch Figure 8: Near Term Volumes 1 2 7 3 5 4 6 8 910 14 11 12 13 Legend: - Study Intersection - Project Site- AM(PM) Peak Hour Traffic Volumes - Future Roadx 1. 3. 2. 4.5.6. 7.8.9.10. 12.13.14.11. Avila Ranch Figure 9: Near Term Plus Project Volumes 1 2 7 3 5 4 6 8 910 14 11 12 13 Legend: - Study Intersection - Project Site- AM(PM) Peak Hour Traffic Volumes - Future Roadx 1. 3. 2. 4.5.6. 7.8.9.10. 12.13.14.11. Central Coast Transportation Consulting February 2016 52Avila Ranch Draft Transportation Impact Study Table 20 shows the 95th percentile queues for key movements at the study intersections. Detailed queuing information is provided in Appendix B. Intersection Movement 2 Near Term NT + Project AM 297 315 PM 168 214 AM 261 267 PM 168 325 AM 59 60 PM 234 254 AM 221 223 PM #313 #320 AM 116 116 PM #523 #523 AM 282 282 PM #327 #327 AM 159 176 PM 378 396 AM 241 244 PM #524 #534 AM #331 #331 PM #420 #420 AM 66 49 PM 203 161 AM 28 #103 PM 33 #169 AM 401 419 PM 327 386 AM 107 104 PM #515 #511 AM 273 277 PM #156 #174 AM #1123 #1128 PM 236 238 AM 368 371 PM #1113 #1117 1. Los Osos Valley Road/ US 101 SB SBT Trap 1. Queue length that would not be exceeded 95 percent of the time. Queues are reported only for turning movements where queues exceed storage capacit y. 10. Los Osos Valley Road/ S Higuera Street EBL Trap #. 95th percentile volume exceeds capacity, queue may be longer. 5. Prado Road/ S Higuera Street SBL 160 6. Tank Farm Road/ S Higuera Street WBL Trap SBL 250 3. 'Trap' denotes design where the throu gh lane terminates in a turn lane. Trap NBL 250 SBT NBL 160 360 NBT Trap SBR Trap 14. Buckley Road/ Highway 227 NBL Table 20: Near Term Plus Project Queues WBL 150 95th Percentile Queues (feet)1 280WBL 4. Madonna Road/S Higuera Street TrapEBL 3. South Street/ S Higuera Street NBR 130 2. Los Osos Valley Road shown as running north/south at the US 101 ram p junctions. 8. Suburban Road/ S Higuera Street WBL/R 170 Peak Hour Storage Length3 Near Term Conditions Central Coast Transportation Consulting February 2016 53Avila Ranch Draft Transportation Impact Study Queuing issues and improvements to address them are dicussed below: All of the queue mitigations discussed in the Existing Plus Project section would apply to Near Term conditions. Only new impacts are discussed below. 2. Pedestrian and Bicycle Modes There are no reported changes in LOS for pedestrian intersection operations. The respective table is provided in Appendix D. Table 21 summarizes the bicycle intersection operations under Near Term Plus Project conditions. The following bicycle deficiencies are reported:  #6 Tank Farm Road/S Higuera Street: the westbound direction operates at LOS E for bicycles both with and without the project during the PM peak hour. The City’s Bicycle Transportation Plan (BTP) includes Class I paths from Buckley Road through the project site to planned Class I path parallel to Tank Farm Road. Installation of these paths would provide an alternative route for cyclists allowing them to bypass this intersection.  #10 Los Osos Valley Road/S Higuera Street: The addition of project traffic degrades the service level from LOS D without the project to LOS E with the project in the southbound direction during the PM peak hour. The Bob Jones Bike Trail provides a parallel route for cyclists between Prado Road and Los Osos Valley Road, allowing them to avoid this intersection. The City’s BTP also includes a planned Class I facility connecting Los Osos Valley Road near the US 101 interchange to S Higuera Street near the planned Buckley Road/S Higuera Street intersection. The planned Class I connection between Buckley Road and Tank Farm Road would also provide a parallel route allowing cyclists to avoid this intersection.  #14 Buckley Road/Highway 227: the northbound direction operates at LOS E during the PM peak hour both with and without the project. Caltrans does not have a significance threshold for non-auto modes. However, implementation of the City’s BTP would improve this condition by adding a Class I path and Class II lanes to the extent Buckley Road. Detailed LOS calculation sheets are provided in Appendix B. Location Queuing Impact Mitigation 10. Los Osos Valley Road/S Higuera Street The eastbound left turn movement exceeds capacity during the AM peak hour only under the Near Term Plus Project with Business Park scenario. Adding a second southbound right turn lane would address both impacts. This project is not currently included in the City’s Transportation Impact Fee program. Alternatively, extending Prado Road to Broad Street and constructing the Prado Road interchange would shift traffic away from this intersection and reduce these queues. The southbound right turn lane exceeds capacity during the PM peak hour both with and without the project. Near Term Conditions Central Coast Transportation Consulting February 2016 54Avila Ranch Draft Transportation Impact Study Intersection LOS Score LOS LOS Score LOS NB 2.73 B 2.78 C SB 2.75 B 2.76 C WB3.97D4.01D NB 3.10 C 3.13 C SB 3.19 C 3.23 C WB3.91D4.02D NB 3.17 C 3.26 C SB 3.19 C 3.22 C EB 3.00 C 3.00 C NB 3.60 D 3.66 D SB 3.20 C 3.31 C EB 3.00 C 3.00 C NB 2.19 B 2.23 B SB 1.82 A 1.83 A EB 2.95 C 2.95 C WB2.82C2.83C NB 2.47 B 2.50 B SB 1.91 A 1.95 A EB 3.01 C 3.01 C WB3.22C3.23C NB 1.18 A 1.21 A SB 2.14 B 2.15 B EB 3.56 D 3.56 D WB1.24A1.24A NB 1.70 A 1.72 A SB 2.50 B 2.55 B EB 3.13 C 3.13 C WB1.38A1.38A NB 1.48 A 1.55 A SB 1.81 A 1.83 A EB 3.00 C 3.01 C WB2.92C2.92C NB 1.92 A 1.97 A SB 1.80 A 1.85 A EB 2.80 C 2.82 C WB3.21C3.22C NB 1.88 A 1.96 A SB 1.49 A 1.51 A EB 2.88 C 2.88 C WB2.36B2.37B NB 3.21 C 3.26 C SB 3.07 C 3.14 C EB 2.77 C 2.77 C WB 4.32 E 4.34 E EB WB EB WB NB 2.38 B 2.44 B SB 2.00 A 2.01 B WB1.78A1.73A NB 2.03 B 2.07 B SB 2.46 B 2.56 B WB2.47B2.09B NB SB NB SB NB 2.08 B 2.30 B SB 2.81 C 2.79 C EB 2.12 B 2.15 B NB 1.77 A 1.82 A SB 4.17 D 4.25 D EB 1.82 A 1.93 A NB 2.81 CSB2.60 B WB 2.46 B NB 2.49 B SB 3.20 C WB 2.33 B EB WB EB WB EB WB EB WB NB 4.31 E 4.32 E SB 3.11 C 3.11 C EB 2.44 B 2.46 B WB2.32B2.32B NB 2.92 C 2.94 C SB 4.12 D 4.13 D EB 2.74 B 2.76 C WB2.37B2.37B AM PM 3. South Street/S Higuera Street AM PM Table 21: Near Term Intersection Bicycle Levels of Service Peak Hour Near Term 2. Los Osos Valley/US 101 NB AM PM N/A N/A N/A N/A AM PM Near Term + Project 1. Los Osos Valley/US 101 SB AM PM Direction 4. Madonna Road/S Higuera Street 8. Suburban Road/S Higuera AM PM 5. Prado Road/S Higuera Street AM 14. Buckley Rd/ Highway 227 11. Buckley Rd/S Higuera Street AM AM PM 6. Tank Farm Road/S Higuera Street 9. Vachell Lane/S Higuera Street AM PM PM AM 7. Tank Farm Road/Horizon Lane 10. Los Osos Valley/S Higuera AM PM N/A N/A N/A N/A AM PM 2. The 2010 HCM does not establish LOS standards for bicycles at two-way stop-controlled intersections. 1. HCM 2010 bicycle score and LOS. PM Future Intersection 12. Buckley Road/Vachell Lane 13. Buckley Road/Project Entrance AM PM Future Intersection PM Near Term Conditions Central Coast Transportation Consulting February 2016 55Avila Ranch Draft Transportation Impact Study Pedestrian and Bicycle Segment Analysis Table 22 summarizes the pedestrian segment analysis, with detailed results provided in Appendix C. The following roadway segments would operate below the pedestrian threshold level under Near Term Plus Project conditions:  S Higuera Street from Los Osos Valley Road to Suburban Road operates at LOS D in the southbound direction during the PM peak hour both with and without the project. This is primarily due to the high vehicle volumes on S Higuera Street and no sidewalks on the east die. The project would provide on-site Class I path offering a parallel path of travel for pedestrians, thereby mitigating this impact.  Los Osos Valley Road from S Higuera Street to 450’ north of Los Verdes Drive would operate at LOS E in the northbound direction during the PM peak hour both with and without the project. Sidewalks are provided along this segment and the low service level is attributable to the high vehicle volumes on Los Osos Valley Road. The addition of project traffic is not expected to result in a noticeable degradation or contextually significant impact. LOS Score LOS LOS Score LOS NB 4.14 D 4.46 E SB 3.60 D 3.60 D NB 3.41 C 3.51 D SB 4.18 D 4.30 E NB 4.30 E 4.37 E SB 2.59 B 2.58 B NB 3.76 D 3.81 D SB 3.31 C 3.35 C NB 3.21 C 3.31 C SB 2.97 C 3.00 C NB 3.08 C 3.14 C SB 3.11 C 3.25 C NB 3.05 C 3.28 C SB 3.07 C 3.12 C NB 4.25 E 4.41 E SB 2.76 C 2.90 C NB 2.28 B 2.40 B SB 3.17 C 3.21 C NB 2.97 C 3.05 C SB 2.80 C 2.94 C NB 4.37 E 4.62 E SB 4.33 E 4.43 E NB 4.32 E 4.49 E SB 4.12 D 4.39 E 1. HCM 2010 pedestrian score and LOS. Table 22: Near Term Segment Pedestrian Levels of Service Direction AM PM AM PM AM PM S Higuera Street - Buckley Road to LOVR S Higuera Street - LOVR to Suburban Road S Higuera Street - Suburban Road to Tank Farm Road LOVR - S Higuera Street to 450' north of Los Verdes Drive LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps Buckley Road - S Higuera Street to Project Entrance Segment AM PM AM PM AM PM Near Term Near Term + Project Near Term Conditions Central Coast Transportation Consulting February 2016 56Avila Ranch Draft Transportation Impact Study There are no reported changes in LOS for bicycle segment operations. The respective table is provided in Appendix D. 3. Transit Mode Transit services under the Near Term conditions are not expected to change. A new transit stop at the intersection of Venture Drive/Vachell Lane or Earthwood Lane/Suburban Road would still be necessary to improve transit access consistent with the SRTP standards. The Project shall work with SLO Transit and the City to ensure direct pedestrian connections are provided to any future transit stops serving the project concurrent with each phase of the development, on-site transit stops are consistent with future transit route expansions, and that transit vehicles are allowed on appropriate internal project roads. The increased population resulting from the Project could result in increased transit funding to support future service increases.  Near Term Conditions Central Coast Transportation Consulting February 2016 57Avila Ranch Draft Transportation Impact Study Cumulative Conditions  Cumulative conditions represent build-out of the land uses in the region. CUMULATIVE VOLUME FORECASTS In addition to network changes assumed under Near Term conditions the following roadway network changes were assumed to be in place under Cumulative Conditions consistent with the City’s Circulation Element:  A full access freeway interchange will be constructed at Prado Road and U.S. 101 Freeway.  Prado Road will be extended to connect Madonna Road to Broad Street. Prado Road and South Higuera Street will be expanded to provide second east and westbound through lanes, new north and southbound right turn lanes, and dual left turn lanes on all approaches.  Buckley Road will be extended to S Higuera Street and turn restrictions will be implemented at Vachell Lane/S Higuera Street prohibiting left turns in and out of Vachell Lane.  With and without the Los Osos Valley Road bypass. This extension is dependent on a final feasibility study to be conducted as part of development of the parcels it would cross. The difference between the two scenarios only affects the intersections of LOVR at Higuera and Buckley at Higuera. An operational assessment of both those scenarios is provided in this section.  Tank Farm Road will be widened to four lanes between S Higuera Street and Broad Street.  Broad Street will be widened to four lanes between Aero Drive and Los Ranchos Drive. These improvements were assumed to be operational under Cumulative conditions. No other roadway network changes affecting the study locations were assumed to be in place under Cumulative conditions. Cumulative traffic volume forecasts, shown on Figure 10, were developed using the City’s Travel Demand Model, which includes planned network and land use changes expected upon buildout of the City’s General Plan. CUMULATIVE TRANSPORTATION CONDITIONS In addition to the Existing Plus Project impacts, as well as and Near Term Plus Project impacts, the and only list the additional stuff in near term. 1. Automobile Mode Table 23 summarizes the intersection LOS for autos under Cumulative Conditions. Unacceptable operations are noted at the following intersections:  #6 Tank Farm Road/S Higuera Street would operate at LOS F both with and without the project during the AM peak hour. Adding a second southbound left turn lane would improve operations to LOS C. This would slightly worsen pedestrian LOS, but it would remain acceptable at LOS C.  #7 Tank Farm Road/Horizon Lane: the northbound approach would operate at LOS E with the project during the AM peak hour, and this intersection would meet the peak hour signal warrant. Adding a northbound right turn lane would improve operations to an acceptable level and mitigate the impact. Cumulative Conditions Central Coast Transportation Consulting February 2016 58Avila Ranch Draft Transportation Impact Study  #10 LOVR & Higuera would operate at level of service F during the AM & PM peaks if the LOVR Bypass is not constructed. In lieu of constructing the LOVR Bypass the installation of a second NB left turn lane in addition to near term mitigation measures would provide LOS C operations which is within General Plan thresholds.  #12 Buckley Road/Vachell Lane: the southbound approach would operate at LOS F during the PM peak hour with the project in place and would meet the peak hour signal warrant. Installation of a traffic signal or a single lane roundabout would provide acceptable operations.  #14 Buckley Road/Highway 227 would operate at LOS E or worse during the AM and PM peak hours both with and without the project. Installation of a second north and southbound through lane and second northbound left turn lane would provide LOS C or better operations. Cumulative Conditions Central Coast Transportation Consulting February 2016 59Avila Ranch Draft Transportation Impact Study Intersection Peak Hour V/C 1 Delay2 (sec/veh) LOS 3 V/C1 V/C Delta Delay2 (sec/veh) LOS 3 AM 0.76 2.5 A 0.78 0.02 2.7 A PM 0.85 4.5 A 0.90 0.05 7.8 A AM 0.69 15.1 B 0.69 0.00 14.9 B PM 0.70 11.6 B 0.70 0.00 11.6 B AM 0.59 21.4 C 0.59 0.00 21.5 C PM 0.78 25.8 C 0.79 0.01 26.1 C AM 0.66 14.2 B 0.66 0.00 14.2 B PM 0.85 21.8 C 0.86 0.01 22.1 C AM 0.98 41.0 D 0.99 0.01 43.3 D PM 0.91 37.4 D 0.96 0.05 39.9 D AM 1.15 98.4 F 1.19 0.04 97.2 F PM 0.77 27.0 C 0.80 0.03 27.5 C AM 0.51 1.8 (34.1)A (D) 0.53 0.02 2.2 (35.7)A (E) PM 0.47 1.5 (19.7)A (C) 0.47 0.00 1.9 (20.7)A (C) AM 0.70 6.9 A 1.05 0.35 17.9 B PM 0.79 14.7 B 1.45 0.66 22.1 C AM 0.62 2.4 (33.9)A (D) 0.76 0.14 3.8 (47.5)A (E) PM 0.50 0.7 (14.7)A (B) 0.52 0.02 0.9 (16.6)A (C) AM 0.77 20.3 C 0.78 0.01 20.6 C PM 0.93 27.2 C 0.96 0.03 30.1 C AM 0.65 13.7 B 0.56 -0.09 14.7 B PM 0.99 36.3 D 0.92 -0.07 37.7 D AM 0.41 4.8 (21.2)A (C) 0.56 0.15 6.6 (24.8)A (D) PM 0.66 6.7 (34.9)A (D)1.00 0.34 17.8 (84.2)B (F) AM 0.20 0.20 1.3 (13.1)A (B) PM 0.42 0.42 1.1 (20.0)A (C) AM 0.70 16.3 B 0.66 -0.04 19.3 B PM 0.92 35.3 D 0.99 0.07 39.8 D Cumulative + Project 1. Los Osos Valley Road/US 101 SB 2. Los Osos Valley Road/US 101 NB 12. Buckley Road/Vachell Lane Table 23: Cumulative Intersection Auto Levels of Service 4. Madonna Road/S Higuera Street 5. Prado Road/S Higuera Street 3. South Street/S Higuera Street 10. Los Osos Valley Road/S Higuera Street 11. Buckley Road/S Higuera Street Cumulative 6. Tank Farm Road/S Higuera Street 13. Buckley Road/Project Entrance 14. Buckley Road/Highway 227 1. Volume to capacity ratio reported for worst movement. 8. Suburban Road/S Higuera Street 9. Vachell Lane/S Higuera Street 7. Tank Farm Road/Horizon Lane Future Intersection 3. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay. Unacceptable operations shown in bold text. 2. HCM 2010 average control delay in seconds per vehicle. Cumulative Conditions Central Coast Transportation Consulting February 2016 60Avila Ranch Draft Transportation Impact Study No changes in LOS are reported between the Cumulative and the Near Term scenarios for auto segment operations. Intersection Peak Hour V/C 1 Delay2 (sec/veh) LOS V/C 1 V/C Delta Delay2 (sec/veh) LOS AM 0.83 23.8 C 0.87 0.04 23.5 C PM 1.36 106.3 F 1.43 0.07 113.4 F AM 0.74 15.5 B 0.79 0.05 18.1 B PM 0.78 17.6 B 0.79 0.01 18.5 B Table 23a: Cumulative Intersection Without LOVR Bypass Auto Levels of Service Cumulative Cumulative + Project 10. Los Osos Valley Road/S Higuera Street 11. Buckley Road/S Higuera Street 1. Volume to capacity ratio reported for worst movement. 2. HCM 2010 average control delay in seconds per vehicle. Cumulative Conditions 1 2 7 3 5 4 6 8 910 14 11 12 13 Avila Ranch Figure 10: Cumulative Plus Project Volumes Legend: - Study Intersection - Project Site- AM(PM) Peak Hour Traffic Volumes - Future Roadx 1. 3. 2. 4.5.6. 7.8.9.10. 11.12.13.14. Central Coast Transportation Consulting February 2016 63Avila Ranch Draft Transportation Impact Study Table 24 summarizes the peak hour queues under Cumulative conditions. Intersection Movement 2 Cumulative CM + Project AM 0 0 PM #3 #81 AM 36 38 PM 283 293 AM #120 #120 PM #347 #347 AM256 256 PM 268 268 AM #194 #214 PM #320 #335 AM #211 #211 PM #175 #175 AM #129 #130 PM 153 154 AM #478 #518 PM 46 58 AM 204 #205 PM #496 #508 AM #740 #740 PM #385 #385 AM 116 74 PM 228 192 AM #183 #207 PM #134 #215 AM 74 87 PM #876 #922 AM 48 71 PM #230 #250 AM 55 55 PM #270 #270 AM 122 125 PM 122 #140 AM 48 81 PM 111 239 AM #308 #417 PM #432 #467 AM 27 43 PM #370 #396 1. Queue length that would not be exceeded 95 percent of the time. Queues are reported only for turning movements where queues exceed storage capacity. SBR Trap 11. Buckley Road/S Higuera WBL 150 NBL 150 10. Los Osos Valley Road/ S Higuera 6. Tank Farm Road/ S Higuera Street 8. Suburban Road/ S Higuera Street WBL/R 170 SBL 160 NBR 130 3. South Street/ S Higuera Street EBL Trap NBL 250 3. 'Trap' denotes design where the throu gh lane terminates in a turn lane. #. 95th percentile volume exceeds capacity, queue may be longer. 12. Vachell Lane/Buckley Road SBL Trap 14. Buckley Road/ Highway 227 NBL 360 EBR 150 NBL 2. Los Osos Valley Road shown as running north/south at the US 101 ram p junctions. SBL 150 NBR 100 WBL Trap 4. Madonna Road/S Higuera Street 5. Prado Road/ S Higuera Street 1. Los Osos Valley Road/ US 101 SB TrapSBT SBL 250 SBL 125 WBL 150 160 Table 24: Cumulative Plus Project Queues 95th Percentile Queues (feet)1Storage Length3 Peak Hour Cumulative Conditions Central Coast Transportation Consulting February 2016 64Avila Ranch Draft Transportation Impact Study In addition to Existing and Near Term scenarios, Cumulative Queuing issues and improvements to address them are dicussed below: 2. Pedestrian and Bicycle Modes Tables 25 and 26 summarizes the bicycle and pedestrian intersection and segment operations under Cumulative conditions. No pedestrian intersection deficiences are noted at City controlled intersections, but the following bicycle intersection deficiencies are reported: Intersection Movement 2 Cumulative CM + Project AM 74 129 PM #1510 #1580 AM 360 540 PM 426 493 AM 140 140 PM #1085 #1083 NBL Trap 10. Los Osos Valley Road/ S Higuera Street 1. Queue length that would not be exceeded 95 percent of the time. Queues are reported only for turnin g 2. Los Osos Valley Road shown as running north/south at the US 101 ram p junctions. 3. 'Trap' denotes design where the throu gh lane terminates in a turn lane. #. 95th percentile volume exceeds capacity, queue may be longer. Table 24a: Cumulative Plus Project Queues Without LOVR Bypass Storage Length3 Peak Hour 95th Percentile Queues (feet)1 SBR Trap EBL 150' Trap Location Queuing Impact Mitigation 5. Prado Road/S Higuera Street The volumes exceed capacity for the north, south, and westbound left turn movements. Widening the intersection to accommodate a dual left, dual thru, and a right turn pocket on all approaches mitigates this impact. This project is not currently included in the City’s Transportation Impact Fee program. 6. Tank Farm Road/S Higuera Street The southbound left turn queues exceed capacity during the AM and PM peak hours both with and without the project. The installation of a second SB left turn lane, second WB right turn lane, and second NB right turn lane mitigates this impact. This project is not currently included in the City’s Transportation Impact Fee program. The westbound left turn approach exceeds capacity both with and without the project during the PM peak hour. The installation of a second SB left turn lane, second WB right turn lane, and second NB right turn lane mitigates this impact. This project is not currently included in the City’s Transportation Impact Fee program. 10. Los Osos Valley Road/S Higuera Street The southbound right turn lane exceeds capacity during the PM peak hour both with and without the project. Adding a second southbound right turn lane would address this impact. This project is not currently included in the City’s Transportation Impact Fee program. 11. Los Osos Valley Road/S Higuera Street Without the LOVR Bypass the NB left turn lane exceeds capacity during the PM peak hour both with and without the project. If the LOVR Bypass is not constructed the installation of a second NB left turn lane would mitigate this impact. Neither this measure nor the Bypass are currently included in the City’s Transportation Impact Fee program. Cumulative Conditions Central Coast Transportation Consulting February 2016 65Avila Ranch Draft Transportation Impact Study  #5 Prado Road/S Higuera Street: the eastbound direction operates at LOS E during the AM peak hour and the westbound direction operates at LOS E during the PM peak hour for all scenarios. Construction of a Class I path along Prado Road as included in the City’s BTP would mitigate this impact.  #10 Los Osos Valley Road/S Higuera Street: the southbound direction operates at LOS E during the PM peak hour both with and without the project. The Bob Jones Bike Trail provides a parallel route for cyclists between Prado Road and Los Osos Valley Road, allowing them to avoid this intersection. The City’s BTP also includes a planned Class I facility connecting Los Osos Valley Road near the US 101 interchange to S Higuera Street near the planned Buckley Road/S Higuera Street intersection. The planned Class I connection between Buckley Road and Tank Farm Road would also provide a parallel route allowing cyclists to avoid this intersection. Construction of these planned facilities would mitigate this impact.  #14 Buckley Road/Highway 227: the northbound direction operates at LOS F during the AM peak hour and the southbound direction operates at LOS F during the PM peak hour both with and without the project. Caltrans does not have a significance threshold for non- auto modes. However, implementation of the City’s BTP would improve this condition by adding a Class I path and Class II lanes along the extent of Buckley Road. Detailed LOS calculation sheets are provided in Appendix B. Cumulative Conditions Central Coast Transportation Consulting February 2016 66Avila Ranch Draft Transportation Impact Study Intersection Direction LOS Score LOS LOS Score LOS NB 3.35 C 3.39 C SB 4.10 D 4.15 D NB 4.03 D 4.06 D SB 4.35 E 4.51 E NB 2.36 B 2.43 B SB 3.45 C 3.47 C NB 3.44 C 3.49 C SB 3.63 D 3.70 D NB 2.22 B 2.26 B SB 1.91 A 1.92 A EB 2.93 C 2.93 C WB2.65B2.66B NB 2.68 C 2.71 B SB 1.95 A 1.99 A EB 2.97 C 2.97 C WB2.99C 3.00 C NB 1.28 A 1.32 A SB 2.22 B 2.23 B EB 3.19 C 3.19 C WB1.23A1.23A NB 1.84 A 1.87 A SB 2.43 B 2.48 B EB 2.96 C 2.96 C WB1.38A1.38A NB 2.18 B 2.26 B SB 2.40 B 2.42 B EB 4.44 E 4.44 E WB3.67D3.67D NB 2.55 B 2.60 B SB 2.27 B 2.33 B EB 3.71 D 3.73 D WB4.31E4.31E NB 1.97 A 2.26 B SB 1.80 A 1.82 A EB 2.89 C 2.83 C WB2.21B2.21B NB 3.14 C 3.20 C SB 3.19 C 3.27 C EB 2.77 C 2.77 C WB4.40E4.42E EB WB EB WB NB 2.64 B 2.69 B SB 2.14 B 2.17 B WB1.77A1.73A NB 1.98 A 2.02 B SB 2.53 B 2.61 B WB2.73B2.18B NB SB NB SB NB 2.32 B 2.34 B SB 3.05 C 3.15 C EB 2.09 B 2.12 B NB 1.86 A 1.88 A SB 4.39 E 4.48 E EB 1.74 A 1.82 A NB 3.34 C 3.36 C SB 3.02 C 3.03 C EB 2.67 B 2.67 B WB2.61B2.74B NB 2.94 C 3.00 C SB 3.14 C 3.17 C EB 3.28 C 3.30 C WB3.53D3.61D EB WB EB WB EB WB EB WB NB 3.50 D 3.51 D SB 2.97 C 2.97 C EB 2.93 C 2.96 C WB2.69B2.69B NB 2.83 C 2.84 C SB 3.63 D 3.63 D EB 3.21 C 3.24 C WB2.69B2.69B AM Table 25: Cumulative Intersection Bicycle Levels of Service Cumulative Cumulative + ProjectPeak Hour 5. Prado Road/S Higuera Street 7. Tank Farm Road/Horizon Lane2 PM 1. Los Osos Valley/US 101 SB 2. Los Osos Valley/US 101 NB 3. South Street/S Higuera Street 4. Madonna Road/S Higuera Street AM 6. Tank Farm Road/S Higuera Street N/A PM AM PM AM PM AM PM N/A 9. Vachell Lane/S Higuera Street2 AM AM PM AM PM 8. Suburban Road/S Higuera 10. Los Osos Valley/S Higuera PM 2. The 2010 HCM does not establish LOS standards for bicycles at two-way stop-controlled intersections. 14. Buckley/Highway 227 AM PM AM PM N/A N/A N/A 1. HCM 2010 bicycle score and LOS. N/A N/A N/A AM PM AM PM 11. Buckley Road/S Higuera 12. Buckley Road/Vachell Lane2 13. Buckley Road/Project Entrance2 AM PM AM PM Cumulative Conditions Central Coast Transportation Consulting February 2016 67Avila Ranch Draft Transportation Impact Study No bicycle segment deficiencies are noted, but the following roadway segments would operate below the pedestrian threshold level under Cumulative Plus Project conditions:  S Higuera Street from Buckley Road to LOVR would operate at LOS D or worse under all scenarios during the AM and PM peak hour. This segment does not have continuous sidewalks and pedestrians sometimes use the paved shoulder. Portions of this segment are in the County, and portions are in the City. The addition of project traffic is not expected to result in a noticeable degradation in pedestrian comfort.  S Higuera Street from Los Osos Valley Road to Suburban Road operates at LOS D in the northbound direction during the AM peak hour and LOS D in the southbound direction during the PM peak hour both with and without the project. This is primarily due to the high vehicle volumes on S Higuera Street. The project would provide on-site Class I path offering a parallel path of travel for pedestrians, thereby mitigating this impact. 3. Transit Mode Under Cumulative conditions additional transit service is expected in the study area. The two new transit stops proposed by the Project would adequately accommodate future route expansions. LOS Score LOS LOS Score LOS NB 4.48 E 4.51 E SB 4.06 D 4.07 D NB 3.57 D 3.59 D SB 4.20 D 4.24 D NB 4.62 E 4.68 E SB 2.63 B 2.69 B NB 3.69 D 3.74 D SB 3.33 C 3.39 C NB 3.32 C 3.43 C SB 3.16 C 3.20 C NB 2.99 C 3.06 C SB 3.20 C 3.31 C NB 3.07 C 3.25 C SB 3.04 C 3.07 C NB 5.41 F 5.53 F SB 2.66 B 2.76 C NB 2.30 B 2.39 B SB 3.13 C 3.16 C NB 3.55 D 3.61 D SB 2.70 B 2.80 C NB 3.48 C 4.64 E SB 4.01 D 4.50 E NB 3.56 D 4.41 E SB 4.28 E 4.57 E Cumulative Cumulative + Project PM AM AM PM AM PM S HigueraStreet - Suburban Road to Tank Farm Road LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps Buckley Road - S HigueraStreet to Project Entrance AM PM Segment LOVR - S Higuera Street to 450' north of Los Verdes Drive AM Table 26: Cumulative Segment Pedestrian Levels of Service Direction PM 1. HCM 2010 pedestrian score and LOS. AM PM S HigueraStreet - Buckley Road to LOVR S HigueraStreet - LOVR to Suburban Road Cumulative Conditions Central Coast Transportation Consulting February 2016 67Avila Ranch Draft Transportation Impact Study Vehicle Miles Traveled  As reported by the City of San Luis Obispo Travel Demand Model the forecasted 2035 Daily Vehicle Miles Traveled (VMT) is approximately 12 million miles with an average VMT per household of 80 for the region and approximately 1.5 million miles with an average VMT per household of 54 for the City sphere of influence. As reported using VMT+, the project is forecasted to add approximately 65,000 daily VMT, an increase of approximately 4% within the City sphere of influence and 0.5% within the County region. The VMT generated per household for the project is forecasted at 72 miles traveled per household. Although the project is forecasted to have a VMT below the regional average, the San Luis Obispo City sphere of influence has a significantly lower VMT per household (54) than the County regional average (80). The proposed project’s VMT per household is approximately 33% higher than the City’s forecasted VMT. A summary comparison of VMT is provided in Table 28 below. Detailed VMT calculation worksheets are provided in Appendix F. Cumulative Conditions Central Coast Transportation Consulting February 2016 69Avila Ranch Draft Transportation Impact Study EQUITABLE SHARE CONTRIBUTIONS Table 29 summarizes the equitable share calculations for Cumulative impacts discussed above. The calculations are based on Cumulative Plus Project conditions. Improvement Proj ect Share1 Notes Intersection #5 Prado Rd/ S Higuera St add east and westbound overlap p hases.5.4%Based on total entering volumes during PM peak hour. Intersection #6 Tank Farm Rd/ S Higuera St add second SB left turn lane and NB overlap.13.4%Based on total entering volumes during AM peak hour. Intersection #7 Tank Farm Rd/ Horizon Ln add NB right turn lane. 5.5%Based on total entering volumes during AM peak hour. Intersection #10 LOVR/S Higuera St add second SB right turn lane. 30.8%Based on total entering volumes during PM peak hour. Intersection #12 Buckley Rd/ Vachell Ln install signal or roundabout 15.6%Based on total entering volumes during PM peak hour. Intersection #14 Buckley Rd/ Highway 227 install second NB and SB through lanes, second NB left turn lane 2.7%Based on total entering volumes during PM peak hour. Table 29: Equitable Share Calculations 1. Calculated as project trips divided by difference of Cumulative Plus Project and Existing volumes. Cumulative Conditions Central Coast Transportation Consulting February 2016 70Avila Ranch Draft Transportation Impact Study References  American Association of State Highway and Transportation Officials (AASHTO). 2011. A Policy on Geometric Design of Highways and Streets. California Department of Transportation. 2002. Guide for the Preparation of Traffic Impact Studies. City of San Luis Obispo. 2014. Circulation Element of the General Plan. ______. 2014. Bicycle Transportation Plan. ______. 2015. Multimodal Transportation Impact Guidelines. County of San Luis Obispo. 2007. Traffic Impact Study Policies. San Luis Obispo Council of Governments. 2014. Regional Transportation Plan/Sustainable Communities Strategy. Transportation Research Board. 2010. Highway Capacity Manual. Appendix A: Traffic Count Sheets TURNING MOVEMENT COUNTS NB EXIT LOS OSOS VALLEY 5,775 1,380 4,395 0 TOTAL 5,940 1,764 237 1,527 0 AM 1,373 1,959 569 1,390 0 MD 2,141 2,052 574 1,478 0 PM 2,426 RIGHT THRU LEFT 2 0 0 2 WB EXIT2,062 412 774 876 RIGHT2 0 0 2 SAN LUIS OBISPO THRU0 0 0 0 TOTALAMMDPMCA14-0221-0068 LEFT0 0 0 0 2,518 759 812 947 LEFTALL HOURS PMMDAMTOTAL1 0 0 1 THRU749 284 242 223 RIGHT1 0 0 1 EB EXIT3,268 1,043 1,054 1,171 LEFT THRU RIGHT 1,811 AM 175 614 0 789 1,632 MD 205 1,329 0 1,534 1,701 PM 302 1,477 0 1,779 5,144 TOTAL 682 3,420 0 4,102 LOS OSOS VALLEY SB EXIT NB EXIT LOS OSOS VALLEY 3,097 737 2,360 0 TOTAL 3,079 1,007 116 891 0 AM 753 1,067 322 745 0 MD 1,095 1,023 299 724 0 PM 1,231 RIGHT THRU LEFT 2 0 0 2 WB EXIT1,106 215 424 467 RIGHT2 0 0 2 PEAK HOUR THRU0 0 0 0 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT0 0 0 0 1,269 389 406 474 LEFTMD 12:00 PM #REF!PMMDAMTOTAL1 0 0 1 THRUPM 4:00 PM #REF!392 157 130 105 RIGHT1 0 0 1 EB EXIT1,662 546 536 580 LEFT THRU RIGHT 1,048 AM 99 364 0 463 875 MD 102 689 0 791 829 PM 168 755 0 923 2,752 Total 369 1,808 0 2,177 LOS OSOS VALLEY SB EXIT NORTHBOUND ENTERHWY 101 NBHWY 101 NBHWY 101 NBHWY 101 NBEASTBOUND ENTEREASTBOUND ENTERATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 3,276 138 2,627 511 TOTAL 3,028 769 49 529 191 AM 621 1,272 57 1,064 151 MD 1,197 1,235 32 1,034 169 PM 1,210 RIGHT THRU LEFT 1,424 1,181 955 3,560 WB EXIT443 150 188 105 RIGHT159 169 132 460 SAN LUIS OBISPO THRU34 37 35 106 TOTALAMMDPMCA14-0221-0068 LEFT1,231 975 788 2,994 74 11 36 27 LEFTALL HOURS PMMDAMTOTAL99 35 39 25 THRU118 18 50 50 RIGHT1,257 1,182 1,120 3,559 EB EXIT291 64 125 102 LEFT THRU RIGHT 1,335 AM 66 478 894 1,438 2,089 MD 94 992 992 2,078 2,315 PM 39 1,024 1,063 2,126 5,739 TOTAL 199 2,494 2,949 5,642 HIGUERA SB EXIT NB EXIT HIGUERA 1,754 78 1,408 268 TOTAL 1,583 470 26 329 115 AM 354 690 34 579 77 MD 625 594 18 500 76 PM 604 RIGHT THRU LEFT 762 578 583 1,923 WB EXIT246 86 107 53 RIGHT85 84 80 249 PEAK HOUR THRU18 16 24 58 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT659 478 479 1,616 43 9 22 12 LEFTMD 12:00 PM #REF!PMMDAMTOTAL54 20 22 12 THRUPM 4:30 PM #REF!71 12 28 31 RIGHT629 634 652 1,915 EB EXIT168 41 72 55 LEFT THRU RIGHT 820 AM 36 265 517 818 1,085 MD 57 519 535 1,111 1,190 PM 17 507 541 1,065 3,095 Total 110 1,291 1,593 2,994 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERSOUTH SOUTHSOUTHSOUTHEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 5,984 3,459 2,492 33 TOTAL 5,898 1,531 835 682 14 AM 1,675 2,207 1,222 974 11 MD 2,140 2,246 1,402 836 8 PM 2,083 RIGHT THRU LEFT 145 107 43 295 WB EXIT4,821 1,080 1,716 2,025 RIGHT15 33 15 63 SAN LUIS OBISPO THRU118 60 22 200 TOTALAMMDPMCA14-0221-0068 LEFT12 14 6 32 3,412 1,127 1,122 1,163 LEFTALL HOURS PMMDAMTOTAL95 41 34 20 THRU2,213 857 762 594 RIGHT34 54 60 148 EB EXIT5,720 2,025 1,918 1,777 LEFT THRU RIGHT 1,545 AM 223 533 5 761 1,750 MD 434 985 9 1,428 1,442 PM 505 905 6 1,416 4,737 TOTAL 1,162 2,423 20 3,605 HIGUERA SB EXIT NB EXIT HIGUERA 3,078 1,801 1,258 19 TOTAL 3,035 765 419 341 5 AM 863 1,136 631 496 9 MD 1,102 1,177 751 421 5 PM 1,070 RIGHT THRU LEFT 101 48 15 164 WB EXIT2,543 531 890 1,122 RIGHT7 12 6 25 PEAK HOUR THRU85 29 8 122 TOTALAMMDPMAM 8:00 AM 11:15 AM LEFT9 7 1 17 1,744 607 568 569 LEFTMD 12:15 PM #REF!PMMDAMTOTAL56 26 18 12 THRUPM 4:30 PM #REF!1,201 500 406 295 RIGHT20 31 32 83 EB EXIT3,001 1,133 992 876 LEFT THRU RIGHT 842 AM 104 250 1 355 909 MD 230 522 4 756 725 PM 286 494 3 783 2,476 Total 620 1,266 8 1,894 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERMADONNA MADONNAMADONNAMADONNAEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 4,181 238 3,322 621 TOTAL 3,029 1,306 79 970 257 AM 734 1,409 85 1,122 202 MD 1,212 1,466 74 1,230 162 PM 1,083 RIGHT THRU LEFT 403 388 226 1,017 WB EXIT2,154 484 749 921 RIGHT130 162 79 371 SAN LUIS OBISPO THRU140 114 70 324 TOTALAMMDPMCA14-0221-0068 LEFT133 112 77 322 292 117 86 89 LEFTALL HOURS PMMDAMTOTAL228 127 63 38 THRU449 148 153 148 RIGHT271 353 440 1,064 EB EXIT969 392 302 275 LEFT THRU RIGHT 1,195 AM 335 538 56 929 1,387 MD 550 964 88 1,602 1,511 PM 707 864 71 1,642 4,093 TOTAL 1,592 2,366 215 4,173 HIGUERA SB EXIT NB EXIT HIGUERA 2,232 121 1,732 379 TOTAL 1,591 727 43 516 168 AM 368 744 46 572 126 MD 678 761 32 644 85 PM 545 RIGHT THRU LEFT 218 213 103 534 WB EXIT1,136 244 400 492 RIGHT67 95 34 196 PEAK HOUR THRU76 62 34 172 TOTALAMMDPMAM 8:00 AM 11:15 AM LEFT75 56 35 166 147 66 41 40 LEFTMD 12:00 PM #REF!PMMDAMTOTAL131 84 32 15 THRUPM 3:45 PM #REF!240 74 82 84 RIGHT140 202 278 620 EB EXIT518 224 155 139 LEFT THRU RIGHT 625 AM 167 268 26 461 710 MD 292 542 44 878 803 PM 384 438 40 862 2,138 Total 843 1,248 110 2,201 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERPRADO PRADOPRADOPRADOEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 3,776 69 2,303 1,404 TOTAL 3,968 804 9 429 366 AM 971 1,442 21 878 543 MD 1,485 1,530 39 996 495 PM 1,512 RIGHT THRU LEFT 1,623 1,557 917 4,097 WB EXIT240 38 78 124 RIGHT588 620 405 1,613 SAN LUIS OBISPO THRU22 18 12 52 TOTALAMMDPMCA14-0221-0068 LEFT1,013 919 500 2,432 104 46 24 34 LEFTALL HOURS PMMDAMTOTAL48 17 17 14 THRU120 53 25 42 RIGHT1,322 1,408 1,439 4,169 EB EXIT272 116 66 90 LEFT THRU RIGHT 982 AM 17 520 1,056 1,593 1,822 MD 39 841 848 1,728 2,051 PM 63 890 813 1,766 4,855 TOTAL 119 2,251 2,717 5,087 HIGUERA SB EXIT NB EXIT HIGUERA 2,037 40 1,248 749 TOTAL 2,104 482 6 243 233 AM 585 774 11 493 270 MD 782 781 23 512 246 PM 737 RIGHT THRU LEFT 867 830 536 2,233 WB EXIT134 25 38 71 RIGHT280 337 234 851 PEAK HOUR THRU14 10 7 31 TOTALAMMDPMAM 8:00 AM 10:15 AM LEFT573 483 295 1,351 44 25 9 10 LEFTMD 11:30 AM #REF!PMMDAMTOTAL21 8 6 7 THRUPM 4:00 PM #REF!55 25 11 19 RIGHT654 707 821 2,182 EB EXIT120 58 26 36 LEFT THRU RIGHT 563 AM 12 326 580 918 987 MD 17 436 431 884 1,104 PM 34 447 401 882 2,654 Total 63 1,209 1,412 2,684 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERTANK FARMTANK FARMTANK FARMTANK FARMEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 4,273 0 4,054 219 TOTAL 4,930 933 0 886 47 AM 1,567 1,518 0 1,430 88 MD 1,652 1,822 0 1,738 84 PM 1,711 RIGHT THRU LEFT 932 759 215 1,906 WB EXIT0 0 0 0 RIGHT232 241 70 543 SAN LUIS OBISPO THRU0 0 0 0 TOTALAMMDPMCA14-0221-0068 LEFT700 518 145 1,363 0 0 0 0 LEFTALL HOURS PMMDAMTOTAL0 0 0 0 THRU0 0 0 0 RIGHT463 512 564 1,539 EB EXIT0 0 0 0 LEFT THRU RIGHT 1,031 AM 0 1,497 517 2,014 1,948 MD 0 1,411 424 1,835 2,438 PM 0 1,479 379 1,858 5,417 TOTAL 0 4,387 1,320 5,707 HIGUERA SB EXIT NB EXIT HIGUERA 2,330 0 2,229 101 TOTAL 2,587 522 0 493 29 AM 900 777 0 740 37 MD 866 1,031 0 996 35 PM 821 RIGHT THRU LEFT 515 428 131 1,074 WB EXIT0 0 0 0 RIGHT133 138 41 312 PEAK HOUR THRU0 0 0 0 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT382 290 90 762 0 0 0 0 LEFTMD 11:45 AM #REF!PMMDAMTOTAL0 0 0 0 THRUPM 4:00 PM #REF!0 0 0 0 RIGHT214 269 298 781 EB EXIT0 0 0 0 LEFT THRU RIGHT 583 AM 0 859 269 1,128 1,030 MD 0 728 232 960 1,378 PM 0 688 179 867 2,991 Total 0 2,275 680 2,955 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERSUBURBAN SUBURBANSUBURBANSUBURBANEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 5,407 0 5,032 375 TOTAL 5,673 1,022 0 937 85 AM 2,006 1,946 0 1,816 130 MD 1,818 2,439 0 2,279 160 PM 1,849 RIGHT THRU LEFT 349 330 297 976 WB EXIT0 0 0 0 RIGHT135 159 109 403 SAN LUIS OBISPO THRU0 0 0 0 TOTALAMMDPMCA14-0221-0068 LEFT214 171 188 573 0 0 0 0 LEFTALL HOURS PMMDAMTOTAL0 0 0 0 THRU0 0 0 0 RIGHT415 397 523 1,335 EB EXIT0 0 0 0 LEFT THRU RIGHT 1,125 AM 0 1,897 438 2,335 1,987 MD 0 1,659 267 1,926 2,493 PM 0 1,714 255 1,969 5,605 TOTAL 0 5,270 960 6,230 HIGUERA SB EXIT NB EXIT HIGUERA 2,990 0 2,784 206 TOTAL 2,920 576 0 534 42 AM 1,104 1,036 0 960 76 MD 948 1,378 0 1,290 88 PM 868 RIGHT THRU LEFT 177 190 178 545 WB EXIT0 0 0 0 RIGHT66 95 70 231 PEAK HOUR THRU0 0 0 0 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT111 95 108 314 0 0 0 0 LEFTMD 11:45 AM #REF!PMMDAMTOTAL0 0 0 0 THRUPM 4:00 PM #REF!0 0 0 0 RIGHT225 224 318 767 EB EXIT0 0 0 0 LEFT THRU RIGHT 642 AM 0 1,034 276 1,310 1,055 MD 0 853 148 1,001 1,401 PM 0 802 137 939 3,098 Total 0 2,689 561 3,250 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERVACHELL VACHELLVACHELLVACHELLEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT HIGUERA 5,611 3,917 1,694 0 TOTAL 6,226 1,124 729 395 0 AM 2,336 1,993 1,523 470 0 MD 1,926 2,494 1,665 829 0 PM 1,964 RIGHT THRU LEFT 0 0 0 0 WB EXIT4,129 779 1,595 1,755 RIGHT0 0 0 0 SAN LUIS OBISPO THRU0 0 0 0 TOTALAMMDPMCA14-0221-0068 LEFT0 0 0 0 5,036 1,808 1,594 1,634 LEFTALL HOURS PMMDAMTOTAL0 0 0 0 THRU197 76 53 68 RIGHT0 0 0 0 EB EXIT5,233 1,884 1,647 1,702 LEFT THRU RIGHT 471 AM 50 528 0 578 523 MD 72 332 0 404 897 PM 90 330 0 420 1,891 TOTAL 212 1,190 0 1,402 HIGUERA SB EXIT NB EXIT HIGUERA 3,095 2,134 961 0 TOTAL 3,226 635 409 226 0 AM 1,332 1,080 832 248 0 MD 966 1,380 893 487 0 PM 928 RIGHT THRU LEFT 0 0 0 0 WB EXIT2,242 439 870 933 RIGHT0 0 0 0 PEAK HOUR THRU0 0 0 0 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT0 0 0 0 2,591 1,030 791 770 LEFTMD 11:30 AM #REF!PMMDAMTOTAL0 0 0 0 THRUPM 4:00 PM #REF!109 49 31 29 RIGHT0 0 0 0 EB EXIT2,700 1,079 822 799 LEFT THRU RIGHT 275 AM 30 302 0 332 279 MD 38 175 0 213 516 PM 40 158 0 198 1,070 Total 108 635 0 743 HIGUERA SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERLOS OSOS VALLEYLOS OSOS VALLEYLOS OSOS VALLEYLOS OSOS VALLEYEASTBOUND ENTEREASTBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT LOS OSOS VALLEY 7,026 2,819 4,207 0 TOTAL 7,340 1,706 608 1,098 0 AM 1,639 2,428 903 1,525 0 MD 2,724 2,892 1,308 1,584 0 PM 2,977 RIGHT THRU LEFT 1,198 1,187 1,032 3,417 WB EXIT3,248 698 1,069 1,481 RIGHT725 750 358 1,833 SAN LUIS OBISPO THRU1 5 3 9 TOTALAMMDPMCA14-0221-0068 LEFT472 432 671 1,575 0 0 0 0 LEFTALL HOURS PMMDAMTOTAL0 0 0 0 THRU0 0 0 0 RIGHT0 0 0 0 EB EXIT0 0 0 0 LEFT THRU RIGHT 1,769 AM 87 1,281 0 1,368 1,957 MD 161 1,974 0 2,135 2,056 PM 172 2,252 0 2,424 5,782 TOTAL 420 5,507 0 5,927 LOS OSOS VALLEY SB EXIT NB EXIT LOS OSOS VALLEY 3,700 1,465 2,235 0 TOTAL 3,855 909 313 596 0 AM 919 1,306 467 839 0 MD 1,415 1,485 685 800 0 PM 1,521 RIGHT THRU LEFT 611 636 621 1,868 WB EXIT1,680 364 542 774 RIGHT381 410 218 1,009 PEAK HOUR THRU1 0 1 2 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT229 226 402 857 0 0 0 0 LEFTMD 12:00 PM #REF!PMMDAMTOTAL0 0 0 0 THRUPM 4:00 PM #REF!0 0 0 0 RIGHT0 0 0 0 EB EXIT0 0 0 0 LEFT THRU RIGHT 998 AM 50 701 0 751 1,065 MD 75 1,005 0 1,080 1,029 PM 88 1,140 0 1,228 3,092 Total 213 2,846 0 3,059 LOS OSOS VALLEY SB EXIT NORTHBOUND ENTERHWY 101 SBHWY 101 SBHWY 101 SBHWY 101 SBEASTBOUND ENTEREASTBOUND ENTERATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER TURNING MOVEMENT COUNTS NB EXIT BROAD 2,933 136 2,769 28 TOTAL 2,980 838 88 744 6 AM 1,947 0 000MD 0 2,095 48 2,025 22 PM 1,033 RIGHT THRU LEFT 30 0 2 32 WB EXIT621 429 0 192 RIGHT16 0 1 17 SAN LUIS OBISPO THRU3 0 0 3 TOTALAMMDPMAVILA RANCH LEFT11 0 1 12 155 70 0 85 LEFTALL HOURS PMMDAMTOTAL6 4 0 2 THRU674 186 0 488 RIGHT27 0 10 37 EB EXIT835 260 0 575 LEFT THRU RIGHT 931 AM 341 1,876 0 2,217 0 MD 0000 2,524 PM 141 932 3 1,076 3,455 TOTAL 482 2,808 3 3,293 BROAD SB EXIT NB EXIT BROAD 1,579 85 1,473 21 TOTAL 1,642 490 59 426 5 AM 1,113 0 000MD 0 1,089 26 1,047 16 PM 529 RIGHT THRU LEFT 20 0 1 21 WB EXIT361 257 0 104 RIGHT11 0 1 12 PEAK HOUR THRU2 0 0 2 TOTALAMMDPMAM 7:45 AM 10:15 AM LEFT7 0 0 7 85 35 0 50 LEFTMD 2:15 PM #REF!PMMDAMTOTAL3 1 0 2 THRUPM 4:30 PM #REF!395 113 0 282 RIGHT19 0 6 25 EB EXIT483 149 0 334 LEFT THRU RIGHT 539 AM 198 1,077 0 1,275 0 MD 0000 1,336 PM 76 468 1 545 1,875 Total 274 1,545 1 1,820 BROAD SB EXIT ATLANTIC & PACIFIC DATA CORPORATION SOUTHBOUND ENTER WESTBOUND ENTERWESTBOUND ENTERSOUTHBOUND ENTER NORTHBOUND ENTER NORTHBOUND ENTERBUCKLEY BUCKLEYBUCKLEYBUCKLEYEASTBOUND ENTEREASTBOUND ENTER Appendix B: LOS Calculations Sheets $YLOD5DQFK ([LVWLQJ$0/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 437 238 54 762 648 340v/c Ratio 0.66 0.33 0.22 0.41 0.81 0.39Control Delay 31.3 6.5 14.3 19.3 24.2 1.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3Total Delay 31.3 6.5 14.3 19.3 24.2 1.8Queue Length 50th (ft) 209 12 21 196 312 0Queue Length 95th (ft) #381 67 38 240 413 4Internal Link Dist (ft) 198 872 236Turn Bay Length (ft) 150 150Base Capacity (vph) 665 724 241 2123 931 961Starvation Cap Reductn00005206Spillback Cap Reductn 0 3 0 56 0 0Storage Cap Reductn000000Reduced v/c Ratio 0.66 0.33 0.22 0.37 0.70 0.45Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ$0/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 402 1 218 50 701 0 0 596 313Future Volume (veh/h) 0 0 0 402 1 218 50 701 0 0 596 313Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 437 1 237 54 762 0 0 648 340Adj No. of Lanes110120011Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222220022Cap, veh/h 542 2 482 321 2124 0 0 931 792Arrive On Green 0.31 0.31 0.31 0.12 1.00 0.00 0.00 0.50 0.50Sat Flow, veh/h 1774 7 1578 1774 3632 0 0 1863 1583Grp Volume(v), veh/h 437 0 238 54 762 0 0 648 340Grp Sat Flow(s),veh/h/ln 1774 0 1584 1774 1770 0 0 1863 1583Q Serve(g_s), s 20.4 0.0 11.0 1.1 0.0 0.0 0.0 24.0 12.3Cycle Q Clear(g_c), s 20.4 0.0 11.0 1.1 0.0 0.0 0.0 24.0 12.3Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 542 0 484 321 2124 0 0 931 792V/C Ratio(X) 0.81 0.00 0.49 0.17 0.36 0.00 0.00 0.70 0.43Avail Cap(c_a), veh/h 542 0 484 321 2124 0 0 931 792HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.87 0.87 0.00 0.00 0.94 0.94Uniform Delay (d), s/veh 28.8 0.0 25.5 11.4 0.0 0.0 0.0 17.3 14.3Incr Delay (d2), s/veh 12.1 0.0 3.5 1.0 0.4 0.0 0.0 4.0 1.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 11.8 0.0 5.3 0.6 0.1 0.0 0.0 13.3 5.7LnGrp Delay(d),s/veh 40.9 0.0 29.1 12.4 0.4 0.0 0.0 21.3 15.9LnGrp LOS D C B A C BApproach Vol, veh/h 675 816 988Approach Delay, s/veh 36.7 1.2 19.4Approach LOS D A BTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 9.0 50.0 59.0 31.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 5.5 45.0 54.0 27.5Max Q Clear Time (g_c+I1), s 3.1 26.0 2.0 22.4Green Ext Time (p_c), s 0.0 11.3 17.9 1.7Intersection SummaryHCM 2010 Ctrl Delay 18.1HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ$0/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 14.9 24.0 48.4 60.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1244Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h) 0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 50 200 500 085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.89 2.33 3.39 2.70Pedestrian Crosswalk LOS A B C B$YLOD5DQFK ([LVWLQJ$0/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 675 816 988Effct. Green for Bike (s) 0.0 33.8 47.7 38.7Cross Street Width (ft) 48.4 60.1 24.0 14.9Through Lanes Number0121Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 751 1060 860Bicycle Delay (s/bike) 0.0 17.5 9.9 14.6Bicycle Compliance Fair Good FairBicycle LOS Score 0.00 3.59 2.60 3.42Bicycle LOS D B C $YLOD5DQFK ([LVWLQJ$0/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 414 167 105 387 948 123v/c Ratio 0.66 0.41 0.38 0.29 0.83 0.12Control Delay 38.7 11.0 7.8 6.0 28.4 8.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 38.7 11.0 7.8 6.0 28.4 8.1Queue Length 50th (ft) 114 13 13 67 497 19Queue Length 95th (ft) 149 61 34 132 #799 m36Internal Link Dist (ft) 160 385 872Turn Bay Length (ft) 50 200 150Base Capacity (vph) 1125 612 283 1323 1139 994Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.37 0.27 0.37 0.29 0.83 0.12Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.$YLOD5DQFK ([LVWLQJ$0/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 389 157 99 364 891 116Future Volume (veh/h) 389 157 99 364 891 116Number 3 18 1 6 2 12Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 414 167 105 387 948 123Adj No. of Lanes211111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 568 261 490 1359 1215 1033Arrive On Green 0.17 0.17 0.04 0.73 1.00 1.00Sat Flow, veh/h 3442 1583 1774 1863 1863 1583Grp Volume(v), veh/h 414 167 105 387 948 123Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1583Q Serve(g_s), s 10.3 8.9 1.6 6.4 0.0 0.0Cycle Q Clear(g_c), s 10.3 8.9 1.6 6.4 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 568 261 490 1359 1215 1033V/C Ratio(X) 0.73 0.64 0.21 0.28 0.78 0.12Avail Cap(c_a), veh/h 1128 519 550 1359 1215 1033HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.58 0.58Uniform Delay (d), s/veh 35.7 35.1 4.0 4.2 0.0 0.0Incr Delay (d2), s/veh 1.8 2.6 0.2 0.5 3.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.0 4.0 0.8 3.4 1.0 0.0LnGrp Delay(d),s/veh 37.5 37.7 4.2 4.7 3.0 0.1LnGrp LOS DDAAAAApproach Vol, veh/h 581 492 1071Approach Delay, s/veh 37.5 4.6 2.6Approach LOS D A ATimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 6.9 64.7 71.6 18.4Change Period (Y+Rc), s 3.5 6.0 6.0 3.5Max Green Setting (Gmax), s 6.5 41.0 51.0 29.5Max Q Clear Time (g_c+I1), s 3.6 2.0 8.4 12.3Green Ext Time (p_c), s 0.1 15.3 15.7 2.6Intersection SummaryHCM 2010 Ctrl Delay 12.5HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ$0/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 51.3 36.0 60.0Crosswalk Width (ft) 10.0 10.0 10.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.34 2.56 2.60Pedestrian Crosswalk LOS B B B$YLOD5DQFK ([LVWLQJ$0/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 581 492 1071Effct. Green for Bike (s) 16.6 63.9 55.0Cross Street Width (ft) 36.0 60.0 51.3Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 369 1420 1222Bicycle Delay (s/bike) 29.9 3.8 6.8Bicycle Compliance Fair Good GoodBicycle LOS Score 2.59 3.29 4.11Bicycle LOS B C D $YLOD5DQFK ([LVWLQJ$0+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 30 13 499 108 38 276 539 120 370v/c Ratio 0.21 0.05 0.57 0.23 0.30 0.21 0.47 0.59 0.24Control Delay 43.9 0.3 29.5 10.6 45.6 21.4 2.2 50.3 18.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 43.9 0.3 29.5 10.6 45.6 21.4 2.2 50.3 18.3Queue Length 50th (ft) 16 0 125 11 20 58 7 64 75Queue Length 95th (ft) 45 0 174 50 53 96 28 #139 117Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 143 277 1168 607 161 1335 1213 231 1529Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.21 0.05 0.43 0.18 0.24 0.21 0.44 0.52 0.24Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ$0+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 9 20 12 479 24 80 36 265 517 115 329 26Future Volume (veh/h) 9 20 12 479 24 80 36 265 517 115 329 26Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 9 21 12 499 25 83 38 276 539 120 343 27Adj No. of Lanes011210121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 17 40 48 712 78 259 83 1337 920 155 1389 109Arrive On Green 0.03 0.03 0.03 0.21 0.21 0.21 0.05 0.38 0.38 0.09 0.42 0.42Sat Flow, veh/h 551 1285 1522 3442 377 1250 1774 3539 1567 1774 3322 260Grp Volume(v), veh/h 30 0 12 499 0 108 38 276 539 120 182 188Grp Sat Flow(s),veh/h/ln 1835 0 1522 1721 0 1627 1774 1770 1567 1774 1770 1812Q Serve(g_s), s 1.2 0.0 0.6 10.0 0.0 4.2 1.5 3.9 16.1 4.9 4.9 5.0Cycle Q Clear(g_c), s 1.2 0.0 0.6 10.0 0.0 4.2 1.5 3.9 16.1 4.9 4.9 5.0Prop In Lane 0.30 1.00 1.00 0.77 1.00 1.00 1.00 0.14Lane Grp Cap(c), veh/h 57 0 48 712 0 337 83 1337 920 155 740 758V/C Ratio(X) 0.52 0.00 0.25 0.70 0.00 0.32 0.46 0.21 0.59 0.78 0.25 0.25Avail Cap(c_a), veh/h 149 0 123 1207 0 571 96 1337 920 239 740 758HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 35.4 0.0 35.1 27.3 0.0 25.0 34.4 15.6 9.7 33.1 14.0 14.0Incr Delay (d2), s/veh 7.2 0.0 2.7 1.3 0.0 0.5 3.9 0.3 2.7 8.2 0.8 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.0 0.3 4.8 0.0 1.9 0.9 2.0 11.0 2.8 2.6 2.7LnGrp Delay(d),s/veh 42.6 0.0 37.8 28.5 0.0 25.5 38.3 15.9 12.5 41.3 14.8 14.8LnGrp LOS D D C C D B B D B BApproach Vol, veh/h 42 607 853 490Approach Delay, s/veh 41.2 28.0 14.7 21.3Approach LOS D C B CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 8.5 37.0 21.3 11.5 34.0 7.3Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 4.0 31.0 26.0 10.0 28.0 6.0Max Q Clear Time (g_c+I1), s 3.5 7.0 12.0 6.9 18.1 3.2Green Ext Time (p_c), s 0.0 2.3 2.6 0.1 3.4 0.0Intersection SummaryHCM 2010 Ctrl Delay 20.9HCM 2010 LOS C $YLOD5DQFK ([LVWLQJ$0+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase2684Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h) 0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0 10 10 10Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 40 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.65 2.75 2.48Pedestrian Crosswalk LOSBBBB$YLOD5DQFK ([LVWLQJ$0+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 42 607 853 490Effct. Green for Bike (s) 6.1 20.2 30.0 34.7Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 133 439 652 754Bicycle Delay (s/bike) 40.1 28.0 20.9 17.8Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.93 2.59 2.11 1.76Bicycle LOS C B B A $YLOD5DQFK ([LVWLQJ$0+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 343 345 543 1 16 113 273 376 455v/c Ratio 0.59 0.59 0.51 0.00 0.08 0.40 0.17 0.52 0.29Control Delay 22.9 22.8 2.5 32.0 25.9 33.2 12.9 26.3 6.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 22.9 22.8 2.5 32.0 25.9 33.2 12.9 26.3 6.3Queue Length 50th (ft) 89 90 0 0 3 33 24 57 26Queue Length 95th (ft) 252 252 29 5 23 109 75 136 84Internal Link Dist (ft) 964 964 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 895 901 1101 520 516 357 2273 1235 2006Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.38 0.38 0.49 0.00 0.03 0.32 0.12 0.30 0.23Intersection Summary$YLOD5DQFK ([LVWLQJ$0+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 607 26 500 1 8 6 104 250 1 5 341 419Future Volume (veh/h) 607 26 500 1 8 6 104 250 1 5 341 419Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 6800019711327215371455Adj No. of Lanes201110120022Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 1024 0 589 44 24 18 148 1554 6 82 899 1522Arrive On Green 0.29 0.00 0.00 0.02 0.02 0.02 0.08 0.43 0.43 0.26 0.26 0.26Sat Flow, veh/h 3548 0 1583 1774 963 749 1774 3617 13 13 3451 2755Grp Volume(v), veh/h 680001016113133140202174455Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1712 1774 1770 1860 1854 1610 1377Q Serve(g_s), s 7.9 0.0 0.0 0.0 0.0 0.4 2.9 2.2 2.2 0.0 4.2 4.2Cycle Q Clear(g_c), s 7.9 0.0 0.0 0.0 0.0 0.4 2.9 2.2 2.2 4.2 4.2 4.2Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.01 0.02 1.00Lane Grp Cap(c), veh/h 1024 0 589 44 0 42 148 760 799 562 420 1522V/C Ratio(X) 0.66 0.00 0.00 0.02 0.00 0.38 0.76 0.18 0.18 0.36 0.42 0.30Avail Cap(c_a), veh/h 2206 0 1116 608 0 587 418 1328 1396 870 690 1985HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.6 0.0 0.0 22.2 0.0 22.4 20.9 8.2 8.2 14.3 14.3 5.7Incr Delay (d2), s/veh 0.7 0.0 0.0 0.2 0.0 5.5 8.0 0.1 0.1 0.4 0.7 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.9 0.0 0.0 0.0 0.0 0.3 1.7 1.1 1.1 2.2 1.9 2.6LnGrp Delay(d),s/veh 15.4 0.0 0.0 22.4 0.0 27.9 28.9 8.3 8.3 14.7 15.0 5.8LnGrp LOS B C CCAABBAApproach Vol, veh/h 680 17 386 831Approach Delay, s/veh 15.4 27.6 14.3 9.9Approach LOS B C B ATimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 24.0 17.5 7.9 16.2 5.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 35.0 29.0 11.0 20.0 16.0Max Q Clear Time (g_c+I1), s 4.2 9.9 4.9 6.2 2.4Green Ext Time (p_c), s 7.3 3.1 0.1 5.4 0.0Intersection SummaryHCM 2010 Ctrl Delay 12.9HCM 2010 LOS BNotes $YLOD5DQFK ([LVWLQJ$0+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands1001Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h) 2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 100 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.75 1.97 2.68 2.46Pedestrian Crosswalk LOS C A B B$YLOD5DQFK ([LVWLQJ$0+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1231 17 386 831Effct. Green for Bike (s) 20.8 6.9 26.9 13.0Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 452 150 585 283Bicycle Delay (s/bike) 27.6 39.4 23.0 33.9Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 3.37 1.22 1.14 1.98Bicycle LOS C A A A $YLOD5DQFK ([LVWLQJ$0+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 72 91 80 38 37 37 182 319 183 608v/c Ratio 0.27 0.25 0.22 0.17 0.11 0.11 0.45 0.29 0.45 0.55Control Delay 24.1 22.9 7.8 23.7 22.4 2.1 25.3 16.4 25.3 19.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 24.1 22.9 7.8 23.7 22.4 2.1 25.3 16.4 25.3 19.1Queue Length 50th (ft) 20 25 0 10 10 0 48 37 49 78Queue Length 95th (ft) 63 73 32 39 37 7 142 96 143 186Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 778 1062 909 701 1023 904 1107 2771 1107 2778Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.09 0.09 0.09 0.05 0.04 0.04 0.16 0.12 0.17 0.22Intersection Summary$YLOD5DQFK ([LVWLQJ$0+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 66 84 74 35 34 34 167 268 26 168 516 43Future Volume (veh/h) 66 84 74 35 34 34 167 268 26 168 516 43Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 72 91 80 38 37 37 182 291 28 183 561 47Adj No. of Lanes111111120120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 374 352 293 325 352 293 247 1037 99 248 1052 88Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.14 0.32 0.32 0.14 0.32 0.32Sat Flow, veh/h 1299 1863 1553 1193 1863 1553 1774 3261 311 1774 3303 276Grp Volume(v), veh/h 72 91 80 38 37 37 182 157 162 183 300 308Grp Sat Flow(s),veh/h/ln 1299 1863 1553 1193 1863 1553 1774 1770 1803 1774 1770 1809Q Serve(g_s), s 2.3 2.0 2.1 1.4 0.8 1.0 4.7 3.2 3.2 4.8 6.7 6.7Cycle Q Clear(g_c), s 3.1 2.0 2.1 3.4 0.8 1.0 4.7 3.2 3.2 4.8 6.7 6.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.15Lane Grp Cap(c), veh/h 374 352 293 325 352 293 247 563 573 248 564 577V/C Ratio(X) 0.19 0.26 0.27 0.12 0.11 0.13 0.74 0.28 0.28 0.74 0.53 0.53Avail Cap(c_a), veh/h 857 1045 872 745 1007 839 1106 1545 1573 1106 1545 1579HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 17.4 16.6 16.7 18.1 16.1 16.2 19.9 12.3 12.3 19.8 13.5 13.5Incr Delay (d2), s/veh 0.2 0.4 0.5 0.2 0.1 0.2 4.3 0.3 0.3 4.2 0.8 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 1.1 1.0 0.5 0.4 0.4 2.6 1.6 1.7 2.6 3.4 3.5LnGrp Delay(d),s/veh 17.7 17.0 17.2 18.2 16.3 16.4 24.1 12.5 12.6 24.1 14.2 14.2LnGrp LOS BBBBBBCBBCBBApproach Vol, veh/h 243 112 501 791Approach Delay, s/veh 17.3 17.0 16.8 16.5Approach LOS BBBBTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 11.7 21.3 15.1 11.7 21.3 15.1Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 30.0 42.0 * 27 30.0 42.0 26.0Max Q Clear Time (g_c+I1), s 6.8 5.2 5.1 6.7 8.7 5.4Green Ext Time (p_c), s 0.6 5.9 1.7 0.6 5.9 1.7Intersection SummaryHCM 2010 Ctrl Delay 16.7HCM 2010 LOS BNotes $YLOD5DQFK ([LVWLQJ$0+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.27 2.25 2.67 2.67Pedestrian Crosswalk LOSBBBB$YLOD5DQFK ([LVWLQJ$0+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 243 112 501 791Effct. Green for Bike (s) 10.4 9.5 16.6 16.6Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 181 165 289 289Bicycle Delay (s/bike) 47.6 48.4 42.1 42.1Bicycle Compliance Poor Poor Poor PoorBicycle LOS Score 2.90 2.69 1.42 1.66Bicycle LOS C B A A $YLOD5DQFK ([LVWLQJ$0+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 36 27 162 163 252 13 351 624 251 267v/c Ratio 0.17 0.08 0.50 0.50 0.49 0.10 0.46 0.62 0.62 0.15Control Delay 38.0 0.5 39.0 39.0 8.8 48.8 32.7 3.9 39.6 15.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 38.0 0.5 39.0 39.0 8.8 48.8 32.7 3.9 39.6 15.1Queue Length 50th (ft) 17 0 73 73 0 6 79 0 109 35Queue Length 95th (ft) 51 0 196 197 72 32 177 35 #279 107Internal Link Dist (ft) 109 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 703 717 536 539 677 128 1232 1127 616 2217Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.05 0.04 0.30 0.30 0.37 0.10 0.28 0.55 0.41 0.12Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ$0+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 25 8 25 295 7 234 12 326 580 233 243 6Future Volume (veh/h) 25 8 25 295 7 234 12 326 580 233 243 6Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 27 9 27 323 0 0 13 351 624 251 261 6Adj No. of Lanes011201121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 71 24 83 447 0 200 28 1169 720 309 1729 40Arrive On Green 0.05 0.05 0.05 0.13 0.00 0.00 0.02 0.33 0.33 0.17 0.49 0.49Sat Flow, veh/h 1347 449 1576 3548 0 1583 1774 3539 1576 1774 3537 81Grp Volume(v), veh/h 36 0 27 323 0 0 13 351 624 251 130 137Grp Sat Flow(s),veh/h/ln 1795 0 1576 1774 0 1583 1774 1770 1576 1774 1770 1848Q Serve(g_s), s 1.4 0.0 1.2 6.4 0.0 0.0 0.5 5.4 24.0 9.9 3.0 3.0Cycle Q Clear(g_c), s 1.4 0.0 1.2 6.4 0.0 0.0 0.5 5.4 24.0 9.9 3.0 3.0Prop In Lane 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.04Lane Grp Cap(c), veh/h 95 0 83 447 0 200 28 1169 720 309 865 903V/C Ratio(X) 0.38 0.00 0.32 0.72 0.00 0.00 0.46 0.30 0.87 0.81 0.15 0.15Avail Cap(c_a), veh/h 667 0 586 1074 0 479 122 1169 720 586 1047 1093HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 33.3 0.0 33.2 30.5 0.0 0.0 35.5 18.1 17.3 28.8 10.3 10.3Incr Delay (d2), s/veh 0.9 0.0 0.8 0.8 0.0 0.0 4.3 0.3 11.6 6.1 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.0 0.5 3.1 0.0 0.0 0.3 2.6 14.6 5.3 1.5 1.6LnGrp Delay(d),s/veh 34.2 0.0 34.0 31.4 0.0 0.0 39.8 18.4 28.9 34.9 10.4 10.4LnGrp LOS C C C D B C C B BApproach Vol, veh/h 63 323 988 518Approach Delay, s/veh 34.1 31.4 25.3 22.3Approach LOS CCCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 17.7 30.0 9.8 6.2 41.5 15.2Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 24.0 24.0 27.0 5.0 43.0 22.0Max Q Clear Time (g_c+I1), s 11.9 26.0 3.4 2.5 5.0 8.4Green Ext Time (p_c), s 0.9 0.0 0.2 0.0 17.7 0.7Intersection SummaryHCM 2010 Ctrl Delay 25.8HCM 2010 LOS CNotes $YLOD5DQFK ([LVWLQJ$0+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 45.5 36.3 77.9 62.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3365Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 150 50 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2245.5 2126.8 2472.0 2387.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.98 2.75 2.93 2.65Pedestrian Crosswalk LOS A B C B$YLOD5DQFK ([LVWLQJ$0+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 63 577 988 518Effct. Green for Bike (s) 9.2 15.1 16.7 38.6Cross Street Width (ft) 77.9 62.3 36.3 45.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 153 252 278 643Bicycle Delay (s/bike) 51.2 45.9 44.5 27.6Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.86 2.18 1.64 1.40Bicycle LOS C B A A Avila Ranch Existing AM7: Horizon Lane & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 741 25 6 658 18 8Future Volume (Veh/h) 741 25 6 658 18 8Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 805 27 7 715 20 9PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 832 1548 818vC1, stage 1 conf vol 818vC2, stage 2 conf vol 729vCu, unblocked vol 832 1548 818tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 99 94 98cM capacity (veh/h) 801 335 376Direction, Lane # EB 1 WB 1 NB 1Volume Total 832 722 29Volume Left 0 7 20Volume Right 27 0 9cSH 1700 801 346Volume to Capacity 0.49 0.01 0.08Queue Length 95th (ft) 0 1 7Control Delay (s) 0.0 0.2 16.3Lane LOS A CApproach Delay (s) 0.0 0.2 16.3Approach LOS CIntersection SummaryAverage Delay 0.4Intersection Capacity Utilization 50.5% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing AM7: Horizon Lane & Tank Farm7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 1345.7Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1399Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 1348.25Avg Ped Delay (s) 1345.71ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 1345.7Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1399Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 1348.25Avg Ped Delay (s) 1345.71 $YLOD5DQFK ([LVWLQJ$0+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBR NBT SBL SBTLane Group Flow (vph) 98 45 1226 32 536v/c Ratio 0.32 0.15 0.50 0.12 0.21Control Delay 23.4 7.3 7.2 8.1 5.6Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 23.4 7.3 7.2 8.1 5.6Queue Length 50th (ft) 33 0 79 3 28Queue Length 95th (ft) 61 19 257 24 97Internal Link Dist (ft) 1164 234 1054Turn Bay Length (ft) 170 200Base Capacity (vph) 774 705 2361 255 2434Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.13 0.06 0.52 0.13 0.22Intersection Summary$YLOD5DQFK ([LVWLQJ$0+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 90 41 859 269 29 493Future Volume (veh/h) 90 41 859 269 29 493Number 3 18 2 12 1 6Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863Adj Flow Rate, veh/h 98 45 934 292 32 536Adj No. of Lanes112012Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222Cap, veh/h 159 142 1800 561 380 2397Arrive On Green 0.09 0.09 0.68 0.68 0.68 0.68Sat Flow, veh/h 1774 1583 2751 828 453 3632Grp Volume(v), veh/h 98 45 621 605 32 536Grp Sat Flow(s),veh/h/ln 1774 1583 1770 1716 453 1770Q Serve(g_s), s 2.5 1.3 8.2 8.3 1.8 2.7Cycle Q Clear(g_c), s 2.5 1.3 8.2 8.3 10.1 2.7Prop In Lane 1.00 1.00 0.48 1.00Lane Grp Cap(c), veh/h 159 142 1198 1162 380 2397V/C Ratio(X) 0.62 0.32 0.52 0.52 0.08 0.22Avail Cap(c_a), veh/h 902 805 1313 1273 409 2625HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 20.7 20.1 3.8 3.8 6.3 2.9Incr Delay (d2), s/veh 1.4 0.5 1.0 1.0 0.3 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.3 0.6 4.3 4.2 0.2 1.3LnGrp Delay(d),s/veh 22.1 20.6 4.7 4.8 6.6 3.0LnGrp LOS CCAAAAApproach Vol, veh/h 143 1226 568Approach Delay, s/veh 21.6 4.8 3.2Approach LOS C A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 38.0 38.0 9.2Change Period (Y+Rc), s 6.0 6.0 5.0Max Green Setting (Gmax), s 35.0 35.0 24.0Max Q Clear Time (g_c+I1), s 10.3 12.1 4.5Green Ext Time (p_c), s 21.2 19.9 0.3Intersection SummaryHCM 2010 Ctrl Delay 5.6HCM 2010 LOS A $YLOD5DQFK ([LVWLQJ$0+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 45.4 60.0 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 10 40 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7276.3 7276.5 7276.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 3849.3 4575.8 4068.5Crosswalk Circulation Code A A APedestrian Delay (s/p) 27.5 26.6 27.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.07 2.86 2.74Pedestrian Crosswalk LOS B C B$YLOD5DQFK ([LVWLQJ$0+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 143 1226 568Effct. Green for Bike (s) 9.8 40.4 40.4Cross Street Width (ft) 60.1 45.4 60.0Through Lanes Number 1 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 280 1154 1154Bicycle Delay (s/bike) 25.9 6.3 6.3Bicycle Compliance Fair Good GoodBicycle LOS Score 1.75 2.19 1.87Bicycle LOS A B A $YLOD5DQFK ([LVWLQJ$0+LJXHUD 9DFKHOO6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 108 70 1034 276 42 534Future Volume (Veh/h) 108 70 1034 276 42 534Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 115 74 1100 294 45 568PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh) 4Median type None NoneMedian storage veh)Upstream signal (ft) 504 314pX, platoon unblocked 0.97vC, conflicting volume 1621 697 1394vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1577 697 1394tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 0 81 91cM capacity (veh/h) 88 383 487Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 189 733 661 45 284 284Volume Left 115 0 0 45 0 0Volume Right 74 0 294 0 0 0cSH 134 1700 1700 487 1700 1700Volume to Capacity 1.41 0.43 0.39 0.09 0.17 0.17Queue Length 95th (ft) 31400800Control Delay (s) 285.8 0.0 0.0 13.2 0.0 0.0Lane LOS F BApproach Delay (s) 285.8 0.0 1.0Approach LOS FIntersection SummaryAverage Delay 24.9Intersection Capacity Utilization 50.0% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing AM9: Higuera & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? YesApproach Delay(s) 84.3Level of Service FCrosswalkLength (ft) 28 28Lanes Crossed 2 1Veh Vol Crossed 1034 534Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 11.00 11.00Prob of Delayed X-ing 0.96 0.80Prob of Blocked Lane 0.79 0.80Delay for adq Gap 70.53 20.79Avg Ped Delay (s) 67.54 16.72ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 40111.5Level of Service FCrosswalkLength (ft) 68Lanes Crossed 4Veh Vol Crossed 1568Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 22.43Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.91Delay for adq Gap 40113.80Avg Ped Delay (s) 40111.50 $YLOD5DQFK ([LVWLQJ$0+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1096 52 32 321 240 435v/c Ratio 0.74 0.07 0.09 0.50 0.47 0.39Control Delay 20.7 8.9 10.6 16.0 20.6 3.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 20.7 8.9 10.6 16.0 20.6 3.7Queue Length 50th (ft) 113 3 7 78 55 0Queue Length 95th (ft) #398 30 18 128 134 82Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1484 702 376 1470 1050 1106Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.74 0.07 0.09 0.22 0.23 0.39Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ$0+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1030 49 30 302 226 409Future Volume (veh/h) 1030 49 30 302 226 409Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1096 52 32 321 240 435Adj No. of Lanes211111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1296 596 318 782 528 1044Arrive On Green 0.38 0.38 0.03 0.42 0.28 0.28Sat Flow, veh/h 3442 1583 1774 1863 1863 1578Grp Volume(v), veh/h 1096 52 32 321 240 435Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1578Q Serve(g_s), s 17.2 1.2 0.7 7.1 6.3 7.6Cycle Q Clear(g_c), s 17.2 1.2 0.7 7.1 6.3 7.6Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1296 596 318 782 528 1044V/C Ratio(X) 0.85 0.09 0.10 0.41 0.45 0.42Avail Cap(c_a), veh/h 1342 617 437 1326 947 1399HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.8 11.9 13.2 12.0 17.4 4.7Incr Delay (d2), s/veh 6.0 0.2 0.1 0.4 0.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 9.1 1.4 0.3 3.7 3.3 7.1LnGrp Delay(d),s/veh 22.8 12.0 13.3 12.4 18.1 5.0LnGrp LOS CBBBBAApproach Vol, veh/h 1148 353 675Approach Delay, s/veh 22.3 12.5 9.7Approach LOS C B ATimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 30.8 28.2 8.0 22.7Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 42.0 23.0 6.0 30.0Max Q Clear Time (g_c+I1), s 9.1 19.2 2.7 9.6Green Ext Time (p_c), s 7.9 3.0 0.0 6.8Intersection SummaryHCM 2010 Ctrl Delay 16.8HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ$0+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.3 36.0 60.2Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 1 1 1Ped. Right-Left Flow Rate (p/h) 1 0 0Ped. R. Sidewalk Flow Rate (p/h) 2 1 1Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 14560.8 24284.0 18213.0Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.4 0.3Crosswalk Circulation Code F F FPedestrian Delay (s/p) 38.5 38.5 38.5Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.59 2.26 2.64Pedestrian Crosswalk LOS B B B$YLOD5DQFK ([LVWLQJ$0+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 8 8 8Total Flow Rate (veh/h) 1148 353 675Effct. Green for Bike (s) 23.9 18.9 15.1Cross Street Width (ft) 36.0 60.2 61.3Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 621 491 392Bicycle Delay (s/bike) 18.4 22.0 25.0Bicycle Compliance Fair Fair FairBicycle LOS Score 1.99 1.99 2.54Bicycle LOS A A B $YLOD5DQFK ([LVWLQJ$0+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 361 299v/c Ratio 0.19 0.16Control Delay 0.2 0.2Queue Delay 0.0 0.0Total Delay 0.2 0.2Queue Length 50th (ft) 0 0Queue Length 95th (ft) 0 0Internal Link Dist (ft) 387 1906Turn Bay Length (ft)Base Capacity (vph) 1863 1863Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.19 0.16Intersection Summary$YLOD5DQFK ([LVWLQJ$0+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 332 0 0 275Future Volume (vph) 0 0 332 0 0 275Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0Lane Util. Factor 1.00 1.00Frt 1.00 1.00Flt Protected 1.00 1.00Satd. Flow (prot) 1863 1863Flt Permitted 1.00 1.00Satd. Flow (perm) 1863 1863Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 361 0 0 299RTOR Reduction (vph)000000Lane Group Flow (vph) 0 0 361 0 0 299Turn Type Prot NA NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 35.0 35.0Effective Green, g (s) 35.0 35.0Actuated g/C Ratio 1.00 1.00Clearance Time (s) 4.0 4.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 1863 1863v/s Ratio Prot c0.19 0.16v/s Ratio Permv/c Ratio 0.19 0.16Uniform Delay, d1 0.0 0.0Progression Factor 1.00 1.00Incremental Delay, d2 0.2 0.2Delay (s) 0.2 0.2Level of Service A AApproach Delay (s) 0.0 0.2 0.2Approach LOS A A AIntersection SummaryHCM 2000 Control Delay 0.2 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.25Actuated Cycle Length (s) 35.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 20.8% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group $YLOD5DQFK ([LVWLQJ$0+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 34.8 35.4 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.69 2.17 2.17Pedestrian Crosswalk LOS A B B$YLOD5DQFK ([LVWLQJ$0+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 361 299Effct. Green for Bike (s) 5.5 35.0 35.0Cross Street Width (ft) 36.0 34.8 35.4Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 275 1750 1750Bicycle Delay (s/bike) 14.9 0.3 0.3Bicycle Compliance Fair Good GoodBicycle LOS Score 2.11 2.69 2.59Bicycle LOS B B B $YLOD5DQFK ([LVWLQJ$0%XFNOH\ 9DFKHOO6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 178 318 0Future Volume (Veh/h) 0 0 0 178 318 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 193 346 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 193 96 96vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 193 96 96tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 62 100cM capacity (veh/h) 1380 903 960Direction, Lane # EB 1 WB 1 SB 1Volume Total 0 193 346Volume Left 0 0 346Volume Right 0 193 0cSH 1700 1700 903Volume to Capacity 0.00 0.11 0.38Queue Length 95th (ft) 0 0 45Control Delay (s) 0.0 0.0 11.4Lane LOS BApproach Delay (s) 0.0 0.0 11.4Approach LOS BIntersection SummaryAverage Delay 7.3Intersection Capacity Utilization 35.3% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing AM12: Buckley & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00 Avila Ranch Existing AM13: Buckley & Project Entry7/17/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 318 178 0 0 0Future Volume (Veh/h) 0 318 178 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 346 193 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 193 539 193vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 193 539 193tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1380 503 849Direction, Lane # EB 1 WB 1 SB 1Volume Total 346 193 0Volume Left 0 0 0Volume Right 0 0 0cSH 1380 1700 1700Volume to Capacity 0.00 0.11 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 20.1% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing AM13: Buckley & Project Entry7/17/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 19.3Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 496Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.81Prob of Blocked Lane 0.57Delay for adq Gap 23.72Avg Ped Delay (s) 19.27ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 19.3Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 496Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.81Prob of Blocked Lane 0.57Delay for adq Gap 23.72Avg Ped Delay (s) 19.27 $YLOD5DQFK ([LVWLQJ$0%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 39 123 1 215 1171 5 463 64v/c Ratio 0.20 0.23 0.00 0.54 0.76 0.05 0.46 0.07Control Delay 42.6 5.4 0.0 36.2 11.2 47.6 14.0 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.6 5.4 0.0 36.2 11.2 47.6 14.0 0.3Queue Length 50th (ft) 18 0 0 95 223 2 130 0Queue Length 95th (ft) 62 36 0 227 #1092 17 299 2Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 432 736 333 629 1665 106 1455 1234Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.09 0.17 0.00 0.34 0.70 0.05 0.32 0.05Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ$0%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 35 1 113 0 0 1 198 1077 0 5 426 59Future Volume (veh/h) 35 1 113 0 0 1 198 1077 0 5 426 59Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 38 1 123 0 0 1 215 1171 0 5 463 64Adj No. of Lanes011010110111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 157 4 374 0 0 2 256 1303 0 9 1060 882Arrive On Green 0.09 0.09 0.09 0.00 0.00 0.00 0.15 0.72 0.00 0.01 0.58 0.58Sat Flow, veh/h 1713 45 1523 0 0 1495 1712 1798 0 1739 1825 1519Grp Volume(v), veh/h 39 0 123 0 0 1 215 1171 0 5 463 64Grp Sat Flow(s),veh/h/ln 1758 0 1523 0 0 1495 1712 1798 0 1739 1825 1519Q Serve(g_s), s 1.9 0.0 6.0 0.0 0.0 0.1 11.0 46.4 0.0 0.3 12.9 1.7Cycle Q Clear(g_c), s 1.9 0.0 6.0 0.0 0.0 0.1 11.0 46.4 0.0 0.3 12.9 1.7Prop In Lane 0.97 1.00 0.00 1.00 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 161 0 374 0 0 2 256 1303 0 9 1060 882V/C Ratio(X) 0.24 0.00 0.33 0.00 0.00 0.60 0.84 0.90 0.00 0.55 0.44 0.07Avail Cap(c_a), veh/h 312 0 504 0 0 66 455 1592 0 77 1213 1009HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 38.1 0.0 28.3 0.0 0.0 45.1 37.3 9.8 0.0 44.8 10.6 8.3Incr Delay (d2), s/veh 0.8 0.0 0.5 0.0 0.0 178.9 7.2 6.3 0.0 43.3 0.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 0.0 2.6 0.0 0.0 0.1 5.7 24.7 0.0 0.2 6.5 0.7LnGrp Delay(d),s/veh 38.9 0.0 28.8 0.0 0.0 224.0 44.6 16.1 0.0 88.1 10.9 8.3LnGrp LOS D C F D B F B AApproach Vol, veh/h 162 1 1386 532Approach Delay, s/veh 31.2 224.0 20.5 11.3Approach LOS C F C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 4.5 69.5 12.3 17.5 56.4 4.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 24.0 60.0 4.0Max Q Clear Time (g_c+I1), s 2.3 48.4 8.0 13.0 14.9 2.1Green Ext Time (p_c), s 0.0 17.1 0.4 0.5 20.2 0.0Intersection SummaryHCM 2010 Ctrl Delay 19.1HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ$0%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.2 24.0 37.7 48.2Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h) 1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 20 0 0 1085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4882.3 0.0 4834.9 5117.9Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.13 1.74 2.92 2.80Pedestrian Crosswalk LOS B A C C$YLOD5DQFK ([LVWLQJ$0%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 162 1 1386 532Effct. Green for Bike (s) 8.1 4.6 63.8 40.5Cross Street Width (ft) 37.7 48.2 24.0 39.2Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 135 77 1063 675Bicycle Delay (s/bike) 52.2 55.5 13.2 26.3Bicycle Compliance Poor Poor Fair FairBicycle LOS Score 2.40 2.30 4.21 3.04Bicycle LOS B B D C $YLOD5DQFK ([LVWLQJ$0(DUWKZRRG 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1244pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1623 1023 1085Direction, Lane # EB 1 WB 1 NB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK ([LVWLQJ$06XEXUEDQ +RUL]RQ/DQH6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph)000000Future Volume (vph)000000Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 0 0 0Volume Left (vph) 0 0 0Volume Right (vph) 0 0 0Hadj (s) 0.00 0.00 0.00Departure Headway (s) 3.9 3.9 3.9Degree Utilization, x 0.00 0.00 0.00Capacity (veh/h) 917 917 917Control Delay (s) 6.9 6.9 6.9Approach Delay (s) 0.0 0.0 0.0Approach LOS A A AIntersection SummaryDelay 0.0Level of Service AIntersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK ([LVWLQJ$09DFKHOO 9HQWXUH'U6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 178 0 0 318Future Volume (Veh/h) 0 0 178 0 0 318Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 193 0 0 346PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 539 193 193vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 539 193 193tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 503 849 1380Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 193 346Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1380Volume to Capacity 0.00 0.11 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 20.1% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK ([LVWLQJ$09DFKHOO 3URMHFW(QWU\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 178 0 0 318Future Volume (Veh/h) 0 0 178 0 0 318Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 193 0 0 346PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 539 193 193vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 539 193 193tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 503 849 1380Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 193 346Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1380Volume to Capacity 0.00 0.11 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 20.1% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK ([LVWLQJ30/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 231 386 89 1152 808 692v/c Ratio 0.46 0.74 0.33 0.52 0.91 0.62Control Delay 30.6 32.4 12.5 7.5 31.1 5.2Queue Delay 0.0 0.1 0.0 0.1 0.0 0.6Total Delay 30.6 32.5 12.5 7.6 31.1 5.8Queue Length 50th (ft) 110 153 10 87 409 51Queue Length 95th (ft) 180 #292 m37 170 #648 15Internal Link Dist (ft) 198 925 236Turn Bay Length (ft) 150 150Base Capacity (vph) 503 519 271 2241 910 1127Starvation Cap Reductn00000158Spillback Cap Reductn 0 5 0 205 0 0Storage Cap Reductn000000Reduced v/c Ratio 0.46 0.75 0.33 0.57 0.89 0.71Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.$YLOD5DQFK ([LVWLQJ30/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 229 1 381 88 1140 0 0 800 685Future Volume (veh/h) 0 0 0 229 1 381 88 1140 0 0 800 685Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 231 1 385 89 1152 0 0 808 692Adj No. of Lanes110120011Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Percent Heavy Veh, % 222220022Cap, veh/h 483 1 430 301 2242 0 0 911 774Arrive On Green 0.27 0.27 0.27 0.07 0.42 0.00 0.00 0.49 0.49Sat Flow, veh/h 1774 4 1580 1774 3632 0 0 1863 1583Grp Volume(v), veh/h 231 0 386 89 1152 0 0 808 692Grp Sat Flow(s),veh/h/ln 1774 0 1584 1774 1770 0 0 1863 1583Q Serve(g_s), s 9.8 0.0 21.1 1.9 21.6 0.0 0.0 35.2 35.7Cycle Q Clear(g_c), s 9.8 0.0 21.1 1.9 21.6 0.0 0.0 35.2 35.7Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 483 0 431 301 2242 0 0 911 774V/C Ratio(X) 0.48 0.00 0.90 0.30 0.51 0.00 0.00 0.89 0.89Avail Cap(c_a), veh/h 483 0 431 301 2242 0 0 911 774HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.72 0.72 0.00 0.00 0.82 0.82Uniform Delay (d), s/veh 27.4 0.0 31.5 17.8 15.7 0.0 0.0 20.8 20.9Incr Delay (d2), s/veh 3.4 0.0 23.7 1.8 0.6 0.0 0.0 10.5 12.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.3 0.0 12.1 1.3 10.7 0.0 0.0 20.6 18.1LnGrp Delay(d),s/veh 30.8 0.0 55.2 19.6 16.3 0.0 0.0 31.3 33.6LnGrp LOS C E B B C CApproach Vol, veh/h 617 1241 1500Approach Delay, s/veh 46.1 16.6 32.4Approach LOS D B CTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 13.0 49.0 62.0 28.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 9.5 44.0 57.0 24.5Max Q Clear Time (g_c+I1), s 3.9 37.7 23.6 23.1Green Ext Time (p_c), s 0.1 5.8 25.1 0.5Intersection SummaryHCM 2010 Ctrl Delay 29.0HCM 2010 LOS C $YLOD5DQFK ([LVWLQJ30/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 14.7 23.9 48.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1244Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h) 0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.20 2.02 2.79 3.00Pedestrian Crosswalk LOS B B C C$YLOD5DQFK ([LVWLQJ30/295 1%6%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 617 1241 1500Effct. Green for Bike (s) 0.0 25.6 55.9 42.9Cross Street Width (ft) 48.3 60.1 23.9 14.7Through Lanes Number0121Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 569 1242 953Bicycle Delay (s/bike) 0.0 23.0 6.5 12.3Bicycle Compliance Fair Good FairBicycle LOS Score 0.00 3.50 2.95 4.26Bicycle LOS C C E $YLOD5DQFK ([LVWLQJ30/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 489 108 173 778 746 308v/c Ratio 0.71 0.29 0.43 0.60 0.72 0.32Control Delay 39.3 14.5 7.7 10.4 14.1 2.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 39.3 14.5 7.7 10.4 14.1 2.6Queue Length 50th (ft) 135 18 25 199 118 10Queue Length 95th (ft) 175 58 54 359 m#382 m16Internal Link Dist (ft) 128 471 925Turn Bay Length (ft) 50 200 150Base Capacity (vph) 858 447 476 1293 1033 972Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.57 0.24 0.36 0.60 0.72 0.32Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.$YLOD5DQFK ([LVWLQJ30/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 474 105 168 755 724 299Future Volume (veh/h) 474 105 168 755 724 299Number 3 18 1 6 2 12Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 489 108 173 778 746 308Adj No. of Lanes211111Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 222222Cap, veh/h 617 284 513 1332 1152 979Arrive On Green 0.18 0.18 0.06 0.72 1.00 1.00Sat Flow, veh/h 3442 1583 1774 1863 1863 1583Grp Volume(v), veh/h 489 108 173 778 746 308Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1583Q Serve(g_s), s 12.2 5.4 2.9 18.4 0.0 0.0Cycle Q Clear(g_c), s 12.2 5.4 2.9 18.4 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 617 284 513 1332 1152 979V/C Ratio(X) 0.79 0.38 0.34 0.58 0.65 0.31Avail Cap(c_a), veh/h 860 396 676 1332 1152 979HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.48 0.48Uniform Delay (d), s/veh 35.3 32.5 4.6 6.3 0.0 0.0Incr Delay (d2), s/veh 3.5 0.8 0.4 1.9 1.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.1 2.4 1.4 10.0 0.4 0.1LnGrp Delay(d),s/veh 38.8 33.4 5.0 8.1 1.4 0.4LnGrp LOS DCAAAAApproach Vol, veh/h 597 951 1054Approach Delay, s/veh 37.8 7.6 1.1Approach LOS D A ATimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.7 61.6 70.4 19.6Change Period (Y+Rc), s 3.5 6.0 6.0 3.5Max Green Setting (Gmax), s 13.5 41.0 58.0 22.5Max Q Clear Time (g_c+I1), s 4.9 2.0 20.4 14.2Green Ext Time (p_c), s 0.4 18.9 18.5 1.9Intersection SummaryHCM 2010 Ctrl Delay 11.9HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ30/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 51.6 36.0 60.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.40 2.63 2.71Pedestrian Crosswalk LOS B B B$YLOD5DQFK ([LVWLQJ30/295 1%6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 597 951 1054Effct. Green for Bike (s) 18.0 62.5 49.9Cross Street Width (ft) 36.0 60.0 51.6Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 400 1389 1109Bicycle Delay (s/bike) 28.8 4.2 8.9Bicycle Compliance Fair Good GoodBicycle LOS Score 2.60 4.05 4.09Bicycle LOS B D D $YLOD5DQFK ([LVWLQJ30+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 26 33 709 110 18 545 582 82 557v/c Ratio 0.29 0.15 0.75 0.22 0.21 0.34 0.61 0.48 0.29Control Delay 50.8 1.4 33.6 9.0 48.1 17.8 8.5 48.4 13.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0Total Delay 50.8 1.4 33.6 9.0 48.1 17.8 8.8 48.4 13.1Queue Length 50th (ft) 15 0 189 8 10 115 52 45 86Queue Length 95th (ft) 41 0 252 46 33 161 169 93 147Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 89 224 1139 594 86 1621 947 196 1899Starvation Cap Reductn0000005600Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.29 0.15 0.62 0.19 0.21 0.34 0.65 0.42 0.29Intersection Summary$YLOD5DQFK ([LVWLQJ30+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 12 12 31 659 18 85 17 507 541 76 500 18Future Volume (veh/h) 12 12 31 659 18 85 17 507 541 76 500 18Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 13 13 33 709 19 91 18 545 582 82 538 19Adj No. of Lanes011210121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 33 33 54 887 72 344 29 1603 711 106 1730 61Arrive On Green 0.04 0.04 0.04 0.26 0.26 0.26 0.02 0.45 0.45 0.06 0.50 0.50Sat Flow, veh/h 909 909 1515 3442 279 1335 1774 3539 1570 1774 3486 123Grp Volume(v), veh/h 26 0 33 709 0 110 18 545 582 82 273 284Grp Sat Flow(s),veh/h/ln 1817 0 1515 1721 0 1614 1774 1770 1570 1774 1770 1839Q Serve(g_s), s 1.2 0.0 1.8 15.9 0.0 4.5 0.8 8.2 26.6 3.8 7.6 7.6Cycle Q Clear(g_c), s 1.2 0.0 1.8 15.9 0.0 4.5 0.8 8.2 26.6 3.8 7.6 7.6Prop In Lane 0.50 1.00 1.00 0.83 1.00 1.00 1.00 0.07Lane Grp Cap(c), veh/h 65 0 54 887 0 416 29 1603 711 106 878 913V/C Ratio(X) 0.40 0.00 0.61 0.80 0.00 0.26 0.62 0.34 0.82 0.77 0.31 0.31Avail Cap(c_a), veh/h 88 0 73 1125 0 527 86 1603 711 193 878 913HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.0 0.0 39.3 28.7 0.0 24.4 40.4 14.6 19.7 38.3 12.4 12.4Incr Delay (d2), s/veh 3.9 0.0 10.4 3.3 0.0 0.3 19.5 0.6 10.2 11.3 0.9 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 0.0 0.9 8.0 0.0 2.0 0.6 4.1 13.5 2.2 3.9 4.1LnGrp Delay(d),s/veh 42.8 0.0 49.7 31.9 0.0 24.8 59.9 15.2 29.8 49.6 13.3 13.3LnGrp LOS D D C C E B C D B BApproach Vol, veh/h 59 819 1145 639Approach Delay, s/veh 46.7 31.0 23.3 18.0Approach LOS D C C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 8.9 41.4 7.0 5.4 45.0 25.3Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 9.0 36.0 4.0 4.0 41.0 27.0Max Q Clear Time (g_c+I1), s 5.8 28.6 3.8 2.8 9.6 17.9Green Ext Time (p_c), s 0.1 5.3 0.0 0.0 13.6 3.0Intersection SummaryHCM 2010 Ctrl Delay 24.9HCM 2010 LOS C $YLOD5DQFK ([LVWLQJ30+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h) 0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0555Veh. Perm. R. Flow in Walk (v/h) 0555Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 30 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.00 2.62 2.87 2.58Pedestrian Crosswalk LOS B B C B$YLOD5DQFK ([LVWLQJ30+LJXHUD 6RXWK6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 59 819 1145 639Effct. Green for Bike (s) 4.1 22.9 38.0 44.7Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 498 826 972Bicycle Delay (s/bike) 42.0 26.0 15.8 12.2Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.96 2.94 2.35 1.88Bicycle LOS C C B A $YLOD5DQFK ([LVWLQJ30+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 312 313 317 10 99 308 534 458 808v/c Ratio 0.66 0.66 0.34 0.05 0.43 0.81 0.32 0.68 0.61Control Delay 33.7 33.6 1.9 33.4 39.3 51.7 15.2 35.8 15.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 33.7 33.6 1.9 33.4 39.3 51.7 15.2 35.8 15.0Queue Length 50th (ft) 146 146 0 5 47 158 93 117 142Queue Length 95th (ft) 261 261 22 19 96 #338 141 177 217Internal Link Dist (ft) 964 1295 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 566 568 939 381 399 381 1858 859 1482Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.55 0.55 0.34 0.03 0.25 0.81 0.29 0.53 0.55Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ30+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 569 12 295 9 85 7 286 494 3 5 421 751Future Volume (veh/h) 569 12 295 9 85 7 286 494 3 5 421 751Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 621 0 0 10 91 8 308 531 3 5 453 808Adj No. of Lanes201110120022Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 822 0 683 140 133 12 354 1875 11 54 910 1371Arrive On Green 0.23 0.00 0.00 0.08 0.08 0.08 0.20 0.52 0.52 0.26 0.26 0.26Sat Flow, veh/h 3548 0 1583 1774 1684 148 1774 3608 20 10 3452 2755Grp Volume(v), veh/h 621 0 0 10 0 99 308 260 274 245 213 808Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1833 1774 1770 1859 1851 1610 1377Q Serve(g_s), s 11.5 0.0 0.0 0.4 0.0 3.7 11.9 5.9 5.9 0.0 7.9 14.8Cycle Q Clear(g_c), s 11.5 0.0 0.0 0.4 0.0 3.7 11.9 5.9 5.9 7.9 7.9 14.8Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.01 0.02 1.00Lane Grp Cap(c), veh/h 822 0 683 140 0 145 354 920 966 540 424 1371V/C Ratio(X) 0.76 0.00 0.00 0.07 0.00 0.68 0.87 0.28 0.28 0.45 0.50 0.59Avail Cap(c_a), veh/h 1254 0 875 401 0 414 401 975 1025 549 432 1385HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 25.3 0.0 0.0 30.2 0.0 31.7 27.4 9.6 9.6 22.1 22.1 12.8Incr Delay (d2), s/veh 1.4 0.0 0.0 0.2 0.0 5.5 16.8 0.2 0.2 0.6 0.9 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.8 0.0 0.0 0.2 0.0 2.1 7.5 2.9 3.0 4.1 3.6 7.9LnGrp Delay(d),s/veh 26.8 0.0 0.0 30.4 0.0 37.2 44.2 9.7 9.7 22.7 23.0 13.4LnGrp LOS C C D D A A C C BApproach Vol, veh/h 621 109 842 1266Approach Delay, s/veh 26.8 36.6 22.4 16.8Approach LOS C D C BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 40.8 20.4 18.1 22.6 9.6Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 16.0 19.0 16.0Max Q Clear Time (g_c+I1), s 7.9 13.5 13.9 16.8 5.7Green Ext Time (p_c), s 13.7 2.3 0.3 1.8 0.3Intersection SummaryHCM 2010 Ctrl Delay 21.4HCM 2010 LOS CNotes $YLOD5DQFK ([LVWLQJ30+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h) 2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.92 1.99 2.78 2.72Pedestrian Crosswalk LOS C A C B$YLOD5DQFK ([LVWLQJ30+LJXHUD 0DGRQQD6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 942 109 842 1266Effct. Green for Bike (s) 21.9 9.6 36.4 15.6Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 476 209 791 339Bicycle Delay (s/bike) 26.7 36.9 16.8 31.7Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 2.89 1.37 1.52 2.34Bicycle LOS C A A B $YLOD5DQFK ([LVWLQJ30+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 43 16 90 81 82 72 413 514 91 726v/c Ratio 0.21 0.05 0.26 0.41 0.30 0.21 0.73 0.28 0.41 0.69Control Delay 35.6 33.7 5.0 40.9 36.8 2.6 33.3 11.0 43.3 29.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 35.6 33.7 5.0 40.9 36.8 2.6 33.3 11.0 43.3 29.1Queue Length 50th (ft) 17 6 0 34 33 0 161 65 38 147Queue Length 95th (ft) 60 29 23 100 97 8 363 125 117 307Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 404 575 558 402 549 553 1043 2945 298 1726Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.11 0.03 0.16 0.20 0.15 0.13 0.40 0.17 0.31 0.42Intersection Summary$YLOD5DQFK ([LVWLQJ30+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 40 15 84 75 76 67 384 438 40 85 644 32Future Volume (veh/h) 40 15 84 75 76 67 384 438 40 85 644 32Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 43 16 90 81 82 72 413 471 43 91 692 34Adj No. of Lanes111111120120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 256 303 251 302 303 251 486 1704 155 119 1073 53Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.27 0.52 0.52 0.07 0.31 0.31Sat Flow, veh/h 1209 1863 1548 1259 1863 1548 1774 3278 298 1774 3431 168Grp Volume(v), veh/h 43 16 90 81 82 72 413 253 261 91 357 369Grp Sat Flow(s),veh/h/ln 1209 1863 1548 1259 1863 1548 1774 1770 1807 1774 1770 1830Q Serve(g_s), s 2.2 0.5 3.5 3.9 2.6 2.8 14.9 5.4 5.5 3.4 11.8 11.8Cycle Q Clear(g_c), s 4.8 0.5 3.5 4.4 2.6 2.8 14.9 5.4 5.5 3.4 11.8 11.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.09Lane Grp Cap(c), veh/h 256 303 251 302 303 251 486 920 939 119 553 572V/C Ratio(X) 0.17 0.05 0.36 0.27 0.27 0.29 0.85 0.28 0.28 0.77 0.64 0.65Avail Cap(c_a), veh/h 452 605 503 487 577 480 1100 1698 1734 314 914 946HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 27.0 24.0 25.2 25.8 24.9 24.9 23.3 9.1 9.1 31.1 20.0 20.0Incr Delay (d2), s/veh 0.3 0.1 0.9 0.5 0.5 0.6 4.3 0.2 0.2 9.8 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.3 1.6 1.4 1.4 1.2 7.8 2.6 2.7 2.0 5.9 6.1LnGrp Delay(d),s/veh 27.3 24.0 26.1 26.3 25.3 25.5 27.5 9.3 9.3 40.9 21.3 21.3LnGrp LOS CCCCCCCAADCCApproach Vol, veh/h 149 235 927 817Approach Delay, s/veh 26.2 25.7 17.4 23.5Approach LOS C C B CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.5 41.2 17.0 23.6 27.2 17.0Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 12.0 65.0 * 22 42.0 35.0 21.0Max Q Clear Time (g_c+I1), s 5.4 7.5 6.8 16.9 13.8 6.4Green Ext Time (p_c), s 0.1 9.1 1.6 1.6 7.4 1.6Intersection SummaryHCM 2010 Ctrl Delay 21.3HCM 2010 LOS CNotes $YLOD5DQFK ([LVWLQJ30+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.32 2.24 2.85 2.74Pedestrian Crosswalk LOS B B C B$YLOD5DQFK ([LVWLQJ30+LJXHUD 3UDGR6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 149 235 927 817Effct. Green for Bike (s) 12.3 11.2 41.2 22.9Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 214 195 717 398Bicycle Delay (s/bike) 45.9 46.8 23.7 36.9Bicycle Compliance Poor Poor Fair PoorBicycle LOS Score 2.75 2.89 1.77 1.68Bicycle LOS B C A A $YLOD5DQFK ([LVWLQJ30+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 17 20 304 308 292 35 466 418 256 557v/c Ratio 0.09 0.06 0.67 0.67 0.45 0.27 0.66 0.44 0.70 0.39Control Delay 39.2 0.4 41.2 41.4 7.1 52.1 39.0 2.6 46.0 22.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 39.2 0.4 41.2 41.4 7.1 52.1 39.0 2.6 46.0 22.3Queue Length 50th (ft) 9 0 161 163 0 19 128 0 132 125Queue Length 95th (ft) 30 0 #430 #435 76 62 232 31 #319 228Internal Link Dist (ft) 403 1256 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 607 639 481 483 661 132 1101 977 484 1794Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.03 0.03 0.63 0.64 0.44 0.27 0.42 0.43 0.53 0.31Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ30+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 7 19 573 14 280 34 447 401 246 512 23Future Volume (veh/h) 10 7 19 573 14 280 34 447 401 246 512 23Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 7 20 608 0 0 35 466 418 256 533 24Adj No. of Lanes011201121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 34 24 50 761 0 339 49 987 779 307 1464 66Arrive On Green 0.03 0.03 0.03 0.21 0.00 0.00 0.03 0.28 0.28 0.17 0.42 0.42Sat Flow, veh/h 1064 745 1574 3548 0 1583 1774 3539 1578 1774 3449 155Grp Volume(v), veh/h 17 0 20 608 0 0 35 466 418 256 273 284Grp Sat Flow(s),veh/h/ln 1810 0 1574 1774 0 1583 1774 1770 1578 1774 1770 1835Q Serve(g_s), s 0.7 0.0 0.9 12.4 0.0 0.0 1.5 8.3 13.9 10.6 8.0 8.0Cycle Q Clear(g_c), s 0.7 0.0 0.9 12.4 0.0 0.0 1.5 8.3 13.9 10.6 8.0 8.0Prop In Lane 0.59 1.00 1.00 1.00 1.00 1.00 1.00 0.08Lane Grp Cap(c), veh/h 58 0 50 761 0 339 49 987 779 307 751 779V/C Ratio(X) 0.29 0.00 0.40 0.80 0.00 0.00 0.72 0.47 0.54 0.83 0.36 0.36Avail Cap(c_a), veh/h 641 0 558 1071 0 478 140 1161 857 512 952 987HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 36.1 0.0 36.2 28.4 0.0 0.0 36.8 22.8 13.3 30.5 14.9 14.9Incr Delay (d2), s/veh 2.8 0.0 5.0 2.9 0.0 0.0 17.8 0.4 0.6 5.9 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 0.0 0.5 6.4 0.0 0.0 1.0 4.1 8.7 5.7 3.9 4.1LnGrp Delay(d),s/veh 38.8 0.0 41.2 31.3 0.0 0.0 54.6 23.2 13.9 36.4 15.2 15.2LnGrp LOS D D C D C B D B BApproach Vol, veh/h 37 608 919 813Approach Delay, s/veh 40.1 31.3 20.2 21.9Approach LOS DCCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 18.2 27.3 8.4 7.1 38.4 22.3Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 22.0 25.0 27.0 6.0 41.0 23.0Max Q Clear Time (g_c+I1), s 12.6 15.9 2.9 3.5 10.0 14.4Green Ext Time (p_c), s 0.6 5.2 0.1 0.0 9.7 1.9Intersection SummaryHCM 2010 Ctrl Delay 23.9HCM 2010 LOS CNotes $YLOD5DQFK ([LVWLQJ30+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 47.1 49.5 74.5 62.6Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 100 70 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2262.5 2286.2 2456.2 2389.3Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.80 3.07 2.78Pedestrian Crosswalk LOS A C C C$YLOD5DQFK ([LVWLQJ30+LJXHUD 7DQN)DUP6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 37 904 919 813Effct. Green for Bike (s) 9.4 23.3 17.0 34.5Cross Street Width (ft) 74.5 62.6 49.5 47.1Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 157 388 283 575Bicycle Delay (s/bike) 51.0 39.0 44.2 30.5Bicycle Compliance Poor Poor Poor PoorBicycle LOS Score 2.76 4.01 3.08 2.95Bicycle LOS CDCC Avila Ranch Existing PM7: Horizon Ln & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 709 12 8 952 22 15Future Volume (Veh/h) 709 12 8 952 22 15Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 771 13 9 1035 24 16PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 784 1830 778vC1, stage 1 conf vol 778vC2, stage 2 conf vol 1053vCu, unblocked vol 784 1830 778tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 99 91 96cM capacity (veh/h) 834 272 397Direction, Lane # EB 1 WB 1 NB 1Volume Total 784 1044 40Volume Left 0 9 24Volume Right 13 0 16cSH 1700 834 311Volume to Capacity 0.46 0.01 0.13Queue Length 95th (ft) 0 1 11Control Delay (s) 0.0 0.3 18.3Lane LOS A CApproach Delay (s) 0.0 0.3 18.3Approach LOS CIntersection SummaryAverage Delay 0.6Intersection Capacity Utilization 66.5% ICU Level of Service CAnalysis Period (min) 15Avila Ranch Existing PM7: Horizon Ln & Tank Farm7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 3702.4Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1661Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.98Delay for adq Gap 3704.56Avg Ped Delay (s) 3702.40ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 3702.4Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1661Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.98Delay for adq Gap 3704.56Avg Ped Delay (s) 3702.40 $YLOD5DQFK ([LVWLQJ30+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBR NBT SBL SBTLane Group Flow (vph) 402 140 912 37 1048v/c Ratio 0.67 0.23 0.61 0.19 0.70Control Delay 20.4 5.5 12.7 13.1 15.0Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 20.4 5.5 12.7 13.1 15.0Queue Length 50th (ft) 98 6 90 6 118Queue Length 95th (ft) 185 35 175 27 221Internal Link Dist (ft) 1245 306 1054Turn Bay Length (ft) 170 200Base Capacity (vph) 916 858 1872 254 1908Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.44 0.16 0.49 0.15 0.55Intersection Summary$YLOD5DQFK ([LVWLQJ30+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 382 133 688 179 35 996Future Volume (veh/h) 382 133 688 179 35 996Number 3 18 2 12 1 6Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863Adj Flow Rate, veh/h 402 140 724 188 37 1048Adj No. of Lanes112012Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 222222Cap, veh/h 521 465 1307 339 327 1663Arrive On Green 0.29 0.29 0.47 0.47 0.47 0.47Sat Flow, veh/h 1774 1583 2875 722 609 3632Grp Volume(v), veh/h 402 140 461 451 37 1048Grp Sat Flow(s),veh/h/ln 1774 1583 1770 1734 609 1770Q Serve(g_s), s 9.6 3.2 8.7 8.7 2.2 10.4Cycle Q Clear(g_c), s 9.6 3.2 8.7 8.7 10.8 10.4Prop In Lane 1.00 1.00 0.42 1.00Lane Grp Cap(c), veh/h 521 465 831 815 327 1663V/C Ratio(X) 0.77 0.30 0.55 0.55 0.11 0.63Avail Cap(c_a), veh/h 916 817 952 933 369 1903HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 15.0 12.7 8.8 8.8 12.7 9.3Incr Delay (d2), s/veh 2.5 0.4 0.6 0.6 0.2 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.0 1.4 4.4 4.3 0.4 5.1LnGrp Delay(d),s/veh 17.5 13.1 9.4 9.4 12.9 9.8LnGrp LOS BBAABAApproach Vol, veh/h 542 912 1085Approach Delay, s/veh 16.3 9.4 9.9Approach LOS B A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 27.8 27.8 18.7Change Period (Y+Rc), s 6.0 6.0 5.0Max Green Setting (Gmax), s 25.0 25.0 24.0Max Q Clear Time (g_c+I1), s 10.7 12.8 11.6Green Ext Time (p_c), s 10.2 9.0 2.0Intersection SummaryHCM 2010 Ctrl Delay 11.1HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ30+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 44.6 59.9 60.2Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 30 30 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7278.7 7278.9 7278.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 4473.5 5337.2 4748.3Crosswalk Circulation Code A A APedestrian Delay (s/p) 22.5 21.7 22.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.17 3.02 2.85Pedestrian Crosswalk LOS B C C$YLOD5DQFK ([LVWLQJ30+LJXHUD 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 542 912 1085Effct. Green for Bike (s) 16.4 20.6 20.6Cross Street Width (ft) 60.2 44.6 59.9Through Lanes Number 1 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 547 687 687Bicycle Delay (s/bike) 15.8 12.9 12.9Bicycle Compliance Fair Fair FairBicycle LOS Score 2.41 1.92 2.30Bicycle LOS B A B $YLOD5DQFK ([LVWLQJ30+LJXHUD 9DFKHOO6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 111 66 802 137 88 1290Future Volume (Veh/h) 111 66 802 137 88 1290Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 117 69 844 144 93 1358PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh) 4Median type None NoneMedian storage veh)Upstream signal (ft) 433 386pX, platoon unblocked 0.76vC, conflicting volume 1781 494 988vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1404 494 988tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 0 87 87cM capacity (veh/h) 86 521 695Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 186 563 425 93 679 679Volume Left 117 0 0 93 0 0Volume Right 69 0 144 0 0 0cSH 129 1700 1700 695 1700 1700Volume to Capacity 1.44 0.33 0.25 0.13 0.40 0.40Queue Length 95th (ft) 315 0 0 12 0 0Control Delay (s) 297.3 0.0 0.0 11.0 0.0 0.0Lane LOS F BApproach Delay (s) 297.3 0.0 0.7Approach LOS FIntersection SummaryAverage Delay 21.5Intersection Capacity Utilization 48.5% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing PM9: Higuera & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? YesApproach Delay(s) 166.5Level of Service FCrosswalkLength (ft) 28 28Lanes Crossed 2 1Veh Vol Crossed 802 1290Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 11.00 11.00Prob of Delayed X-ing 0.91 0.98Prob of Blocked Lane 0.71 0.98Delay for adq Gap 40.01 132.51Avg Ped Delay (s) 36.56 129.94ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 787242Level of Service FCrosswalkLength (ft) 68Lanes Crossed 4Veh Vol Crossed 2092Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 22.43Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 787244.00Avg Ped Delay (s) 787242.00 $YLOD5DQFK ([LVWLQJ30+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 802 30 42 165 507 930v/c Ratio 0.64 0.05 0.17 0.20 0.77 0.83Control Delay 21.0 7.9 11.6 11.6 29.2 13.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.0 7.9 11.6 11.6 29.2 13.3Queue Length 50th (ft) 156 1 10 40 203 157Queue Length 95th (ft) 221 17 25 73 #331 #347Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1503 708 248 1160 847 1204Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.53 0.04 0.17 0.14 0.60 0.77Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ30+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 770 29 40 158 487 893Future Volume (veh/h) 770 29 40 158 487 893Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 802 30 42 165 507 930Adj No. of Lanes211111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1000 460 234 985 756 1102Arrive On Green 0.29 0.29 0.03 0.53 0.41 0.41Sat Flow, veh/h 3442 1583 1774 1863 1863 1579Grp Volume(v), veh/h 802 30 42 165 507 930Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1579Q Serve(g_s), s 14.3 0.9 0.9 3.0 14.8 27.0Cycle Q Clear(g_c), s 14.3 0.9 0.9 3.0 14.8 27.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1000 460 234 985 756 1102V/C Ratio(X) 0.80 0.07 0.18 0.17 0.67 0.84Avail Cap(c_a), veh/h 1346 619 283 1037 756 1102HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 21.8 17.0 12.0 8.1 16.1 7.1Incr Delay (d2), s/veh 2.6 0.1 0.4 0.1 2.3 6.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.2 1.0 0.4 1.6 7.9 18.7LnGrp Delay(d),s/veh 24.4 17.1 12.4 8.2 18.4 13.3LnGrp LOS CBBABBApproach Vol, veh/h 832 207 1437Approach Delay, s/veh 24.1 9.0 15.1Approach LOS C A BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 41.2 25.3 8.2 33.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 37.0 26.0 4.0 27.0Max Q Clear Time (g_c+I1), s 5.0 16.3 2.9 29.0Green Ext Time (p_c), s 13.3 3.0 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 17.6HCM 2010 LOS B $YLOD5DQFK ([LVWLQJ30+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.2 36.1 59.9Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 0 2Ped. Right-Left Flow Rate (p/h) 2 0 2Ped. R. Sidewalk Flow Rate (p/h) 2 0 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 12134.4 18201.6 7271.2Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.0 0.1Crosswalk Circulation Code F - FPedestrian Delay (s/p) 37.5 37.5 37.5Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.65 2.31 2.72Pedestrian Crosswalk LOS B B B$YLOD5DQFK ([LVWLQJ30+LJXHUD /2956/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 832 207 1437Effct. Green for Bike (s) 23.1 27.3 22.2Cross Street Width (ft) 36.1 59.9 61.2Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 616 728 592Bicycle Delay (s/bike) 18.0 15.2 18.6Bicycle Compliance Fair Fair FairBicycle LOS Score 1.73 1.75 3.80Bicycle LOS A A D $YLOD5DQFK ([LVWLQJ30+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 215 561v/c Ratio 0.29 0.75Control Delay 9.5 19.4Queue Delay 0.0 0.0Total Delay 9.5 19.4Queue Length 50th (ft) 30 101Queue Length 95th (ft) 64 #233Internal Link Dist (ft) 852 1929Turn Bay Length (ft)Base Capacity (vph) 745 745Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.29 0.75Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ30+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 198 0 0 516Future Volume (vph) 0 0 198 0 0 516Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0Lane Util. Factor 1.00 1.00Frt 1.00 1.00Flt Protected 1.00 1.00Satd. Flow (prot) 1863 1863Flt Permitted 1.00 1.00Satd. Flow (perm) 1863 1863Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 215 0 0 561RTOR Reduction (vph)000000Lane Group Flow (vph) 0 0 215 0 0 561Turn Type Prot NA NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 16.0 16.0Effective Green, g (s) 16.0 16.0Actuated g/C Ratio 0.40 0.40Clearance Time (s) 4.0 4.0Lane Grp Cap (vph) 745 745v/s Ratio Prot 0.12 c0.30v/s Ratio Permv/c Ratio 0.29 0.75Uniform Delay, d1 8.1 10.3Progression Factor 1.00 1.00Incremental Delay, d2 1.0 6.9Delay (s) 9.1 17.2Level of Service A BApproach Delay (s) 0.0 9.1 17.2Approach LOS A A BIntersection SummaryHCM 2000 Control Delay 15.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.38Actuated Cycle Length (s) 40.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 30.5% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group $YLOD5DQFK ([LVWLQJ30+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 32.8 35.6 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.69 2.26 2.26Pedestrian Crosswalk LOS A B B$YLOD5DQFK ([LVWLQJ30+LJXHUD %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 215 561Effct. Green for Bike (s) 16.0 16.0 16.0Cross Street Width (ft) 36.0 32.8 35.6Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 800 800 800Bicycle Delay (s/bike) 7.2 7.2 7.2Bicycle Compliance Good Good GoodBicycle LOS Score 2.11 2.42 3.03Bicycle LOS B B C $YLOD5DQFK ([LVWLQJ30%XFNOH\ 9DFKHOO6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 177 225 0Future Volume (Veh/h) 0 0 0 177 225 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 192 245 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 192 96 96vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 192 96 96tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 73 100cM capacity (veh/h) 1381 903 960Direction, Lane # EB 1 WB 1 SB 1Volume Total 0 192 245Volume Left 0 0 245Volume Right 0 192 0cSH 1700 1700 903Volume to Capacity 0.00 0.11 0.27Queue Length 95th (ft) 0 0 28Control Delay (s) 0.0 0.0 10.5Lane LOS BApproach Delay (s) 0.0 0.0 10.5Approach LOS BIntersection SummaryAverage Delay 5.9Intersection Capacity Utilization 30.1% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing PM12: Buckley & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00 $YLOD5DQFK ([LVWLQJ30%XFNOH\ 3URMHFW(QWU\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 200 200 0 0 0Future Volume (Veh/h) 0 200 200 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 217 217 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 217 434 217vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 217 434 217tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1353 579 823Direction, Lane # EB 1 WB 1 SB 1Volume Total 217 217 0Volume Left 0 0 0Volume Right 0 0 0cSH 1353 1700 1700Volume to Capacity 0.00 0.13 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 13.9% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing PM13: Buckley & Project Entry7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 13.5Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 400Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.74Prob of Blocked Lane 0.49Delay for adq Gap 18.29Avg Ped Delay (s) 13.55ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 13.5Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 400Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.74Prob of Blocked Lane 0.49Delay for adq Gap 18.29Avg Ped Delay (s) 13.55 $YLOD5DQFK ([LVWLQJ30%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 54 294 20 79 489 17 1091 27v/c Ratio 0.31 0.78 0.23 0.54 0.34 0.16 0.88 0.03Control Delay 50.0 33.1 41.1 62.5 5.8 54.5 23.4 0.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.0 33.1 41.1 62.5 5.8 54.5 23.4 0.0Queue Length 50th (ft) 30 72 5 45 50 10 407 0Queue Length 95th (ft) 79 #207 33 #144 207 38 #1014 0Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360 470Base Capacity (vph) 348 378 88 147 1523 107 1523 1280Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.16 0.78 0.23 0.54 0.32 0.16 0.72 0.02Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.$YLOD5DQFK ([LVWLQJ30%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 50 2 282 7 2 11 76 468 1 16 1047 26Future Volume (veh/h) 50 2 282 7 2 11 76 468 1 16 1047 26Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.92 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 52 2 294 7 2 11 79 488 1 17 1091 27Adj No. of Lanes011010110111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 242 9 308 9 3 14 99 1225 3 25 1168 971Arrive On Green 0.14 0.14 0.14 0.02 0.02 0.02 0.06 0.68 0.68 0.01 0.64 0.64Sat Flow, veh/h 1694 65 1520 545 156 856 1712 1793 4 1739 1825 1517Grp Volume(v), veh/h 54 0 294 20 0 0 79 0 489 17 1091 27Grp Sat Flow(s),veh/h/ln 1759 0 1520 1557 0 0 1712 0 1797 1739 1825 1517Q Serve(g_s), s 3.0 0.0 16.0 1.4 0.0 0.0 5.1 0.0 13.3 1.1 59.9 0.7Cycle Q Clear(g_c), s 3.0 0.0 16.0 1.4 0.0 0.0 5.1 0.0 13.3 1.1 59.9 0.7Prop In Lane 0.96 1.00 0.35 0.55 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 251 0 308 26 0 0 99 0 1228 25 1168 971V/C Ratio(X) 0.22 0.00 0.95 0.78 0.00 0.00 0.80 0.00 0.40 0.67 0.93 0.03Avail Cap(c_a), veh/h 251 0 308 56 0 0 107 0 1266 78 1254 1042HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 42.5 0.0 44.4 54.9 0.0 0.0 52.1 0.0 7.7 54.9 18.1 7.4Incr Delay (d2), s/veh 0.4 0.0 39.2 38.1 0.0 0.0 31.1 0.0 0.2 26.0 12.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 0.0 12.4 0.9 0.0 0.0 3.3 0.0 6.6 0.7 33.7 0.3LnGrp Delay(d),s/veh 42.9 0.0 83.6 93.0 0.0 0.0 83.3 0.0 7.9 80.9 30.3 7.4LnGrp LOS D F F F A F C AApproach Vol, veh/h 348 20 568 1135Approach Delay, s/veh 77.3 93.0 18.4 30.5Approach LOS E F B CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.6 80.6 20.0 10.5 75.7 5.9Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 79.0 16.0 7.0 77.0 4.0Max Q Clear Time (g_c+I1), s 3.1 15.3 18.0 7.1 61.9 3.4Green Ext Time (p_c), s 0.0 19.7 0.0 0.0 9.8 0.0Intersection SummaryHCM 2010 Ctrl Delay 35.7HCM 2010 LOS D $YLOD5DQFK ([LVWLQJ30%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.6 24.1 37.1 48.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h) 1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4894.5 0.0 4815.1 5120.2Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.19 1.76 2.91 2.76Pedestrian Crosswalk LOS B A C C$YLOD5DQFK ([LVWLQJ30%URDG %XFNOH\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 348 20 568 1135Effct. Green for Bike (s) 8.9 4.4 71.5 60.6Cross Street Width (ft) 37.1 48.3 24.1 39.6Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 148 73 1192 1010Bicycle Delay (s/bike) 51.4 55.7 9.8 14.7Bicycle Compliance Poor Poor Good FairBicycle LOS Score 2.70 2.33 2.87 4.04Bicycle LOS B B C D $YLOD5DQFK ([LVWLQJ30(DUWKZRRG 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1623 1023 1085Direction, Lane # EB 1 WB 1 NB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK ([LVWLQJ30+RUL]RQ/Q 6XEXUEDQ6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph)000000Future Volume (vph)000000Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 0 0 0Volume Left (vph) 0 0 0Volume Right (vph) 0 0 0Hadj (s) 0.00 0.00 0.00Departure Headway (s) 3.9 3.9 3.9Degree Utilization, x 0.00 0.00 0.00Capacity (veh/h) 917 917 917Control Delay (s) 6.9 6.9 6.9Approach Delay (s) 0.0 0.0 0.0Approach LOS A A AIntersection SummaryDelay 0.0Level of Service AIntersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK ([LVWLQJ309DFKHOO 9HQWXUH'U6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 177 0 0 225Future Volume (Veh/h) 0 0 177 0 0 225Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 192 0 0 245PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 437 192 192vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 437 192 192tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 577 850 1381Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 192 245Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1381Volume to Capacity 0.00 0.11 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 15.2% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK ([LVWLQJ309DFKHOO 3URMHFW(QWU\6/15/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 177 0 0 225Future Volume (Veh/h) 0 0 177 0 0 225Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 192 0 0 245PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 437 192 192vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 437 192 192tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 577 850 1381Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 192 245Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1381Volume to Capacity 0.00 0.11 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 15.2% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 459 238 58 812 664 340v/c Ratio 0.70 0.34 0.25 0.43 0.82 0.39Control Delay 33.3 8.0 14.7 21.3 24.5 1.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3Total Delay 33.3 8.0 14.7 21.3 24.5 1.7Queue Length 50th (ft) 225 20 20 183 319 0Queue Length 95th (ft) #411 79 m31 243 429 4Internal Link Dist (ft) 198 872 236Turn Bay Length (ft) 150 150 270Base Capacity (vph) 656 703 235 2123 931 961Starvation Cap Reductn00000208Spillback Cap Reductn 0 2 0 48 0 0Storage Cap Reductn000000Reduced v/c Ratio 0.70 0.34 0.25 0.39 0.71 0.45Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.Avila Ranch Existing Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 0 422 1 218 53 747 0 0 611 313Future Volume (vph) 0 0 0 422 1 218 53 747 0 0 611 313Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 3.5 5.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1585 1770 3539 1863 1583Flt Permitted 0.95 1.00 0.14 1.00 1.00 1.00Satd. Flow (perm) 1770 1585 259 3539 1863 1583Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 459 1 237 58 812 0 0 664 340RTOR Reduction (vph)0000116000000192Lane Group Flow (vph) 0 0 0 459 122 0 58 812 0 0 664 148Confl. Peds. (#/hr)11Turn Type Perm NA pm+pt NA NA PermProtected Phases 8 1 6 2Permitted Phases 8 6 2Actuated Green, G (s) 33.4 33.4 48.1 48.1 39.1 39.1Effective Green, g (s) 33.4 33.4 48.1 48.1 39.1 39.1Actuated g/C Ratio 0.37 0.37 0.53 0.53 0.43 0.43Clearance Time (s) 3.5 3.5 3.5 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 656 588 230 1891 809 687v/s Ratio Prot 0.08 0.02 c0.23 c0.36v/s Ratio Perm c0.26 0.12 0.09v/c Ratio 0.70 0.21 0.25 0.43 0.82 0.22Uniform Delay, d1 24.0 19.3 14.9 12.7 22.4 15.9Progression Factor 1.00 1.00 1.57 1.69 0.72 0.15Incremental Delay, d2 6.1 0.8 2.5 0.7 8.8 0.7Delay (s) 30.2 20.1 25.9 22.1 24.9 3.1Level of Service C C C C C AApproach Delay (s) 0.0 26.7 22.3 17.5Approach LOS A C C BIntersection SummaryHCM 2000 Control Delay 21.6 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.75Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 69.7% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 422 1 218 53 747 0 0 611 313Future Volume (veh/h) 0 0 0 422 1 218 53 747 0 0 611 313Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 459 1 237 58 812 0 0 664 340Adj No. of Lanes110120011Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222220022Cap, veh/h 542 2 482 313 2124 0 0 931 792Arrive On Green 0.31 0.31 0.31 0.12 1.00 0.00 0.00 0.50 0.50Sat Flow, veh/h 1774 7 1578 1774 3632 0 0 1863 1583Grp Volume(v), veh/h 459 0 238 58 812 0 0 664 340Grp Sat Flow(s),veh/h/ln 1774 0 1584 1774 1770 0 0 1863 1583Q Serve(g_s), s 21.8 0.0 11.0 1.2 0.0 0.0 0.0 24.9 12.3Cycle Q Clear(g_c), s 21.8 0.0 11.0 1.2 0.0 0.0 0.0 24.9 12.3Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 542 0 484 313 2124 0 0 931 792V/C Ratio(X) 0.85 0.00 0.49 0.19 0.38 0.00 0.00 0.71 0.43Avail Cap(c_a), veh/h 542 0 484 313 2124 0 0 931 792HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.85 0.85 0.00 0.00 0.94 0.94Uniform Delay (d), s/veh 29.3 0.0 25.5 11.7 0.0 0.0 0.0 17.5 14.3Incr Delay (d2), s/veh 15.1 0.0 3.5 1.1 0.4 0.0 0.0 4.4 1.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 12.9 0.0 5.3 0.7 0.1 0.0 0.0 13.9 5.7LnGrp Delay(d),s/veh 44.3 0.0 29.1 12.8 0.4 0.0 0.0 21.8 15.9LnGrp LOS D C B A C BApproach Vol, veh/h 697 870 1004Approach Delay, s/veh 39.1 1.3 19.8Approach LOS D A BTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 9.0 50.0 59.0 31.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 5.5 45.0 54.0 27.5Max Q Clear Time (g_c+I1), s 3.2 26.9 2.0 23.8Green Ext Time (p_c), s 0.0 11.3 19.1 1.3Intersection SummaryHCM 2010 Ctrl Delay 18.8HCM 2010 LOS BAvila Ranch Existing Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 12.5 24.0 60.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1254Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 50 200 500 085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.89 2.34 3.47 2.72Pedestrian Crosswalk LOS A B C B Avila Ranch Existing Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 697 870 1004Effct. Green for Bike (s) 0.0 33.4 48.1 39.1Cross Street Width (ft) 60.3 60.1 24.0 12.5Through Lanes Number0121Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 742 1069 869Bicycle Delay (s/bike) 0.0 17.8 9.8 14.4Bicycle Compliance Fair Good FairBicycle LOS Score 0.00 3.63 2.64 3.41Bicycle LOS D B CAvila Ranch Existing Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL NBL NBT SBT SBRLane Group Flow (vph) 582 161 439 985 123v/c Ratio 0.76 0.40 0.18 0.50 0.13Control Delay 35.8 7.7 5.9 16.0 5.5Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 35.8 7.7 5.9 16.0 5.5Queue Length 50th (ft) 142 25 41 191 13Queue Length 95th (ft) 187 53 70 318 m19Internal Link Dist (ft) 160 385 872Turn Bay Length (ft) 200 150Base Capacity (vph) 924 429 2413 1959 931Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.63 0.38 0.18 0.50 0.13Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. Avila Ranch Existing Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 389 158 151 413 926 116Future Volume (vph) 389 158 151 413 926 116Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 0.95 0.95 1.00Frt 0.96 1.00 1.00 1.00 0.85Flt Protected 0.97 0.95 1.00 1.00 1.00Satd. Flow (prot) 3339 1770 3539 3539 1583Flt Permitted 0.97 0.22 1.00 1.00 1.00Satd. Flow (perm) 3339 402 3539 3539 1583Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 414 168 161 439 985 123RTOR Reduction (vph) 54000055Lane Group Flow (vph) 528 0 161 439 985 68Turn Type Prot pm+pt NA NA PermProtected Phases 3 1 6 2Permitted Phases 6 2Actuated Green, G (s) 19.2 61.3 61.3 49.8 49.8Effective Green, g (s) 19.2 61.3 61.3 49.8 49.8Actuated g/C Ratio 0.21 0.68 0.68 0.55 0.55Clearance Time (s) 3.5 3.5 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 712 395 2410 1958 875v/s Ratio Prot c0.16 c0.04 0.12 c0.28v/s Ratio Perm 0.24 0.04v/c Ratio 0.74 0.41 0.18 0.50 0.08Uniform Delay, d1 33.1 6.5 5.2 12.4 9.4Progression Factor 1.00 1.00 1.00 1.13 2.10Incremental Delay, d2 4.2 0.7 0.2 0.6 0.1Delay (s) 37.2 7.2 5.4 14.8 19.9Level of Service DAABBApproach Delay (s) 37.2 5.9 15.3Approach LOS D A BIntersection SummaryHCM 2000 Control Delay 18.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.55Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 61.7% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 38.7 60.1 72.0Crosswalk Width (ft) 10.0 10.0 10.0Total Number of Lanes Crossed 3 5 5Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.23 2.71 2.69Pedestrian Crosswalk LOS B B B Avila Ranch Existing Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 582 600 1108Effct. Green for Bike (s) 19.2 61.3 49.8Cross Street Width (ft) 60.1 72.0 38.7Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 427 1362 1107Bicycle Delay (s/bike) 27.8 4.6 9.0Bicycle Compliance Fair Good GoodBicycle LOS Score 2.96 3.16 3.07Bicycle LOS C C CAvila Ranch Existing Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 30 13 501 108 38 315 545 120 382v/c Ratio 0.32 0.05 0.57 0.23 0.29 0.23 0.48 0.54 0.24Control Delay 51.1 0.4 29.7 10.5 45.9 21.4 2.6 45.5 16.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.1 0.4 29.7 10.5 45.9 21.4 2.6 45.5 16.6Queue Length 50th (ft) 17 0 125 11 21 68 15 63 73Queue Length 95th (ft) 46 0 174 50 53 108 40 122 115Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 94 238 1147 597 136 1345 1201 272 1607Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.32 0.05 0.44 0.18 0.28 0.23 0.45 0.44 0.24Intersection Summary Avila Ranch Existing Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 9 20 12 481 24 80 36 302 523 115 341 26Future Volume (vph) 9 20 12 481 24 80 36 302 523 115 341 26Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.88 1.00 1.00 0.85 1.00 0.99Flt Protected 0.99 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1835 1583 3433 1624 1770 3539 1560 1770 3495Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1835 1583 3433 1624 1770 3539 1560 1770 3495Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 9 21 12 501 25 83 38 315 545 120 355 27RTOR Reduction (vph) 0 0 13 0 63 0 0 0 171 0 6 0Lane Group Flow (vph) 0 30 0 501 45 0 38 315 374 120 376 0Confl. Peds. (#/hr) 7 7 4 13 13 4Turn Type Split NA Perm Split NA Prot NA pm+ov Prot NAProtected Phases 88 44 16452Permitted Phases 8 6Actuated Green, G (s) 2.1 2.1 20.5 20.5 3.2 30.5 51.0 9.5 36.8Effective Green, g (s) 2.1 2.1 20.5 20.5 3.2 30.5 51.0 9.5 36.8Actuated g/C Ratio 0.02 0.02 0.24 0.24 0.04 0.36 0.60 0.11 0.43Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 45 39 831 393 66 1275 940 198 1520v/s Ratio Prot c0.02 c0.15 0.03 0.02 0.09 c0.10 c0.07 0.11v/s Ratio Perm 0.00 0.14v/c Ratio 0.67 0.01 0.60 0.11 0.58 0.25 0.40 0.61 0.25Uniform Delay, d1 40.9 40.2 28.4 25.0 40.0 19.0 8.8 35.8 15.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 31.5 0.1 1.2 0.1 11.6 0.5 0.3 5.2 0.4Delay (s) 72.4 40.3 29.7 25.1 51.6 19.5 9.1 40.9 15.5Level of Service E D C C D B A D BApproach Delay (s) 62.7 28.9 14.5 21.6Approach LOS E C B CIntersection SummaryHCM 2000 Control Delay 21.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.50Actuated Cycle Length (s) 84.6 Sum of lost time (s) 22.0Intersection Capacity Utilization 64.5% ICU Level of Service CAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 9 20 12 481 24 80 36 302 523 115 341 26Future Volume (veh/h) 9 20 12 481 24 80 36 302 523 115 341 26Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 9 21 12 501 25 83 38 315 545 120 355 27Adj No. of Lanes011210121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 17 40 47 707 77 257 51 1300 901 191 1486 112Arrive On Green 0.03 0.03 0.03 0.21 0.21 0.21 0.03 0.37 0.37 0.11 0.45 0.45Sat Flow, veh/h 551 1285 1520 3442 377 1250 1774 3539 1567 1774 3331 252Grp Volume(v), veh/h 30 0 12 501 0 108 38 315 545 120 188 194Grp Sat Flow(s),veh/h/ln 1835 0 1520 1721 0 1627 1774 1770 1567 1774 1770 1814Q Serve(g_s), s 1.2 0.0 0.6 10.3 0.0 4.3 1.6 4.7 17.4 4.9 5.0 5.1Cycle Q Clear(g_c), s 1.2 0.0 0.6 10.3 0.0 4.3 1.6 4.7 17.4 4.9 5.0 5.1Prop In Lane 0.30 1.00 1.00 0.77 1.00 1.00 1.00 0.14Lane Grp Cap(c), veh/h 57 0 47 707 0 334 51 1300 901 191 789 809V/C Ratio(X) 0.53 0.00 0.26 0.71 0.00 0.32 0.74 0.24 0.61 0.63 0.24 0.24Avail Cap(c_a), veh/h 96 0 80 1174 0 555 140 1300 901 279 789 809HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 36.4 0.0 36.1 28.2 0.0 25.8 36.7 16.8 10.7 32.6 13.1 13.1Incr Delay (d2), s/veh 7.4 0.0 2.8 1.3 0.0 0.6 18.5 0.4 3.0 3.4 0.7 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.0 0.3 5.0 0.0 2.0 1.1 2.4 11.8 2.6 2.6 2.7LnGrp Delay(d),s/veh 43.8 0.0 38.9 29.5 0.0 26.3 55.2 17.2 13.7 35.9 13.8 13.8LnGrp LOS D D C C E B B D B BApproach Vol, veh/h 42 609 898 502Approach Delay, s/veh 42.4 28.9 16.7 19.1Approach LOS D C B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.2 40.0 21.7 13.2 34.0 7.4Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 6.0 34.0 26.0 12.0 28.0 4.0Max Q Clear Time (g_c+I1), s 3.6 7.1 12.3 6.9 19.4 3.2Green Ext Time (p_c), s 0.1 2.4 2.5 0.2 3.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 21.4HCM 2010 LOS C Avila Ranch Existing Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase2684Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h) 0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0 10 10 10Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 40 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.65 2.76 2.49Pedestrian Crosswalk LOS B B C BAvila Ranch Existing Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 42 609 898 502Effct. Green for Bike (s) 4.1 20.5 30.5 36.8Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 446 663 800Bicycle Delay (s/bike) 42.0 27.8 20.6 16.6Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.93 2.59 2.15 1.77Bicycle LOS C B B A Avila Ranch Existing Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 343 345 543 1 16 113 319 391 455v/c Ratio 0.59 0.59 0.52 0.00 0.08 0.41 0.20 0.53 0.29Control Delay 23.1 23.1 2.6 33.0 26.1 33.5 12.9 26.4 6.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 23.1 23.1 2.6 33.0 26.1 33.5 12.9 26.4 6.2Queue Length 50th (ft) 90 90 1 0 3 33 29 60 26Queue Length 95th (ft) 253 255 30 5 23 109 86 141 84Internal Link Dist (ft) 964 964 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 890 895 1096 517 513 355 2261 1227 2008Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.39 0.39 0.50 0.00 0.03 0.32 0.14 0.32 0.23Intersection SummaryAvila Ranch Existing Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 607 26 500 1 8 6 104 293 1 5 355 419Future Volume (vph) 607 26 500 1 8 6 104 293 1 5 355 419Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.88Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 1.00 0.85Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1681 1692 1566 1770 1741 1770 3537 3537 2758Flt Permitted 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (perm) 1681 1692 1566 1770 1741 1770 3537 3362 2758Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 660 28 543 1 9 7 113 318 1 5 386 455RTOR Reduction (vph) 0 0 275070000000Lane Group Flow (vph) 343 345 268 1 9 0 113 319 0 0 391 455Confl. Peds. (#/hr) 6 6 5 6 6 5Turn Type Split NA pm+ov Split NA Prot NA Perm NA pm+ovProtected Phases 44588 52 64Permitted Phases 4 6 6Actuated Green, G (s) 20.8 20.8 30.3 2.4 2.4 9.5 27.2 13.7 34.5Effective Green, g (s) 20.8 20.8 30.3 2.4 2.4 9.5 27.2 13.7 34.5Actuated g/C Ratio 0.33 0.33 0.49 0.04 0.04 0.15 0.44 0.22 0.55Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 560 564 760 68 66 269 1541 738 1701v/s Ratio Prot c0.20 0.20 0.05 0.00 c0.01 c0.06 0.09 0.09v/s Ratio Perm 0.12 c0.12 0.08v/c Ratio 0.61 0.61 0.35 0.01 0.14 0.42 0.21 0.53 0.27Uniform Delay, d1 17.4 17.4 10.0 28.9 29.0 24.0 10.9 21.5 7.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.0 2.0 0.3 0.1 1.0 1.1 0.1 0.7 0.1Delay (s) 19.4 19.4 10.2 28.9 30.0 25.0 11.0 22.2 7.4Level of Service B B B C C C B C AApproach Delay (s) 15.4 29.9 14.7 14.2Approach LOS B C B BIntersection SummaryHCM 2000 Control Delay 15.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.52Actuated Cycle Length (s) 62.4 Sum of lost time (s) 16.0Intersection Capacity Utilization 55.8% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 607 26 500 1 8 6 104 293 1 5 355 419Future Volume (veh/h) 607 26 500 1 8 6 104 293 1 5 355 419Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 6800019711331815386455Adj No. of Lanes201110120022Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 1019 0 587 44 24 18 148 1572 5 81 919 1534Arrive On Green 0.29 0.00 0.00 0.02 0.02 0.02 0.08 0.43 0.43 0.27 0.27 0.27Sat Flow, veh/h 3548 0 1583 1774 963 749 1774 3619 11 12 3452 2755Grp Volume(v), veh/h 680001016113155164210181455Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1711 1774 1770 1861 1853 1610 1378Q Serve(g_s), s 8.0 0.0 0.0 0.0 0.0 0.4 2.9 2.6 2.6 0.0 4.4 4.2Cycle Q Clear(g_c), s 8.0 0.0 0.0 0.0 0.0 0.4 2.9 2.6 2.6 4.4 4.4 4.2Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.01 0.02 1.00Lane Grp Cap(c), veh/h 1019 0 587 44 0 42 148 769 808 572 429 1534V/C Ratio(X) 0.67 0.00 0.00 0.02 0.00 0.38 0.76 0.20 0.20 0.37 0.42 0.30Avail Cap(c_a), veh/h 2177 0 1103 601 0 579 413 1310 1378 858 681 1966HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.9 0.0 0.0 22.5 0.0 22.7 21.2 8.3 8.3 14.3 14.3 5.6Incr Delay (d2), s/veh 0.8 0.0 0.0 0.2 0.0 5.6 8.0 0.1 0.1 0.4 0.7 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.0 0.0 0.0 0.0 0.0 0.3 1.8 1.3 1.3 2.3 2.0 2.6LnGrp Delay(d),s/veh 15.6 0.0 0.0 22.7 0.0 28.3 29.2 8.4 8.4 14.7 15.0 5.7LnGrp LOS B C CCAABBAApproach Vol, veh/h 680 17 432 846Approach Delay, s/veh 15.6 27.9 13.8 10.0Approach LOS B C B ATimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 24.5 17.6 7.9 16.6 5.2Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 35.0 29.0 11.0 20.0 16.0Max Q Clear Time (g_c+I1), s 4.6 10.0 4.9 6.4 2.4Green Ext Time (p_c), s 7.7 3.1 0.1 5.7 0.0Intersection SummaryHCM 2010 Ctrl Delay 12.9HCM 2010 LOS BNotesAvila Ranch Existing Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryUser approved volume balancing among the lanes for turning movement. Avila Ranch Existing Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands1001Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h) 2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 100 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.75 1.97 2.70 2.47Pedestrian Crosswalk LOS C A B BAvila Ranch Existing Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1231 17 432 846Effct. Green for Bike (s) 20.9 6.9 27.2 13.3Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 454 150 591 289Bicycle Delay (s/bike) 27.5 39.4 22.8 33.7Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 3.37 1.22 1.18 2.00Bicycle LOS C A A A Avila Ranch Existing Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 72 91 84 39 37 37 201 377 183 625v/c Ratio 0.28 0.26 0.21 0.18 0.11 0.10 0.48 0.33 0.45 0.56Control Delay 25.2 24.0 3.5 24.9 23.4 0.5 26.0 16.7 26.0 19.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 25.2 24.0 3.5 24.9 23.4 0.5 26.0 16.7 26.0 19.4Queue Length 50th (ft) 20 25 0 11 10 0 55 45 50 84Queue Length 95th (ft) 65 75 17 41 39 0 158 114 145 195Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 782 1068 932 706 1030 930 978 2224 1299 2805Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.09 0.09 0.09 0.06 0.04 0.04 0.21 0.17 0.14 0.22Intersection SummaryAvila Ranch Existing Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 66 84 77 36 34 34 185 317 29 168 532 43Future Volume (vph) 66 84 77 36 34 34 185 317 29 168 532 43Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1863 1550 1755 1863 1583 1770 3485 1770 3493Flt Permitted 0.73 1.00 1.00 0.70 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (perm) 1365 1863 1550 1289 1863 1583 1770 3485 1770 3493Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 72 91 84 39 37 37 201 345 32 183 578 47RTOR Reduction (vph) 0 0 71 0 0 32050050Lane Group Flow (vph) 72 91 13 39 37 5 201 372 0 183 620 0Confl. Peds. (#/hr) 12 12 3 9 9 3Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 4 8 8Actuated Green, G (s) 8.5 8.5 8.5 7.5 7.5 7.5 12.9 17.9 12.5 17.5Effective Green, g (s) 8.5 8.5 8.5 7.5 7.5 7.5 12.9 17.9 12.5 17.5Actuated g/C Ratio 0.15 0.15 0.15 0.14 0.14 0.14 0.23 0.33 0.23 0.32Clearance Time (s) 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 211 288 239 176 254 216 415 1136 403 1113v/s Ratio Prot 0.05 0.02 c0.11 0.11 0.10 c0.18v/s Ratio Perm c0.05 0.01 0.03 0.00v/c Ratio 0.34 0.32 0.05 0.22 0.15 0.02 0.48 0.33 0.45 0.56Uniform Delay, d1 20.7 20.6 19.8 21.1 20.9 20.5 18.1 14.0 18.3 15.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 0.6 0.1 0.6 0.3 0.0 0.9 0.2 0.8 0.6Delay (s) 21.7 21.3 19.9 21.7 21.1 20.6 19.0 14.1 19.1 16.1Level of Service C C B C C C B B B BApproach Delay (s) 20.9 21.2 15.8 16.8Approach LOS C C B BIntersection SummaryHCM 2000 Control Delay 17.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.50Actuated Cycle Length (s) 54.9 Sum of lost time (s) 17.0Intersection Capacity Utilization 52.5% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 66 84 77 36 34 34 185 317 29 168 532 43Future Volume (veh/h) 66 84 77 36 34 34 185 317 29 168 532 43Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 72 91 84 39 37 37 201 345 32 183 578 47Adj No. of Lanes111111120120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 364 348 290 315 348 290 268 1099 101 248 1075 87Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.15 0.34 0.34 0.14 0.32 0.32Sat Flow, veh/h 1298 1863 1553 1189 1863 1553 1774 3273 302 1774 3312 269Grp Volume(v), veh/h 72 91 84 39 37 37 201 186 191 183 308 317Grp Sat Flow(s),veh/h/ln 1298 1863 1553 1189 1863 1553 1774 1770 1805 1774 1770 1811Q Serve(g_s), s 2.5 2.1 2.3 1.5 0.8 1.0 5.5 3.9 4.0 5.0 7.2 7.2Cycle Q Clear(g_c), s 3.3 2.1 2.3 3.6 0.8 1.0 5.5 3.9 4.0 5.0 7.2 7.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.15Lane Grp Cap(c), veh/h 364 348 290 315 348 290 268 594 606 248 574 588V/C Ratio(X) 0.20 0.26 0.29 0.12 0.11 0.13 0.75 0.31 0.32 0.74 0.54 0.54Avail Cap(c_a), veh/h 843 1035 863 730 998 832 951 1124 1147 1374 1546 1582HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 18.4 17.5 17.6 19.0 17.0 17.1 20.5 12.4 12.4 20.8 13.9 13.9Incr Delay (d2), s/veh 0.3 0.4 0.5 0.2 0.1 0.2 4.2 0.3 0.3 4.2 0.8 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 1.1 1.0 0.5 0.4 0.4 3.0 2.0 2.0 2.7 3.6 3.7LnGrp Delay(d),s/veh 18.6 17.9 18.2 19.2 17.1 17.3 24.6 12.7 12.7 25.0 14.7 14.7LnGrp LOS BBBBBBCBBCBBApproach Vol, veh/h 247 113 578 808Approach Delay, s/veh 18.2 17.9 16.9 17.0Approach LOS BBBBTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 12.0 22.9 15.4 12.6 22.3 15.4Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 39.0 32.0 * 28 27.0 44.0 27.0Max Q Clear Time (g_c+I1), s 7.0 6.0 5.3 7.5 9.2 5.6Green Ext Time (p_c), s 0.7 6.1 1.7 0.6 6.5 1.7Intersection SummaryHCM 2010 Ctrl Delay 17.2HCM 2010 LOS BNotesAvila Ranch Existing Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.28 2.25 2.70 2.69Pedestrian Crosswalk LOSBBBB Avila Ranch Existing Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 247 113 578 808Effct. Green for Bike (s) 10.5 9.5 17.9 17.5Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 183 165 311 304Bicycle Delay (s/bike) 47.5 48.4 41.0 41.3Bicycle Compliance Poor Poor Poor PoorBicycle LOS Score 2.91 2.69 1.49 1.67Bicycle LOS C B A AAvila Ranch Existing Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 36 27 167 168 252 13 433 654 251 291v/c Ratio 0.17 0.08 0.52 0.52 0.50 0.11 0.53 0.63 0.63 0.16Control Delay 39.3 0.5 40.6 40.5 8.9 50.1 33.3 3.9 40.9 15.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 39.3 0.5 40.6 40.5 8.9 50.1 33.3 3.9 40.9 15.0Queue Length 50th (ft) 18 0 82 82 0 7 103 0 118 39Queue Length 95th (ft) 51 0 202 204 72 32 215 36 #299 116Internal Link Dist (ft) 109 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 674 694 514 516 659 122 1230 1143 566 2151Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.05 0.04 0.32 0.33 0.38 0.11 0.35 0.57 0.44 0.14Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Existing Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 25 8 25 304 7 234 12 403 608 233 265 6Future Volume (vph) 25 8 25 304 7 234 12 403 608 233 265 6Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00Flt Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1795 1563 1681 1689 1583 1765 3539 1559 1770 3526Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1795 1563 1681 1689 1583 1765 3539 1559 1770 3526Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 27 9 27 327 8 252 13 433 654 251 285 6RTOR Reduction (vph) 0 0 25 0 0 207 0 0 358 0 1 0Lane Group Flow (vph) 0 36 2 167 168 45 13 433 296 251 290 0Confl. Peds. (#/hr) 1 1 3 3 3 3Turn Type Split NA Perm Split NA Perm Prot NA pm+ov Prot NAProtected Phases 44 88 52816Permitted Phases 4 8 2Actuated Green, G (s) 6.1 6.1 15.5 15.5 15.5 0.7 23.6 39.1 18.1 41.0Effective Green, g (s) 6.1 6.1 15.5 15.5 15.5 0.7 23.6 39.1 18.1 41.0Actuated g/C Ratio 0.07 0.07 0.18 0.18 0.18 0.01 0.27 0.45 0.21 0.48Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 5.0 2.0 3.5 5.0Lane Grp Cap (vph) 126 110 301 303 284 14 967 706 371 1675v/s Ratio Prot c0.02 0.10 c0.10 0.01 c0.12 0.08 c0.14 0.08v/s Ratio Perm 0.00 0.03 0.11v/c Ratio 0.29 0.02 0.55 0.55 0.16 0.93 0.45 0.42 0.68 0.17Uniform Delay, d1 38.0 37.3 32.3 32.3 29.9 42.8 26.0 15.9 31.4 13.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.5 0.0 1.3 1.2 0.1 199.0 0.7 0.1 5.0 0.1Delay (s) 38.5 37.3 33.5 33.5 30.0 241.8 26.6 16.1 36.4 13.1Level of ServiceDDCCCFCBDBApproach Delay (s) 38.0 32.0 22.9 23.9Approach LOS DCCCIntersection SummaryHCM 2000 Control Delay 25.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.52Actuated Cycle Length (s) 86.3 Sum of lost time (s) 23.0Intersection Capacity Utilization 69.8% ICU Level of Service CAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 45.5 36.3 77.9 62.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3365Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 150 50 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2245.5 2126.8 2472.0 2387.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.98 2.76 2.96 2.68Pedestrian Crosswalk LOS A C C B Avila Ranch Existing Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 63 587 1100 542Effct. Green for Bike (s) 9.3 15.5 18.6 41.0Cross Street Width (ft) 77.9 62.3 36.3 45.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 155 258 310 683Bicycle Delay (s/bike) 51.1 45.5 42.8 26.0Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.86 2.19 1.74 1.42Bicycle LOS C B A AAvila Ranch Existing Plus Project no BP AM7: Horizon Lane & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 769 25 6 667 18 8Future Volume (Veh/h) 769 25 6 667 18 8Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 836 27 7 725 20 9PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 863 1588 850vC1, stage 1 conf vol 850vC2, stage 2 conf vol 739vCu, unblocked vol 863 1588 850tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 99 94 98cM capacity (veh/h) 779 325 361Direction, Lane # EB 1 WB 1 NB 1Volume Total 863 732 29Volume Left 0 7 20Volume Right 27 0 9cSH 1700 779 336Volume to Capacity 0.51 0.01 0.09Queue Length 95th (ft) 0 1 7Control Delay (s) 0.0 0.2 16.7Lane LOS A CApproach Delay (s) 0.0 0.2 16.7Approach LOS CIntersection SummaryAverage Delay 0.4Intersection Capacity Utilization 52.0% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP AM7: Horizon Lane & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Existing Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBL SBTLane Group Flow (vph) 256 1288 83 520v/c Ratio 0.44 0.70 0.43 0.22Control Delay 16.8 15.8 36.8 5.3Queue Delay 0.0 0.0 0.0 0.0Total Delay 16.8 15.8 36.8 5.3Queue Length 50th (ft) 28 166 29 27Queue Length 95th (ft) 55 #426 #90 92Internal Link Dist (ft) 1164 234 1054Turn Bay Length (ft) 200Base Capacity (vph) 1335 1837 201 2474Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.19 0.70 0.41 0.21Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Existing Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 145 90 914 271 76 478Future Volume (vph) 145 90 914 271 76 478Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 6.0 4.0 6.0Lane Util. Factor 0.97 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.94 0.97 1.00 1.00Flt Protected 0.97 1.00 0.95 1.00Satd. Flow (prot) 3269 3401 1770 3539Flt Permitted 0.97 1.00 0.95 1.00Satd. Flow (perm) 3269 3401 1770 3539Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 158 98 993 295 83 520RTOR Reduction (vph) 83 0 28 0 0 0Lane Group Flow (vph) 173 0 1260 0 83 520Confl. Peds. (#/hr) 6 1 1Turn Type Prot NA Prot NAProtected Phases 8 2 1 6Permitted PhasesActuated Green, G (s) 9.6 33.3 5.4 42.7Effective Green, g (s) 9.6 33.3 5.4 42.7Actuated g/C Ratio 0.15 0.53 0.09 0.67Clearance Time (s) 5.0 6.0 4.0 6.0Vehicle Extension (s) 2.0 5.5 3.0 5.5Lane Grp Cap (vph) 495 1789 150 2387v/s Ratio Prot c0.05 c0.37 c0.05 0.15v/s Ratio Permv/c Ratio 0.35 0.70 0.55 0.22Uniform Delay, d1 24.1 11.3 27.8 3.9Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 1.7 4.4 0.1Delay (s) 24.2 13.0 32.2 4.0Level of Service C B C AApproach Delay (s) 24.2 13.0 7.9Approach LOS C B AIntersection SummaryHCM 2000 Control Delay 12.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.62Actuated Cycle Length (s) 63.3 Sum of lost time (s) 15.0Intersection Capacity Utilization 60.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 45.9 59.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 10 40 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7274.3 7274.5 7274.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 3462.5 4097.7 3651.0Crosswalk Circulation Code A A APedestrian Delay (s/p) 31.4 30.5 31.4Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.12 2.90 2.79Pedestrian Crosswalk LOS B C C Avila Ranch Existing Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 256 1288 603Effct. Green for Bike (s) 9.6 33.3 41.8Cross Street Width (ft) 60.1 45.9 59.3Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 246 854 1072Bicycle Delay (s/bike) 30.0 12.8 8.4Bicycle Compliance Fair Fair GoodBicycle LOS Score 1.73 2.25 1.89Bicycle LOS A B AAvila Ranch Existing Plus Project no BP AM9: Higuera & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 110 1051 308 0 616Future Volume (Veh/h) 0 110 1051 308 0 616Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 0 117 1118 328 0 655PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 504 314pX, platoon unblocked 0.98 0.96 0.96vC, conflicting volume 1610 723 1446vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1404 625 1379tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 71 100cM capacity (veh/h) 128 410 473Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 117 745 701 328 328Volume Left00000Volume Right 117 0 328 0 0cSH 410 1700 1700 1700 1700Volume to Capacity 0.29 0.44 0.41 0.19 0.19Queue Length 95th (ft) 290000Control Delay (s) 17.3 0.0 0.0 0.0 0.0Lane LOS CApproach Delay (s) 17.3 0.0 0.0Approach LOS CIntersection SummaryAverage Delay 0.9Intersection Capacity Utilization 52.4% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP AM9: Higuera & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Existing Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1132 54 164 337 237 424v/c Ratio 0.87 0.09 0.41 0.23 0.53 0.44Control Delay 28.3 10.2 14.1 11.3 24.2 5.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 28.3 10.2 14.1 11.3 24.2 5.2Queue Length 50th (ft) 181 6 36 39 75 44Queue Length 95th (ft) #409 33 67 61 130 73Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1305 617 400 3219 1355 971Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.87 0.09 0.41 0.10 0.17 0.44Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Existing Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 1064 51 154 317 223 399Future Volume (vph) 1064 51 154 317 223 399Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 1.00 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 3433 1583 1769 3539 1863 1569Flt Permitted 0.95 1.00 0.40 1.00 1.00 1.00Satd. Flow (perm) 3433 1583 753 3539 1863 1569Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 1132 54 164 337 237 424RTOR Reduction (vph) 0 150000Lane Group Flow (vph) 1132 39 164 337 237 424Confl. Peds. (#/hr) 2 2Turn Type Prot Perm pm+pt NA NA pm+ovProtected Phases 4 5264Permitted Phases 4 2 6Actuated Green, G (s) 23.2 23.2 25.7 25.7 14.7 37.9Effective Green, g (s) 23.2 23.2 25.7 25.7 14.7 37.9Actuated g/C Ratio 0.38 0.38 0.42 0.42 0.24 0.62Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 5.5 5.5 1.5 3.5 3.5 5.5Lane Grp Cap (vph) 1307 603 401 1493 449 1131v/s Ratio Prot c0.33 c0.03 0.10 c0.13 0.14v/s Ratio Perm 0.02 0.14 0.13v/c Ratio 0.87 0.06 0.41 0.23 0.53 0.37Uniform Delay, d1 17.4 12.0 11.7 11.2 20.1 5.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 7.0 0.1 0.2 0.1 1.3 0.5Delay (s) 24.4 12.1 11.9 11.3 21.4 6.2Level of Service C B B B C AApproach Delay (s) 23.8 11.5 11.6Approach LOS C B BIntersection SummaryHCM 2000 Control Delay 17.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.71Actuated Cycle Length (s) 60.9 Sum of lost time (s) 18.0Intersection Capacity Utilization 66.3% ICU Level of Service CAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1064 51 154 317 223 399Future Volume (veh/h) 1064 51 154 317 223 399Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1132 54 164 337 237 424Adj No. of Lanes211211Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1218 560 393 1632 543 1020Arrive On Green 0.35 0.35 0.08 0.46 0.29 0.29Sat Flow, veh/h 3442 1583 1774 3632 1863 1578Grp Volume(v), veh/h 1132 54 164 337 237 424Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1770 1863 1578Q Serve(g_s), s 20.5 1.5 4.0 3.7 6.7 8.5Cycle Q Clear(g_c), s 20.5 1.5 4.0 3.7 6.7 8.5Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1218 560 393 1632 543 1020V/C Ratio(X) 0.93 0.10 0.42 0.21 0.44 0.42Avail Cap(c_a), veh/h 1221 562 393 3004 1265 1632HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 20.2 14.0 13.6 10.4 18.6 5.6Incr Delay (d2), s/veh 13.0 0.2 0.3 0.1 0.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 11.8 1.6 1.9 1.8 3.5 7.4LnGrp Delay(d),s/veh 33.2 14.2 13.9 10.5 19.3 5.9LnGrp LOS CBBBBAApproach Vol, veh/h 1186 501 661Approach Delay, s/veh 32.3 11.6 10.7Approach LOS C B BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 35.9 28.9 11.0 24.9Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 55.0 23.0 5.0 44.0Max Q Clear Time (g_c+I1), s 5.7 22.5 6.0 10.5Green Ext Time (p_c), s 8.6 0.4 0.0 8.1Intersection SummaryHCM 2010 Ctrl Delay 21.8HCM 2010 LOS C Avila Ranch Existing Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.2 48.0 58.9Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 4 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 1 1 1Ped. Right-Left Flow Rate (p/h) 1 0 0Ped. R. Sidewalk Flow Rate (p/h) 2 1 1Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 14557.5 24281.2 18210.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.3 0.2Crosswalk Circulation Code F F FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.65 2.43 2.66Pedestrian Crosswalk LOS B B BAvila Ranch Existing Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 8 8 8Total Flow Rate (veh/h) 1186 501 661Effct. Green for Bike (s) 23.2 25.7 14.6Cross Street Width (ft) 48.0 58.9 61.2Through Lanes Number 2 2 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 516 571 324Bicycle Delay (s/bike) 24.9 23.1 31.7Bicycle Compliance Fair Fair PoorBicycle LOS Score 2.20 1.80 2.51Bicycle LOS B A B Avila Ranch Existing Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBTLane Group Flow (vph) 216 371 298v/c Ratio 0.41 0.35 0.29Control Delay 6.1 6.3 6.1Queue Delay 0.0 0.0 0.0Total Delay 6.1 6.3 6.1Queue Length 50th (ft) 7 27 21Queue Length 95th (ft) 37 77 63Internal Link Dist (ft) 1650 387 1906Turn Bay Length (ft)Base Capacity (vph) 1006 1188 1125Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.21 0.31 0.26Intersection SummaryAvila Ranch Existing Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 60 139 332 9 29 245Future Volume (vph) 60 139 332 9 29 245Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00Frt 0.91 1.00 1.00Flt Protected 0.99 1.00 0.99Satd. Flow (prot) 1662 1856 1853Flt Permitted 0.99 1.00 0.94Satd. Flow (perm) 1662 1856 1759Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 65 151 361 10 32 266RTOR Reduction (vph) 12102000Lane Group Flow (vph) 95 0 369 0 0 298Turn Type Prot NA Perm NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 5.8 15.6 15.6Effective Green, g (s) 5.8 15.6 15.6Actuated g/C Ratio 0.20 0.53 0.53Clearance Time (s) 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 327 984 933v/s Ratio Prot c0.06 c0.20v/s Ratio Perm 0.17v/c Ratio 0.29 0.38 0.32Uniform Delay, d1 10.0 4.0 3.9Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.5 0.2 0.2Delay (s) 10.5 4.3 4.1Level of Service B A AApproach Delay (s) 10.5 4.3 4.1Approach LOS B A AIntersection SummaryHCM 2000 Control Delay 5.7 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.35Actuated Cycle Length (s) 29.4 Sum of lost time (s) 8.0Intersection Capacity Utilization 54.4% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 34.8 35.4 48.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 3Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.82 2.21 2.31Pedestrian Crosswalk LOS A B BAvila Ranch Existing Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 216 371 298Effct. Green for Bike (s) 7.0 16.5 16.5Cross Street Width (ft) 48.0 34.8 35.4Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 350 825 825Bicycle Delay (s/bike) 13.6 6.9 6.9Bicycle Compliance Fair Good GoodBicycle LOS Score 2.65 2.70 2.59Bicycle LOS B B B Avila Ranch Existing Plus Project no BP AM12: Buckley & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 13 25 126 87 325 71Future Volume (Veh/h) 13 25 126 87 325 71Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 14 27 137 95 353 77PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 232 240 184vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 232 240 184tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 52 91cM capacity (veh/h) 1336 741 858Direction, Lane # EB 1 WB 1 SB 1Volume Total 41 232 430Volume Left 14 0 353Volume Right 0 95 77cSH 1336 1700 759Volume to Capacity 0.01 0.14 0.57Queue Length 95th (ft) 1 0 90Control Delay (s) 2.7 0.0 15.7Lane LOS A CApproach Delay (s) 2.7 0.0 15.7Approach LOS CIntersection SummaryAverage Delay 9.8Intersection Capacity Utilization 41.8% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP AM12: Buckley & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP AM13: Buckley & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h)73184531Future Volume (Veh/h)73184531Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 83194934PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 10 24 6vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 10 24 6tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 95 97cM capacity (veh/h) 1610 986 1077Direction, Lane # EB 1 WB 1 SB 1Volume Total 11 10 83Volume Left 8 0 49Volume Right 0 9 34cSH 1610 1700 1022Volume to Capacity 0.00 0.01 0.08Queue Length 95th (ft) 0 0 7Control Delay (s) 5.3 0.0 8.8Lane LOS A AApproach Delay (s) 5.3 0.0 8.8Approach LOS AIntersection SummaryAverage Delay 7.6Intersection Capacity Utilization 17.4% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP AM13: Buckley & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 42 129 1 217 1171 5 463 65v/c Ratio 0.21 0.23 0.00 0.53 0.76 0.05 0.47 0.07Control Delay 42.6 5.0 0.0 35.3 11.3 47.8 14.7 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.6 5.0 0.0 35.3 11.3 47.8 14.7 0.4Queue Length 50th (ft) 20 0 0 97 228 2 132 0Queue Length 95th (ft) 66 35 0 225 #1099 17 315 3Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 432 874 330 788 1660 106 1389 1184Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.10 0.15 0.00 0.28 0.71 0.05 0.33 0.05Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Existing Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 38 1 119 0 0 1 200 1077 0 5 426 60Future Volume (vph) 38 1 119 0 0 1 200 1077 0 5 426 60Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) 2% 4% 7% 4%Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 0.92 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1758 1560 1451 1708 1798 1734 1825 1518Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1758 1560 1451 1708 1798 1734 1825 1518Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 41 1 129 0 0 1 217 1171 0 5 463 65RTOR Reduction (vph) 0 0 940100000030Lane Group Flow (vph) 0 42 35 0 0 0 217 1171 0 5 463 35Confl. Bikes (#/hr) 2222Turn Type Split NA pm+ov NA Prot NA Prot NA PermProtected Phases 44588 52 16Permitted Phases 4 6Actuated Green, G (s) 4.4 22.2 0.5 17.8 61.4 0.5 44.1 44.1Effective Green, g (s) 4.4 22.2 0.5 17.8 61.4 0.5 44.1 44.1Actuated g/C Ratio 0.05 0.27 0.01 0.21 0.74 0.01 0.53 0.53Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 93 418 8 367 1333 10 972 808v/s Ratio Prot c0.02 0.02 c0.00 c0.13 c0.65 0.00 0.25v/s Ratio Perm 0.00 0.02v/c Ratio 0.45 0.08 0.00 0.59 0.88 0.50 0.48 0.04Uniform Delay, d1 38.0 22.7 40.9 29.2 7.9 41.0 12.1 9.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.5 0.1 0.0 2.5 6.9 34.4 0.4 0.0Delay (s) 41.5 22.8 40.9 31.8 14.8 75.4 12.5 9.3Level of Service D C D C B E B AApproach Delay (s) 27.4 40.9 17.5 12.7Approach LOS C D B BIntersection SummaryHCM 2000 Control Delay 17.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.85Actuated Cycle Length (s) 82.8 Sum of lost time (s) 16.0Intersection Capacity Utilization 78.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 38 1 119 0 0 1 200 1077 0 5 426 60Future Volume (veh/h) 38 1 119 0 0 1 200 1077 0 5 426 60Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 41 1 129 0 0 1 217 1171 0 5 463 65Adj No. of Lanes011010110111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 163 4 382 0 0 2 260 1300 0 9 1053 876Arrive On Green 0.09 0.09 0.09 0.00 0.00 0.00 0.15 0.72 0.00 0.01 0.58 0.58Sat Flow, veh/h 1716 42 1524 0 0 1494 1712 1798 0 1739 1825 1519Grp Volume(v), veh/h 42 0 129 0 0 1 217 1171 0 5 463 65Grp Sat Flow(s),veh/h/ln 1758 0 1524 0 0 1494 1712 1798 0 1739 1825 1519Q Serve(g_s), s 2.0 0.0 6.4 0.0 0.0 0.1 11.2 47.2 0.0 0.3 13.1 1.7Cycle Q Clear(g_c), s 2.0 0.0 6.4 0.0 0.0 0.1 11.2 47.2 0.0 0.3 13.1 1.7Prop In Lane 0.98 1.00 0.00 1.00 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 167 0 382 0 0 2 260 1300 0 9 1053 876V/C Ratio(X) 0.25 0.00 0.34 0.00 0.00 0.61 0.84 0.90 0.00 0.55 0.44 0.07Avail Cap(c_a), veh/h 308 0 505 0 0 66 563 1576 0 76 1081 899HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 38.3 0.0 28.3 0.0 0.0 45.5 37.6 10.0 0.0 45.3 10.9 8.5Incr Delay (d2), s/veh 0.8 0.0 0.5 0.0 0.0 182.0 6.9 6.5 0.0 43.3 0.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 0.0 2.7 0.0 0.0 0.1 5.8 25.1 0.0 0.2 6.6 0.7LnGrp Delay(d),s/veh 39.1 0.0 28.8 0.0 0.0 227.6 44.5 16.5 0.0 88.6 11.2 8.6LnGrp LOS D C F D B F B AApproach Vol, veh/h 171 1 1388 533Approach Delay, s/veh 31.3 227.5 20.9 11.6Approach LOS C F C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 4.5 70.0 12.7 17.8 56.6 4.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 30.0 54.0 4.0Max Q Clear Time (g_c+I1), s 2.3 49.2 8.4 13.2 15.1 2.1Green Ext Time (p_c), s 0.0 16.8 0.4 0.7 19.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 19.5HCM 2010 LOS BAvila Ranch Existing Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.2 24.0 37.7 48.2Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 20 0 0 1085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4882.3 0.0 4834.9 5117.9Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.13 1.74 2.92 2.80Pedestrian Crosswalk LOS B A C C Avila Ranch Existing Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 171 1 1388 533Effct. Green for Bike (s) 8.3 4.6 64.0 40.1Cross Street Width (ft) 37.7 48.2 24.0 39.2Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 138 77 1067 668Bicycle Delay (s/bike) 52.0 55.5 13.1 26.6Bicycle Compliance Poor Poor Fair FairBicycle LOS Score 2.42 2.30 4.22 3.04Bicycle LOS B B D CAvila Ranch Existing Plus Project no BP AM15: Earthwood & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 35 22 0 52 77 0Future Volume (Veh/h) 35 22 0 52 77 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 38 24 0 57 84 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1244pX, platoon unblockedvC, conflicting volume 62 107 50vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 62 107 50tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 91 100cM capacity (veh/h) 1541 891 1018Direction, Lane # EB 1 WB 1 NB 1Volume Total 62 57 84Volume Left 0 0 84Volume Right 24 0 0cSH 1700 1541 891Volume to Capacity 0.04 0.00 0.09Queue Length 95th (ft) 0 0 8Control Delay (s) 0.0 0.0 9.5Lane LOS AApproach Delay (s) 0.0 0.0 9.5Approach LOS AIntersection SummaryAverage Delay 3.9Intersection Capacity Utilization 14.3% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP AM15: Earthwood & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Existing Plus Project no BP AM16: Suburban & Horizon Lane2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 0 43 74 0 0 0Future Volume (vph) 0 43 74 0 0 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 47 80 0 0 0Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 47 80 0Volume Left (vph) 0 80 0Volume Right (vph) 47 0 0Hadj (s) -0.57 0.23 0.00Departure Headway (s) 3.5 4.2 4.1Degree Utilization, x 0.05 0.09 0.00Capacity (veh/h) 996 833 900Control Delay (s) 6.7 7.7 7.1Approach Delay (s) 6.7 7.7 0.0Approach LOS A A AIntersection SummaryDelay 7.3Level of Service AIntersection Capacity Utilization 14.1% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP AM17: Vachell & Venture Dr2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 46 12 98 11 23 327Future Volume (Veh/h) 46 12 98 11 23 327Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 50 13 107 12 25 355PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 518 113 119vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 518 113 119tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 90 99 98cM capacity (veh/h) 509 940 1469Direction, Lane # WB 1 NB 1 SB 1Volume Total 63 119 380Volume Left 50 0 25Volume Right 13 12 0cSH 562 1700 1469Volume to Capacity 0.11 0.07 0.02Queue Length 95th (ft) 9 0 1Control Delay (s) 12.2 0.0 0.6Lane LOS B AApproach Delay (s) 12.2 0.0 0.6Approach LOS BIntersection SummaryAverage Delay 1.8Intersection Capacity Utilization 35.1% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP AM17: Vachell & Venture Dr2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP AM18: Vachell & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 28 15 93 3 5 368Future Volume (Veh/h) 28 15 93 3 5 368Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 30 16 101 3 5 400PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 512 102 104vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 512 102 104tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 94 98 100cM capacity (veh/h) 520 953 1488Direction, Lane # WB 1 NB 1 SB 1Volume Total 46 104 405Volume Left 30 0 5Volume Right 16 3 0cSH 617 1700 1488Volume to Capacity 0.07 0.06 0.00Queue Length 95th (ft) 6 0 0Control Delay (s) 11.3 0.0 0.1Lane LOS B AApproach Delay (s) 11.3 0.0 0.1Approach LOS BIntersection SummaryAverage Delay 1.0Intersection Capacity Utilization 33.4% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP AM18: Vachell & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP PM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 300 386 91 1184 860 692v/c Ratio 0.62 0.77 0.33 0.53 0.95 0.62Control Delay 35.1 34.8 13.6 6.4 37.2 5.0Queue Delay 0.0 0.2 0.0 0.1 0.0 0.6Total Delay 35.1 35.0 13.6 6.5 37.2 5.6Queue Length 50th (ft) 149 156 11 84 456 48Queue Length 95th (ft) 236 #297 m41 117 #717 13Internal Link Dist (ft) 198 925 236Turn Bay Length (ft) 150 150 270Base Capacity (vph) 486 501 272 2241 910 1127Starvation Cap Reductn00000155Spillback Cap Reductn 0 5 0 212 0 0Storage Cap Reductn000000Reduced v/c Ratio 0.62 0.78 0.33 0.58 0.95 0.71Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.Avila Ranch Existing Plus Project no BP PM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 0 297 1 381 90 1172 0 0 851 685Future Volume (vph) 0 0 0 297 1 381 90 1172 0 0 851 685Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 3.5 5.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1584 1770 3539 1863 1583Flt Permitted 0.95 1.00 0.08 1.00 1.00 1.00Satd. Flow (perm) 1770 1584 158 3539 1863 1583Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Adj. Flow (vph) 0 0 0 300 1 385 91 1184 0 0 860 692RTOR Reduction (vph)000066000000356Lane Group Flow (vph) 0 0 0 300 320 0 91 1184 0 0 860 336Confl. Peds. (#/hr)11Turn Type Perm NA pm+pt NA NA PermProtected Phases 8 1 6 2Permitted Phases 8 6 2Actuated Green, G (s) 24.8 24.8 56.7 56.7 43.7 43.7Effective Green, g (s) 24.8 24.8 56.7 56.7 43.7 43.7Actuated g/C Ratio 0.28 0.28 0.63 0.63 0.49 0.49Clearance Time (s) 3.5 3.5 3.5 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 487 436 269 2229 904 768v/s Ratio Prot c0.20 0.04 c0.33 c0.46v/s Ratio Perm 0.17 0.18 0.21v/c Ratio 0.62 0.73 0.34 0.53 0.95 0.44Uniform Delay, d1 28.4 29.6 16.5 9.3 22.1 15.1Progression Factor 1.00 1.00 1.58 0.60 0.77 2.18Incremental Delay, d2 5.7 10.5 3.1 0.8 18.3 1.6Delay (s) 34.2 40.1 29.3 6.4 35.5 34.6Level of Service C D C A D CApproach Delay (s) 0.0 37.5 8.0 35.1Approach LOS A D A DIntersection SummaryHCM 2000 Control Delay 25.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.84Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 84.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP PM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 297 1 381 90 1172 0 0 851 685Future Volume (veh/h) 0 0 0 297 1 381 90 1172 0 0 851 685Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 300 1 385 91 1184 0 0 860 692Adj No. of Lanes110120011Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Percent Heavy Veh, % 222220022Cap, veh/h 483 1 430 284 2242 0 0 911 774Arrive On Green 0.27 0.27 0.27 0.03 0.21 0.00 0.00 0.49 0.49Sat Flow, veh/h 1774 4 1580 1774 3632 0 0 1863 1583Grp Volume(v), veh/h 300 0 386 91 1184 0 0 860 692Grp Sat Flow(s),veh/h/ln 1774 0 1584 1774 1770 0 0 1863 1583Q Serve(g_s), s 13.3 0.0 21.1 1.9 26.8 0.0 0.0 39.5 35.7Cycle Q Clear(g_c), s 13.3 0.0 21.1 1.9 26.8 0.0 0.0 39.5 35.7Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 483 0 431 284 2242 0 0 911 774V/C Ratio(X) 0.62 0.00 0.90 0.32 0.53 0.00 0.00 0.94 0.89Avail Cap(c_a), veh/h 483 0 431 284 2242 0 0 911 774HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 0.82 0.82Uniform Delay (d), s/veh 28.7 0.0 31.5 19.8 23.6 0.0 0.0 21.8 20.9Incr Delay (d2), s/veh 5.9 0.0 23.7 2.5 0.8 0.0 0.0 16.5 12.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.3 0.0 12.1 1.5 13.4 0.0 0.0 24.3 18.1LnGrp Delay(d),s/veh 34.6 0.0 55.2 22.3 24.4 0.0 0.0 38.4 33.6LnGrp LOS C E C C D CApproach Vol, veh/h 686 1275 1552Approach Delay, s/veh 46.2 24.2 36.2Approach LOS D C DTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 13.0 49.0 62.0 28.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 9.5 44.0 57.0 24.5Max Q Clear Time (g_c+I1), s 3.9 41.5 28.8 23.1Green Ext Time (p_c), s 0.1 2.4 22.7 0.6Intersection SummaryHCM 2010 Ctrl Delay 33.8HCM 2010 LOS CAvila Ranch Existing Plus Project no BP PM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 12.6 23.9 60.1 60.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1254Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.20 2.05 2.86 3.02Pedestrian Crosswalk LOS B B C C Avila Ranch Existing Plus Project no BP PM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 686 1275 1552Effct. Green for Bike (s) 0.0 24.8 56.7 43.7Cross Street Width (ft) 60.1 60.1 23.9 12.6Through Lanes Number0121Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 551 1260 971Bicycle Delay (s/bike) 0.0 23.6 6.2 11.9Bicycle Compliance Fair Good FairBicycle LOS Score 0.00 3.61 2.98 4.31Bicycle LOS D C EAvila Ranch Existing Plus Project no BP PM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL NBL NBT SBT SBRLane Group Flow (vph) 600 210 813 870 308v/c Ratio 0.75 0.46 0.35 0.47 0.32Control Delay 36.5 8.9 7.6 13.0 1.7Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 36.5 8.9 7.6 13.0 1.7Queue Length 50th (ft) 156 35 92 125 9Queue Length 95th (ft) 197 75 151 m141 m7Internal Link Dist (ft) 128 471 925Turn Bay Length (ft) 200 150Base Capacity (vph) 1016 529 2353 1843 972Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.59 0.40 0.35 0.47 0.32Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. Avila Ranch Existing Plus Project no BP PM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 474 108 204 789 844 299Future Volume (vph) 474 108 204 789 844 299Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 0.95 0.95 1.00Frt 0.97 1.00 1.00 1.00 0.85Flt Protected 0.96 0.95 1.00 1.00 1.00Satd. Flow (prot) 3376 1770 3539 3539 1583Flt Permitted 0.96 0.25 1.00 1.00 1.00Satd. Flow (perm) 3376 460 3539 3539 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 489 111 210 813 870 308RTOR Reduction (vph) 250000147Lane Group Flow (vph) 575 0 210 813 870 161Turn Type Prot pm+pt NA NA PermProtected Phases 3 1 6 2Permitted Phases 6 2Actuated Green, G (s) 20.6 59.9 59.9 46.9 46.9Effective Green, g (s) 20.6 59.9 59.9 46.9 46.9Actuated g/C Ratio 0.23 0.67 0.67 0.52 0.52Clearance Time (s) 3.5 3.5 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 772 444 2355 1844 824v/s Ratio Prot c0.17 c0.05 0.23 0.25v/s Ratio Perm c0.26 0.10v/c Ratio 0.75 0.47 0.35 0.47 0.19Uniform Delay, d1 32.3 7.0 6.5 13.7 11.5Progression Factor 1.00 1.00 1.00 0.83 0.63Incremental Delay, d2 3.9 0.8 0.4 0.4 0.3Delay (s) 36.2 7.8 6.9 11.8 7.5Level of Service DAABAApproach Delay (s) 36.2 7.1 10.7Approach LOS D A BIntersection SummaryHCM 2000 Control Delay 14.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.56Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 63.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP PM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 39.6 60.0 72.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 5 5Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.31 2.77 2.79Pedestrian Crosswalk LOS B C C Avila Ranch Existing Plus Project no BP PM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 600 1023 1178Effct. Green for Bike (s) 20.6 59.9 46.9Cross Street Width (ft) 60.0 72.0 39.6Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 458 1331 1042Bicycle Delay (s/bike) 26.8 5.0 10.3Bicycle Compliance Fair Good FairBicycle LOS Score 2.97 3.51 3.14Bicycle LOS C D CAvila Ranch Existing Plus Project no BP PM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 26 33 716 110 18 572 586 82 601v/c Ratio 0.29 0.18 0.74 0.21 0.17 0.35 0.62 0.56 0.32Control Delay 50.5 2.2 32.7 8.8 44.9 17.3 8.8 56.0 14.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0Total Delay 50.5 2.2 32.7 8.8 44.9 17.3 9.0 56.0 14.1Queue Length 50th (ft) 15 0 187 8 10 117 55 46 94Queue Length 95th (ft) 41 0 250 45 33 166 177 #111 167Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 90 180 1193 617 109 1648 950 153 1858Starvation Cap Reductn0000006600Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.29 0.18 0.60 0.18 0.17 0.35 0.66 0.54 0.32Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Existing Plus Project no BP PM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 12 12 31 666 18 85 17 532 545 76 541 18Future Volume (vph) 12 12 31 666 18 85 17 532 545 76 541 18Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.88 1.00 1.00 0.85 1.00 1.00Flt Protected 0.98 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1817 1583 3433 1606 1770 3539 1546 1770 3519Flt Permitted 0.98 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1817 1583 3433 1606 1770 3539 1546 1770 3519Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 13 13 33 716 19 91 18 572 586 82 582 19RTOR Reduction (vph) 0 0 32 0 67 0 0 0 233 0 2 0Lane Group Flow (vph) 0 26 1 716 43 0 18 572 353 82 599 0Confl. Peds. (#/hr) 7 7 4 13 13 4Turn Type Split NA Perm Split NA Prot NA Perm Prot NAProtected Phases 4 4 8 8 5 2 1 6Permitted Phases 4 2Actuated Green, G (s) 2.2 2.2 23.2 23.2 1.8 40.0 40.0 5.3 43.5Effective Green, g (s) 2.2 2.2 23.2 23.2 1.8 40.0 40.0 5.3 43.5Actuated g/C Ratio 0.03 0.03 0.27 0.27 0.02 0.46 0.46 0.06 0.50Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 46 40 918 429 36 1632 713 108 1765v/s Ratio Prot c0.01 c0.21 0.03 0.01 0.16 c0.05 c0.17v/s Ratio Perm 0.00 c0.23v/c Ratio 0.57 0.02 0.78 0.10 0.50 0.35 0.49 0.76 0.34Uniform Delay, d1 41.8 41.2 29.4 23.9 42.0 15.0 16.3 40.1 13.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 14.9 0.2 4.3 0.1 10.5 0.6 2.4 25.9 0.5Delay (s) 56.7 41.4 33.6 24.0 52.5 15.6 18.7 66.0 13.5Level of Service E D C C DBBEBApproach Delay (s) 48.2 32.4 17.7 19.8Approach LOS D C B BIntersection SummaryHCM 2000 Control Delay 23.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 86.7 Sum of lost time (s) 16.0Intersection Capacity Utilization 63.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP PM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 12 12 31 666 18 85 17 532 545 76 541 18Future Volume (veh/h) 12 12 31 666 18 85 17 532 545 76 541 18Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 13 13 33 716 19 91 18 572 586 82 582 19Adj No. of Lanes011210121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 33 33 54 900 73 349 29 1589 705 105 1720 56Arrive On Green 0.04 0.04 0.04 0.26 0.26 0.26 0.02 0.45 0.45 0.06 0.49 0.49Sat Flow, veh/h 909 909 1515 3442 279 1336 1774 3539 1570 1774 3496 114Grp Volume(v), veh/h 26 0 33 716 0 110 18 572 586 82 294 307Grp Sat Flow(s),veh/h/ln 1817 0 1515 1721 0 1614 1774 1770 1570 1774 1770 1841Q Serve(g_s), s 1.2 0.0 1.8 16.0 0.0 4.5 0.8 8.8 27.1 3.8 8.4 8.4Cycle Q Clear(g_c), s 1.2 0.0 1.8 16.0 0.0 4.5 0.8 8.8 27.1 3.8 8.4 8.4Prop In Lane 0.50 1.00 1.00 0.83 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 65 0 54 900 0 422 29 1589 705 105 870 906V/C Ratio(X) 0.40 0.00 0.61 0.80 0.00 0.26 0.62 0.36 0.83 0.78 0.34 0.34Avail Cap(c_a), veh/h 88 0 74 1169 0 548 108 1589 705 151 870 906HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 38.9 0.0 39.2 28.4 0.0 24.1 40.3 14.9 20.0 38.2 12.8 12.8Incr Delay (d2), s/veh 3.9 0.0 10.4 3.0 0.0 0.3 19.5 0.6 11.0 14.9 1.1 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 0.0 0.9 7.9 0.0 2.0 0.6 4.4 13.9 2.3 4.3 4.5LnGrp Delay(d),s/veh 42.7 0.0 49.5 31.3 0.0 24.4 59.8 15.6 31.0 53.1 13.8 13.8LnGrp LOS D D C C E B C D B BApproach Vol, veh/h 59 826 1176 683Approach Delay, s/veh 46.5 30.4 23.9 18.5Approach LOS D C C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 8.9 41.0 7.0 5.4 44.5 25.6Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 7.0 37.0 4.0 5.0 39.0 28.0Max Q Clear Time (g_c+I1), s 5.8 29.1 3.8 2.8 10.4 18.0Green Ext Time (p_c), s 0.0 5.8 0.0 0.0 13.9 3.2Intersection SummaryHCM 2010 Ctrl Delay 25.0HCM 2010 LOS C Avila Ranch Existing Plus Project no BP PM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h) 0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0555Veh. Perm. R. Flow in Walk (v/h) 0555Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 30 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.00 2.62 2.88 2.59Pedestrian Crosswalk LOS B B C BAvila Ranch Existing Plus Project no BP PM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 59 826 1176 683Effct. Green for Bike (s) 4.1 23.2 38.4 43.5Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 504 835 946Bicycle Delay (s/bike) 42.0 25.7 15.6 12.8Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.96 2.95 2.38 1.92Bicycle LOS C C B A Avila Ranch Existing Plus Project no BP PM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 312 313 317 10 99 308 566 509 808v/c Ratio 0.66 0.66 0.34 0.05 0.43 0.82 0.34 0.72 0.60Control Delay 34.4 34.3 2.0 33.6 39.8 53.3 15.3 36.9 14.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 34.4 34.3 2.0 33.6 39.8 53.3 15.3 36.9 14.8Queue Length 50th (ft) 152 152 0 5 49 165 100 133 142Queue Length 95th (ft) 261 261 22 19 96 #338 151 197 217Internal Link Dist (ft) 964 1295 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 558 561 932 376 394 376 1833 848 1494Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.56 0.56 0.34 0.03 0.25 0.82 0.31 0.60 0.54Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Existing Plus Project no BP PM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 569 12 295 9 85 7 286 524 3 5 469 751Future Volume (vph) 569 12 295 9 85 7 286 524 3 5 469 751Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.88Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 1.00 0.85Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1681 1689 1568 1770 1840 1770 3536 3537 2753Flt Permitted 0.95 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (perm) 1681 1689 1568 1770 1840 1770 3536 3359 2753Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 612 13 317 10 91 8 308 563 3 5 504 808RTOR Reduction (vph) 0 0 162040010000Lane Group Flow (vph) 312 313 155 10 95 0 308 565 0 0 509 808Confl. Peds. (#/hr) 6 6 5 6 6 5Turn Type Split NA pm+ov Split NA Prot NA Perm NA pm+ovProtected Phases 44588 52 64Permitted Phases 4 6 6Actuated Green, G (s) 21.9 21.9 38.6 7.8 7.8 16.7 37.3 16.6 38.5Effective Green, g (s) 21.9 21.9 38.6 7.8 7.8 16.7 37.3 16.6 38.5Actuated g/C Ratio 0.28 0.28 0.49 0.10 0.10 0.21 0.47 0.21 0.49Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 465 468 766 174 181 374 1669 705 1481v/s Ratio Prot c0.19 0.19 0.04 0.01 c0.05 c0.17 0.16 0.15v/s Ratio Perm 0.06 c0.15 0.14v/c Ratio 0.67 0.67 0.20 0.06 0.53 0.82 0.34 0.72 0.55Uniform Delay, d1 25.4 25.3 11.5 32.3 33.8 29.7 13.1 29.1 14.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.8 3.6 0.1 0.1 2.8 13.6 0.1 3.7 0.4Delay (s) 29.1 28.9 11.6 32.4 36.6 43.4 13.2 32.7 14.6Level of Service C C B C D D B C BApproach Delay (s) 23.2 36.2 23.9 21.6Approach LOS CDCCIntersection SummaryHCM 2000 Control Delay 23.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.71Actuated Cycle Length (s) 79.0 Sum of lost time (s) 16.0Intersection Capacity Utilization 62.6% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP PM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 569 12 295 9 85 7 286 524 3 5 469 751Future Volume (veh/h) 569 12 295 9 85 7 286 524 3 5 469 751Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 621 0 0 10 91 8 308 563 3 5 504 808Adj No. of Lanes201110120022Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 821 0 682 140 133 12 354 1876 10 54 911 1372Arrive On Green 0.23 0.00 0.00 0.08 0.08 0.08 0.20 0.52 0.52 0.26 0.26 0.26Sat Flow, veh/h 3548 0 1583 1774 1684 148 1774 3610 19 9 3454 2755Grp Volume(v), veh/h 621 0 0 10 0 99 308 276 290 273 236 808Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1833 1774 1770 1859 1852 1610 1377Q Serve(g_s), s 11.5 0.0 0.0 0.4 0.0 3.7 11.9 6.3 6.3 0.0 9.0 14.8Cycle Q Clear(g_c), s 11.5 0.0 0.0 0.4 0.0 3.7 11.9 6.3 6.3 8.9 9.0 14.8Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.01 0.02 1.00Lane Grp Cap(c), veh/h 821 0 682 140 0 145 354 920 966 540 425 1372V/C Ratio(X) 0.76 0.00 0.00 0.07 0.00 0.68 0.87 0.30 0.30 0.50 0.56 0.59Avail Cap(c_a), veh/h 1253 0 875 401 0 414 401 975 1024 549 432 1384HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 25.3 0.0 0.0 30.2 0.0 31.7 27.5 9.7 9.7 22.5 22.5 12.8Incr Delay (d2), s/veh 1.4 0.0 0.0 0.2 0.0 5.5 16.8 0.2 0.2 0.7 1.5 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.8 0.0 0.0 0.2 0.0 2.1 7.5 3.1 3.3 4.7 4.2 7.9LnGrp Delay(d),s/veh 26.8 0.0 0.0 30.4 0.0 37.3 44.3 9.9 9.8 23.2 24.0 13.4LnGrp LOS C C D D A A C C BApproach Vol, veh/h 621 109 874 1317Approach Delay, s/veh 26.8 36.6 22.0 17.3Approach LOS C D C BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 40.8 20.4 18.1 22.7 9.6Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 16.0 19.0 16.0Max Q Clear Time (g_c+I1), s 8.3 13.5 13.9 16.8 5.7Green Ext Time (p_c), s 14.4 2.3 0.3 1.8 0.3Intersection SummaryHCM 2010 Ctrl Delay 21.5HCM 2010 LOS CNotesAvila Ranch Existing Plus Project no BP PM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryUser approved volume balancing among the lanes for turning movement. Avila Ranch Existing Plus Project no BP PM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h) 2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.92 1.99 2.80 2.74Pedestrian Crosswalk LOS C A C BAvila Ranch Existing Plus Project no BP PM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 942 109 874 1317Effct. Green for Bike (s) 22.0 9.6 37.3 16.5Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 478 209 811 359Bicycle Delay (s/bike) 26.6 36.9 16.3 31.0Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 2.89 1.37 1.55 2.38Bicycle LOS C A A B Avila Ranch Existing Plus Project no BP PM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 43 16 101 84 82 72 427 553 91 786v/c Ratio 0.18 0.05 0.26 0.35 0.25 0.19 0.53 0.29 0.34 0.62Control Delay 27.2 25.5 5.9 31.0 28.1 2.4 26.5 13.0 32.7 20.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.2 25.5 5.9 31.0 28.1 2.4 26.5 13.0 32.7 20.8Queue Length 50th (ft) 14 5 0 29 28 0 73 70 31 127Queue Length 95th (ft) 48 23 28 82 78 9 161 148 95 257Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 601 854 770 602 821 766 1696 3033 499 2589Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.07 0.02 0.13 0.14 0.10 0.09 0.25 0.18 0.18 0.30Intersection SummaryAvila Ranch Existing Plus Project no BP PM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 40 15 94 78 76 67 397 472 42 85 699 32Future Volume (vph) 40 15 94 78 76 67 397 472 42 85 699 32Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1863 1547 1750 1863 1583 3433 3486 1770 3514Flt Permitted 0.70 1.00 1.00 0.75 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (perm) 1311 1863 1547 1376 1863 1583 3433 3486 1770 3514Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 43 16 101 84 82 72 427 508 45 91 752 34RTOR Reduction (vph) 0 0 86 0 0 62060030Lane Group Flow (vph) 43 16 15 84 82 10 427 547 0 91 783 0Confl. Peds. (#/hr) 12 12 3 9 9 3Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 4 8 8Actuated Green, G (s) 9.8 9.8 9.8 8.8 8.8 8.8 14.7 31.7 7.4 24.4Effective Green, g (s) 9.8 9.8 9.8 8.8 8.8 8.8 14.7 31.7 7.4 24.4Actuated g/C Ratio 0.15 0.15 0.15 0.14 0.14 0.14 0.23 0.49 0.11 0.38Clearance Time (s) 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 197 281 233 186 252 214 777 1702 201 1321v/s Ratio Prot 0.01 0.04 c0.12 0.16 0.05 c0.22v/s Ratio Perm 0.03 0.01 c0.06 0.01v/c Ratio 0.22 0.06 0.07 0.45 0.33 0.05 0.55 0.32 0.45 0.59Uniform Delay, d1 24.2 23.6 23.6 25.8 25.4 24.4 22.2 10.1 26.9 16.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 0.1 0.1 1.7 0.8 0.1 0.8 0.1 1.6 0.7Delay (s) 24.7 23.7 23.7 27.6 26.1 24.5 23.0 10.2 28.5 17.0Level of Service CCCCCCCB CBApproach Delay (s) 24.0 26.1 15.8 18.2Approach LOS C C B BIntersection SummaryHCM 2000 Control Delay 18.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.55Actuated Cycle Length (s) 64.9 Sum of lost time (s) 17.0Intersection Capacity Utilization 56.8% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP PM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 40 15 94 78 76 67 397 472 42 85 699 32Future Volume (veh/h) 40 15 94 78 76 67 397 472 42 85 699 32Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 43 16 101 84 82 72 427 508 45 91 752 34Adj No. of Lanes111111220120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 283 323 269 327 323 269 615 1568 139 120 1261 57Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.18 0.48 0.48 0.07 0.37 0.37Sat Flow, veh/h 1210 1863 1550 1248 1863 1550 3442 3287 290 1774 3448 156Grp Volume(v), veh/h 43 16 101 84 82 72 427 273 280 91 386 400Grp Sat Flow(s),veh/h/ln 1210 1863 1550 1248 1863 1550 1721 1770 1808 1774 1770 1834Q Serve(g_s), s 1.9 0.4 3.5 3.6 2.3 2.4 7.0 5.7 5.8 3.0 10.7 10.7Cycle Q Clear(g_c), s 4.2 0.4 3.5 4.1 2.3 2.4 7.0 5.7 5.8 3.0 10.7 10.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 0.08Lane Grp Cap(c), veh/h 283 323 269 327 323 269 615 844 863 120 647 671V/C Ratio(X) 0.15 0.05 0.38 0.26 0.25 0.27 0.69 0.32 0.32 0.76 0.60 0.60Avail Cap(c_a), veh/h 595 804 669 628 773 643 1599 1674 1711 471 1322 1370HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 23.4 20.8 22.0 22.5 21.5 21.6 23.2 9.7 9.8 27.6 15.5 15.5Incr Delay (d2), s/veh 0.2 0.1 0.9 0.4 0.4 0.5 1.4 0.2 0.2 9.4 0.9 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.2 1.5 1.3 1.2 1.1 3.4 2.9 2.9 1.8 5.3 5.5LnGrp Delay(d),s/veh 23.6 20.8 22.9 22.9 21.9 22.1 24.6 10.0 10.0 37.1 16.4 16.4LnGrp LOS CCCCCCCAADBBApproach Vol, veh/h 160 238 980 877Approach Delay, s/veh 22.9 22.3 16.3 18.5Approach LOS C C B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.1 34.7 16.4 15.8 28.0 16.4Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 16.0 57.0 * 26 28.0 45.0 25.0Max Q Clear Time (g_c+I1), s 5.0 7.8 6.2 9.0 12.7 6.1Green Ext Time (p_c), s 0.2 10.1 1.8 1.8 9.4 1.8Intersection SummaryHCM 2010 Ctrl Delay 18.3HCM 2010 LOS BNotesAvila Ranch Existing Plus Project no BP PM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection Summary* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Avila Ranch Existing Plus Project no BP PM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 60.1 48.1 73.4 72.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed5465Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3371.3 3221.5 3460.8 3450.5Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.46 2.24 2.95 2.76Pedestrian Crosswalk LOS B B C CAvila Ranch Existing Plus Project no BP PM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 160 238 980 877Effct. Green for Bike (s) 11.5 11.0 33.8 22.5Cross Street Width (ft) 73.4 72.1 48.1 60.1Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 200 191 588 391Bicycle Delay (s/bike) 46.6 47.0 28.7 37.2Bicycle Compliance Poor Poor Fair PoorBicycle LOS Score 2.95 3.06 1.82 1.92Bicycle LOS C C A A Avila Ranch Existing Plus Project no BP PM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 17 20 321 323 292 35 521 438 256 635v/c Ratio 0.09 0.06 0.69 0.69 0.45 0.28 0.71 0.45 0.71 0.44Control Delay 40.0 0.4 42.9 42.9 7.1 53.2 40.2 3.2 47.7 22.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 40.0 0.4 42.9 42.9 7.1 53.2 40.2 3.2 47.7 22.8Queue Length 50th (ft) 9 0 177 178 0 19 146 7 135 147Queue Length 95th (ft) 30 0 #463 #467 76 62 261 42 #319 264Internal Link Dist (ft) 403 1256 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 585 622 462 465 647 127 1059 966 466 1728Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.03 0.03 0.69 0.69 0.45 0.28 0.49 0.45 0.55 0.37Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Existing Plus Project no BP PM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 10 7 19 604 14 280 34 500 420 246 587 23Future Volume (vph) 10 7 19 604 14 280 34 500 420 246 587 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99Flt Protected 0.97 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1810 1563 1681 1689 1583 1770 3539 1572 1770 3516Flt Permitted 0.97 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1810 1563 1681 1689 1583 1770 3539 1572 1770 3516Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 10 7 20 629 15 292 35 521 438 256 611 24RTOR Reduction (vph) 0 0 19 0 0 215 0 0 205 0 2 0Lane Group Flow (vph) 0 17 1 321 323 77 35 521 233 256 633 0Confl. Peds. (#/hr) 1 1 3 3 3 3Turn Type Split NA Perm Split NA Perm Prot NA pm+ov Prot NAProtected Phases 44 88 52816Permitted Phases 4 8 2Actuated Green, G (s) 6.5 6.5 24.3 24.3 24.3 3.1 21.0 45.3 17.9 35.8Effective Green, g (s) 6.5 6.5 24.3 24.3 24.3 3.1 21.0 45.3 17.9 35.8Actuated g/C Ratio 0.07 0.07 0.26 0.26 0.26 0.03 0.23 0.49 0.19 0.39Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 126 109 440 442 414 59 801 768 341 1357v/s Ratio Prot c0.01 0.19 c0.19 0.02 c0.15 0.08 c0.14 0.18v/s Ratio Perm 0.00 0.05 0.07v/c Ratio 0.13 0.01 0.73 0.73 0.18 0.59 0.65 0.30 0.75 0.47Uniform Delay, d1 40.5 40.1 31.2 31.2 26.5 44.2 32.5 14.2 35.3 21.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.5 0.0 6.0 6.1 0.2 15.0 1.9 0.2 9.0 0.3Delay (s) 41.0 40.2 37.2 37.3 26.7 59.1 34.4 14.5 44.3 21.6Level of Service DDDDCECBDCApproach Delay (s) 40.5 34.0 26.5 28.1Approach LOS DCCCIntersection SummaryHCM 2000 Control Delay 29.6 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 92.7 Sum of lost time (s) 23.0Intersection Capacity Utilization 66.0% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP PM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 47.1 49.5 74.5 63.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 100 70 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2262.5 2286.2 2456.2 2391.9Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.81 3.12 2.82Pedestrian Crosswalk LOS A C C CAvila Ranch Existing Plus Project no BP PM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 37 936 994 891Effct. Green for Bike (s) 9.4 24.2 18.3 35.8Cross Street Width (ft) 74.5 63.0 49.5 47.1Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 157 403 305 597Bicycle Delay (s/bike) 51.0 38.2 43.1 29.5Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.76 4.07 3.14 3.02Bicycle LOS CDCC Avila Ranch Existing Plus Project no BP PM7: Horizon Ln & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 728 12 8 983 22 15Future Volume (Veh/h) 728 12 8 983 22 15Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 791 13 9 1068 24 16PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 804 1884 798vC1, stage 1 conf vol 798vC2, stage 2 conf vol 1086vCu, unblocked vol 804 1884 798tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 99 91 96cM capacity (veh/h) 820 263 386Direction, Lane # EB 1 WB 1 NB 1Volume Total 804 1077 40Volume Left 0 9 24Volume Right 13 0 16cSH 1700 820 301Volume to Capacity 0.47 0.01 0.13Queue Length 95th (ft) 0 1 11Control Delay (s) 0.0 0.4 18.8Lane LOS A CApproach Delay (s) 0.0 0.4 18.8Approach LOS CIntersection SummaryAverage Delay 0.6Intersection Capacity Utilization 68.1% ICU Level of Service CAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP PM7: Horizon Ln & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP PM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBL SBTLane Group Flow (vph) 671 960 173 1066v/c Ratio 0.73 0.76 0.60 0.52Control Delay 29.2 24.8 41.6 10.5Queue Delay 0.0 0.0 0.0 0.0Total Delay 29.2 24.8 41.6 10.5Queue Length 50th (ft) 137 198 77 143Queue Length 95th (ft) 222 299 159 216Internal Link Dist (ft) 1245 306 1054Turn Bay Length (ft) 160Base Capacity (vph) 1202 1699 372 2642Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.56 0.57 0.47 0.40Intersection SummaryAvila Ranch Existing Plus Project no BP PM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 470 167 726 186 164 1013Future Volume (vph) 470 167 726 186 164 1013Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 6.0 4.0 6.0Lane Util. Factor 0.97 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.96 0.97 1.00 1.00Flt Protected 0.96 1.00 0.95 1.00Satd. Flow (prot) 3323 3416 1770 3539Flt Permitted 0.96 1.00 0.95 1.00Satd. Flow (perm) 3323 3416 1770 3539Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 495 176 764 196 173 1066RTOR Reduction (vph) 42 0 27 0 0 0Lane Group Flow (vph) 629 0 933 0 173 1066Confl. Peds. (#/hr) 6 1 1Turn Type Prot NA Prot NAProtected Phases 8 2 1 6Permitted PhasesActuated Green, G (s) 19.7 27.3 12.1 43.4Effective Green, g (s) 19.7 27.3 12.1 43.4Actuated g/C Ratio 0.27 0.37 0.16 0.59Clearance Time (s) 5.0 6.0 4.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 883 1258 289 2072v/s Ratio Prot c0.19 c0.27 c0.10 0.30v/s Ratio Permv/c Ratio 0.71 0.74 0.60 0.51Uniform Delay, d1 24.6 20.3 28.7 9.1Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 2.7 2.4 3.3 0.2Delay (s) 27.4 22.7 32.1 9.3Level of Service C C C AApproach Delay (s) 27.4 22.7 12.5Approach LOS C C BIntersection SummaryHCM 2000 Control Delay 19.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.70Actuated Cycle Length (s) 74.1 Sum of lost time (s) 15.0Intersection Capacity Utilization 66.7% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP PM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 44.9 59.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control Actuated NoneActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 0.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 30 30 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7271.3 7269.4 7269.4Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 2986.0 0.1 3164.0Crosswalk Circulation Code A F APedestrian Delay (s/p) 37.4 45.0 37.4Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.27 3.11 2.94Pedestrian Crosswalk LOS B C CAvila Ranch Existing Plus Project no BP PM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 671 960 1239Effct. Green for Bike (s) 19.6 27.1 43.3Cross Street Width (ft) 60.1 44.9 59.3Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 436 602 962Bicycle Delay (s/bike) 27.5 22.0 12.1Bicycle Compliance Fair Fair FairBicycle LOS Score 2.07 1.97 2.42Bicycle LOS B A B Avila Ranch Existing Plus Project no BP PM9: Higuera & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 94 819 246 0 1443Future Volume (Veh/h) 0 94 819 246 0 1443Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 0 99 862 259 0 1519PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 433 386pX, platoon unblocked 0.82vC, conflicting volume 1751 560 1121vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1477 560 1121tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 79 100cM capacity (veh/h) 96 471 619Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 99 575 546 760 760Volume Left00000Volume Right 99 0 259 0 0cSH 471 1700 1700 1700 1700Volume to Capacity 0.21 0.34 0.32 0.45 0.45Queue Length 95th (ft) 200000Control Delay (s) 14.7 0.0 0.0 0.0 0.0Lane LOS BApproach Delay (s) 14.7 0.0 0.0Approach LOS BIntersection SummaryAverage Delay 0.5Intersection Capacity Utilization 43.2% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP PM9: Higuera & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP PM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 923 38 75 176 554 928v/c Ratio 0.75 0.07 0.34 0.21 0.84 0.84Control Delay 25.3 8.6 14.5 11.5 35.3 14.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 25.3 8.6 14.5 11.5 35.3 14.1Queue Length 50th (ft) 194 3 17 43 230 156Queue Length 95th (ft) 263 21 38 78 #399 #343Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1362 645 220 1052 767 1153Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.68 0.06 0.34 0.17 0.72 0.80Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Existing Plus Project no BP PM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 886 36 72 169 532 891Future Volume (vph) 886 36 72 169 532 891Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 3433 1583 1769 1863 1863 1565Flt Permitted 0.95 1.00 0.15 1.00 1.00 1.00Satd. Flow (perm) 3433 1583 283 1863 1863 1565Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 923 38 75 176 554 928RTOR Reduction (vph) 0 190000Lane Group Flow (vph) 923 19 75 176 554 928Confl. Peds. (#/hr) 2 2Turn Type Prot Perm pm+pt NA NA pm+ovProtected Phases 4 5264Permitted Phases 4 2 6Actuated Green, G (s) 24.4 24.4 33.1 33.1 24.2 48.6Effective Green, g (s) 24.4 24.4 33.1 33.1 24.2 48.6Actuated g/C Ratio 0.35 0.35 0.48 0.48 0.35 0.70Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 1205 555 196 887 648 1229v/s Ratio Prot 0.27 c0.02 0.09 0.30 c0.26v/s Ratio Perm 0.01 0.17 0.33v/c Ratio 0.77 0.03 0.38 0.20 0.85 0.76Uniform Delay, d1 20.0 14.8 13.2 10.5 21.0 6.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 3.0 0.0 1.2 0.1 10.7 2.7Delay (s) 23.0 14.8 14.4 10.6 31.7 9.3Level of Service C B B B C AApproach Delay (s) 22.7 11.8 17.7Approach LOS C B BIntersection SummaryHCM 2000 Control Delay 18.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.83Actuated Cycle Length (s) 69.5 Sum of lost time (s) 18.0Intersection Capacity Utilization 72.3% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Existing Plus Project no BP PM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 886 36 72 169 532 891Future Volume (veh/h) 886 36 72 169 532 891Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 923 38 75 176 554 928Adj No. of Lanes211111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1090 502 223 955 715 1107Arrive On Green 0.32 0.32 0.04 0.51 0.38 0.38Sat Flow, veh/h 3442 1583 1774 1863 1863 1579Grp Volume(v), veh/h 923 38 75 176 554 928Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1579Q Serve(g_s), s 17.6 1.2 1.7 3.6 18.4 27.0Cycle Q Clear(g_c), s 17.6 1.2 1.7 3.6 18.4 27.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1090 502 223 955 715 1107V/C Ratio(X) 0.85 0.08 0.34 0.18 0.78 0.84Avail Cap(c_a), veh/h 1272 585 247 979 715 1107HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 22.4 16.8 14.6 9.2 19.0 7.2Incr Delay (d2), s/veh 4.9 0.1 0.9 0.1 5.3 5.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 9.1 1.3 0.8 1.8 10.4 19.6LnGrp Delay(d),s/veh 27.3 16.9 15.5 9.3 24.4 13.0LnGrp LOS C B B A C BApproach Vol, veh/h 961 251 1482Approach Delay, s/veh 26.9 11.2 17.2Approach LOS C B BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 42.1 28.3 9.1 33.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 37.0 26.0 4.0 27.0Max Q Clear Time (g_c+I1), s 5.6 19.6 3.7 29.0Green Ext Time (p_c), s 13.8 2.7 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 20.1HCM 2010 LOS CAvila Ranch Existing Plus Project no BP PM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.2 36.1 58.9Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 0 2Ped. Right-Left Flow Rate (p/h) 2 0 2Ped. R. Sidewalk Flow Rate (p/h) 2 0 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 12134.4 18201.6 7271.2Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.0 0.1Crosswalk Circulation Code F - FPedestrian Delay (s/p) 37.5 37.5 37.5Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.69 2.35 2.76Pedestrian Crosswalk LOS B B C Avila Ranch Existing Plus Project no BP PM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 961 251 1482Effct. Green for Bike (s) 24.4 31.5 24.2Cross Street Width (ft) 36.1 58.9 61.2Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 651 840 645Bicycle Delay (s/bike) 17.1 12.6 17.2Bicycle Compliance Fair Fair FairBicycle LOS Score 1.83 1.80 3.87Bicycle LOS A A DAvila Ranch Existing Plus Project no BP PM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBTLane Group Flow (vph) 132 249 617v/c Ratio 0.30 0.26 0.70Control Delay 5.6 4.7 11.6Queue Delay 0.0 0.0 0.0Total Delay 5.6 4.7 11.6Queue Length 50th (ft) 3 14 52Queue Length 95th (ft) 24 40 #155Internal Link Dist (ft) 1779 852 1929Turn Bay Length (ft)Base Capacity (vph) 948 1014 953Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.14 0.25 0.65Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Existing Plus Project no BP PM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 19 102 198 31 72 496Future Volume (vph) 19 102 198 31 72 496Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00Frt 0.89 0.98 1.00Flt Protected 0.99 1.00 0.99Satd. Flow (prot) 1638 1828 1851Flt Permitted 0.99 1.00 0.93Satd. Flow (perm) 1638 1828 1738Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 21 111 215 34 78 539RTOR Reduction (vph) 87 0 12 0 0 0Lane Group Flow (vph) 45 0 237 0 0 617Turn Type Prot NA Perm NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 6.3 15.0 15.0Effective Green, g (s) 6.3 15.0 15.0Actuated g/C Ratio 0.22 0.51 0.51Clearance Time (s) 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 352 935 889v/s Ratio Prot c0.03 0.13v/s Ratio Perm c0.36v/c Ratio 0.13 0.25 0.69Uniform Delay, d1 9.3 4.0 5.4Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.2 0.1 2.4Delay (s) 9.4 4.2 7.8Level of Service A A AApproach Delay (s) 9.4 4.2 7.8Approach LOS A A AIntersection SummaryHCM 2000 Control Delay 7.1 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.53Actuated Cycle Length (s) 29.3 Sum of lost time (s) 8.0Intersection Capacity Utilization 59.7% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP PM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 32.8 35.6 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.81 2.28 2.38Pedestrian Crosswalk LOS A B B Avila Ranch Existing Plus Project no BP PM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 132 249 617Effct. Green for Bike (s) 6.3 15.0 15.0Cross Street Width (ft) 36.0 32.8 35.6Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 315 750 750Bicycle Delay (s/bike) 14.2 7.8 7.8Bicycle Compliance Fair Good GoodBicycle LOS Score 2.33 2.47 3.12Bicycle LOS B B CAvila Ranch Existing Plus Project no BP PM12: Buckley & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 64 38 73 129 241 49Future Volume (Veh/h) 64 38 73 129 241 49Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 70 41 79 140 262 53PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 219 330 149vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 219 330 149tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 95 58 94cM capacity (veh/h) 1350 630 898Direction, Lane # EB 1 WB 1 SB 1Volume Total 111 219 315Volume Left 70 0 262Volume Right 0 140 53cSH 1350 1700 663Volume to Capacity 0.05 0.13 0.47Queue Length 95th (ft) 4 0 64Control Delay (s) 5.1 0.0 15.2Lane LOS A CApproach Delay (s) 5.1 0.0 15.2Approach LOS CIntersection SummaryAverage Delay 8.3Intersection Capacity Utilization 43.6% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP PM12: Buckley & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Existing Plus Project no BP PM13: Buckley & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 24 202 203 27 17 21Future Volume (Veh/h) 24 202 203 27 17 21Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 26 220 221 29 18 23PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 250 508 236vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 250 508 236tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 98 97 97cM capacity (veh/h) 1316 515 804Direction, Lane # EB 1 WB 1 SB 1Volume Total 246 250 41Volume Left 26 0 18Volume Right 0 29 23cSH 1316 1700 645Volume to Capacity 0.02 0.15 0.06Queue Length 95th (ft) 2 0 5Control Delay (s) 1.0 0.0 11.0Lane LOS A BApproach Delay (s) 1.0 0.0 11.0Approach LOS BIntersection SummaryAverage Delay 1.3Intersection Capacity Utilization 37.6% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP PM13: Buckley & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Existing Plus Project no BP PM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 56 298 20 86 489 17 1091 30v/c Ratio 0.32 0.78 0.23 0.58 0.34 0.16 0.88 0.03Control Delay 50.1 33.8 41.2 65.1 5.9 54.6 23.7 0.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.1 33.8 41.2 65.1 5.9 54.6 23.7 0.0Queue Length 50th (ft) 31 75 5 49 50 10 409 0Queue Length 95th (ft) 81 #213 34 #161 208 38 #1017 0Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360 470Base Capacity (vph) 349 380 88 148 1520 107 1521 1277Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.16 0.78 0.23 0.58 0.32 0.16 0.72 0.02Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Existing Plus Project no BP PM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 52 2 286 7 2 11 83 468 1 16 1047 29Future Volume (vph) 52 2 286 7 2 11 83 468 1 16 1047 29Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) 2% 4% 7% 4%Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 0.99 0.89 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.93 1.00 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1759 1546 1481 1708 1797 1734 1825 1517Flt Permitted 0.95 1.00 0.98 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1759 1546 1481 1708 1797 1734 1825 1517Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 54 2 298 7 2 11 86 488 1 17 1091 30RTOR Reduction (vph) 0 0 128 0 1100000010Lane Group Flow (vph) 0 56 170 0 9 0 86 489 0 17 1091 20Confl. Bikes (#/hr) 4664Turn Type Split NA pm+ov Split NA Prot NA Prot NA PermProtected Phases 44588 52 16Permitted Phases 4 6Actuated Green, G (s) 6.9 14.7 1.2 7.8 70.0 1.6 63.8 63.8Effective Green, g (s) 6.9 14.7 1.2 7.8 70.0 1.6 63.8 63.8Actuated g/C Ratio 0.07 0.15 0.01 0.08 0.73 0.02 0.67 0.67Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 126 237 18 139 1314 28 1216 1011v/s Ratio Prot 0.03 c0.06 c0.01 0.05 0.27 0.01 c0.60v/s Ratio Perm 0.05 0.01v/c Ratio 0.44 0.72 0.51 0.62 0.37 0.61 0.90 0.02Uniform Delay, d1 42.6 38.5 47.0 42.5 4.7 46.7 13.2 5.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.5 9.9 20.7 8.0 0.2 32.0 8.9 0.0Delay (s) 45.1 48.5 67.7 50.5 4.9 78.7 22.2 5.4Level of Service D D E D A E C AApproach Delay (s) 47.9 67.7 11.7 22.6Approach LOS D E B CIntersection SummaryHCM 2000 Control Delay 24.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.86Actuated Cycle Length (s) 95.7 Sum of lost time (s) 16.0Intersection Capacity Utilization 86.1% ICU Level of Service EAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Existing Plus Project no BP PM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 52 2 286 7 2 11 83 468 1 16 1047 29Future Volume (veh/h) 52 2 286 7 2 11 83 468 1 16 1047 29Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.92 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 54 2 298 7 2 11 86 488 1 17 1091 30Adj No. of Lanes011010110111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 240 9 312 9 3 14 106 1229 3 25 1165 968Arrive On Green 0.14 0.14 0.14 0.02 0.02 0.02 0.06 0.69 0.69 0.01 0.64 0.64Sat Flow, veh/h 1696 63 1520 545 156 856 1712 1793 4 1739 1825 1517Grp Volume(v), veh/h 56 0 298 20 0 0 86 0 489 17 1091 30Grp Sat Flow(s),veh/h/ln 1759 0 1520 1556 0 0 1712 0 1797 1739 1825 1517Q Serve(g_s), s 3.2 0.0 16.0 1.4 0.0 0.0 5.6 0.0 13.3 1.1 60.7 0.8Cycle Q Clear(g_c), s 3.2 0.0 16.0 1.4 0.0 0.0 5.6 0.0 13.3 1.1 60.7 0.8Prop In Lane 0.96 1.00 0.35 0.55 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 249 0 312 26 0 0 106 0 1232 25 1165 968V/C Ratio(X) 0.22 0.00 0.95 0.78 0.00 0.00 0.81 0.00 0.40 0.67 0.94 0.03Avail Cap(c_a), veh/h 249 0 312 55 0 0 106 0 1256 77 1244 1034HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 43.0 0.0 44.6 55.4 0.0 0.0 52.3 0.0 7.7 55.4 18.4 7.5Incr Delay (d2), s/veh 0.5 0.0 38.7 38.4 0.0 0.0 36.0 0.0 0.2 26.2 12.7 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.6 0.0 12.5 0.9 0.0 0.0 3.7 0.0 6.6 0.7 34.4 0.3LnGrp Delay(d),s/veh 43.5 0.0 83.3 93.8 0.0 0.0 88.3 0.0 7.9 81.6 31.1 7.6LnGrp LOS D F F F A F C AApproach Vol, veh/h 354 20 575 1138Approach Delay, s/veh 77.0 93.8 19.9 31.2Approach LOS E F B CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.7 81.5 20.0 11.0 76.1 5.9Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 79.0 16.0 7.0 77.0 4.0Max Q Clear Time (g_c+I1), s 3.1 15.3 18.0 7.6 62.7 3.4Green Ext Time (p_c), s 0.0 19.7 0.0 0.0 9.4 0.0Intersection SummaryHCM 2010 Ctrl Delay 36.5HCM 2010 LOS D Avila Ranch Existing Plus Project no BP PM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.6 24.1 37.1 48.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h) 1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4894.5 0.0 4815.1 5120.2Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.19 1.76 2.92 2.76Pedestrian Crosswalk LOS B A C CAvila Ranch Existing Plus Project no BP PM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 354 20 575 1138Effct. Green for Bike (s) 9.0 4.4 71.5 60.6Cross Street Width (ft) 37.1 48.3 24.1 39.6Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 150 73 1192 1010Bicycle Delay (s/bike) 51.3 55.7 9.8 14.7Bicycle Compliance Poor Poor Good FairBicycle LOS Score 2.71 2.33 2.88 4.04Bicycle LOS B B C D Avila Ranch Existing Plus Project no BP PM15: Earthwood & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 48 115 0 56 76 0Future Volume (Veh/h) 48 115 0 56 76 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 52 125 0 61 83 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 177 176 114vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 177 176 114tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 90 100cM capacity (veh/h) 1399 814 938Direction, Lane # EB 1 WB 1 NB 1Volume Total 177 61 83Volume Left 0 0 83Volume Right 125 0 0cSH 1700 1399 814Volume to Capacity 0.10 0.00 0.10Queue Length 95th (ft) 0 0 8Control Delay (s) 0.0 0.0 9.9Lane LOS AApproach Delay (s) 0.0 0.0 9.9Approach LOS AIntersection SummaryAverage Delay 2.6Intersection Capacity Utilization 20.5% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP PM15: Earthwood & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Existing Plus Project no BP PM16: Horizon Ln & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 0 72 71 0 0 0Future Volume (vph) 0 72 71 0 0 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 78 77 0 0 0Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 78 77 0Volume Left (vph) 0 77 0Volume Right (vph) 78 0 0Hadj (s) -0.57 0.23 0.00Departure Headway (s) 3.5 4.3 4.1Degree Utilization, x 0.08 0.09 0.00Capacity (veh/h) 998 817 900Control Delay (s) 6.8 7.7 7.1Approach Delay (s) 6.8 7.7 0.0Approach LOS A A AIntersection SummaryDelay 7.3Level of Service AIntersection Capacity Utilization 15.1% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Existing Plus Project no BP PM17: Vachell & Venture Dr2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 32 8 136 57 56 256Future Volume (Veh/h) 32 8 136 57 56 256Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 35 9 148 62 61 278PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 579 179 210vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 579 179 210tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 92 99 96cM capacity (veh/h) 456 864 1361Direction, Lane # WB 1 NB 1 SB 1Volume Total 44 210 339Volume Left 35 0 61Volume Right 9 62 0cSH 505 1700 1361Volume to Capacity 0.09 0.12 0.04Queue Length 95th (ft) 7 0 4Control Delay (s) 12.8 0.0 1.7Lane LOS B AApproach Delay (s) 12.8 0.0 1.7Approach LOS BIntersection SummaryAverage Delay 1.9Intersection Capacity Utilization 40.5% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP PM17: Vachell & Venture Dr2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Existing Plus Project no BP PM18: Vachell & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 19 11 183 10 17 270Future Volume (Veh/h) 19 11 183 10 17 270Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 21 12 199 11 18 293PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 534 204 210vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 534 204 210tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 99 99cM capacity (veh/h) 500 836 1361Direction, Lane # WB 1 NB 1 SB 1Volume Total 33 210 311Volume Left 21 0 18Volume Right 12 11 0cSH 586 1700 1361Volume to Capacity 0.06 0.12 0.01Queue Length 95th (ft) 4 0 1Control Delay (s) 11.5 0.0 0.6Lane LOS B AApproach Delay (s) 11.5 0.0 0.6Approach LOS BIntersection SummaryAverage Delay 1.0Intersection Capacity Utilization 38.1% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Existing Plus Project no BP PM18: Vachell & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service A$YLOD5DQFK 1HDU7HUP$0/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 467 326 54 924 804 359v/c Ratio 0.54 0.40 0.24 0.62 0.71 0.48Control Delay 20.2 13.7 21.9 30.4 25.0 4.5Queue Delay 0.0 0.0 0.0 0.0 0.6 0.4Total Delay 20.2 13.7 21.9 30.4 25.6 4.9Queue Length 50th (ft) 183 86 24 265 208 57Queue Length 95th (ft) 297 164 m44 312 261 10Internal Link Dist (ft) 198 872 236Turn Bay Length (ft) 150 150 270Base Capacity (vph) 859 813 221 1651 1297 807Starvation Cap Reductn0000191144Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.54 0.40 0.24 0.56 0.73 0.54Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. $YLOD5DQFK 1HDU7HUP$0/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 430 10 290 50 850 0 0 740 330Future Volume (veh/h) 0 0 0 430 10 290 50 850 0 0 740 330Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 467 11 315 54 924 0 0 804 359Adj No. of Lanes110120021Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222220022Cap, veh/h 779 24 675 275 1652 0 0 1298 581Arrive On Green 0.44 0.44 0.44 0.12 0.93 0.00 0.00 0.37 0.37Sat Flow, veh/h 1774 54 1538 1774 3632 0 0 3632 1583Grp Volume(v), veh/h 467 0 326 54 924 0 0 804 359Grp Sat Flow(s),veh/h/ln 1774 0 1591 1774 1770 0 0 1770 1583Q Serve(g_s), s 18.0 0.0 13.0 1.5 3.3 0.0 0.0 16.8 16.7Cycle Q Clear(g_c), s 18.0 0.0 13.0 1.5 3.3 0.0 0.0 16.8 16.7Prop In Lane 1.00 0.97 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 779 0 698 275 1652 0 0 1298 581V/C Ratio(X) 0.60 0.00 0.47 0.20 0.56 0.00 0.00 0.62 0.62Avail Cap(c_a), veh/h 779 0 698 275 1652 0 0 1298 581HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 0.94 0.94Uniform Delay (d), s/veh 19.2 0.0 17.8 15.2 1.7 0.0 0.0 23.4 23.3Incr Delay (d2), s/veh 3.4 0.0 2.2 1.3 1.2 0.0 0.0 2.1 4.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 9.6 0.0 6.1 0.8 1.5 0.0 0.0 8.5 8.0LnGrp Delay(d),s/veh 22.6 0.0 20.1 16.5 2.9 0.0 0.0 25.4 27.9LnGrp LOS C C B A C CApproach Vol, veh/h 793 978 1163Approach Delay, s/veh 21.6 3.6 26.2Approach LOS C A CTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 9.0 38.0 47.0 43.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 5.5 33.0 42.0 39.5Max Q Clear Time (g_c+I1), s 3.5 18.8 5.3 20.0Green Ext Time (p_c), s 0.0 10.7 20.4 4.4Intersection SummaryHCM 2010 Ctrl Delay 17.4HCM 2010 LOS B$YLOD5DQFK 1HDU7HUP$0/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 14.8 24.0 60.3 72.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1255Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 50 200 500 085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.92 2.39 3.53 2.85Pedestrian Crosswalk LOS A B D C $YLOD5DQFK 1HDU7HUP$0/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 793 978 1163Effct. Green for Bike (s) 0.0 43.7 37.8 28.8Cross Street Width (ft) 60.3 72.0 24.0 14.8Through Lanes Number0122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 971 840 640Bicycle Delay (s/bike) 0.0 11.9 15.1 20.8Bicycle Compliance Fair Fair FairBicycle LOS Score 0.00 3.97 2.73 2.75Bicycle LOS D B B$YLOD5DQFK 1HDU7HUP$0/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL NBL NBT SBT SBRLane Group Flow (vph) 627 117 500 1106 149v/c Ratio 0.77 0.34 0.21 0.55 0.16Control Delay 35.3 8.2 6.7 19.7 9.3Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 35.3 8.2 6.7 19.7 9.3Queue Length 50th (ft) 154 20 53 267 27Queue Length 95th (ft) 201 43 85 412 m63Internal Link Dist (ft) 160 385 872Turn Bay Length (ft) 200 150Base Capacity (vph) 991 343 2348 2010 961Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.63 0.34 0.21 0.55 0.16Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. $YLOD5DQFK 1HDU7HUP$0/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 430 160 110 470 1040 140Future Volume (vph) 430 160 110 470 1040 140Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 0.95 0.95 1.00Frt 0.96 1.00 1.00 1.00 0.85Flt Protected 0.96 0.95 1.00 1.00 1.00Satd. Flow (prot) 3345 1770 3539 3539 1583Flt Permitted 0.96 0.18 1.00 1.00 1.00Satd. Flow (perm) 3345 334 3539 3539 1583Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 457 170 117 500 1106 149RTOR Reduction (vph) 48000063Lane Group Flow (vph) 579 0 117 500 1106 86Turn Type Prot pm+pt NA NA PermProtected Phases 3 1 6 2Permitted Phases 6 2Actuated Green, G (s) 20.8 59.7 59.7 50.4 50.4Effective Green, g (s) 20.8 59.7 59.7 50.4 50.4Actuated g/C Ratio 0.23 0.66 0.66 0.56 0.56Clearance Time (s) 3.5 3.5 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 773 314 2347 1981 886v/s Ratio Prot c0.17 c0.02 0.14 c0.31v/s Ratio Perm 0.22 0.05v/c Ratio 0.75 0.37 0.21 0.56 0.10Uniform Delay, d1 32.2 7.4 5.9 12.7 9.2Progression Factor 1.00 1.00 1.00 1.36 3.58Incremental Delay, d2 4.0 0.7 0.2 0.9 0.2Delay (s) 36.2 8.2 6.1 18.2 33.1Level of Service D A A B CApproach Delay (s) 36.2 6.5 19.9Approach LOS D A BIntersection SummaryHCM 2000 Control Delay 20.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.60Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 63.8% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group$YLOD5DQFK 1HDU7HUP$0/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 38.7 60.1 72.0Crosswalk Width (ft) 10.0 10.0 10.0Total Number of Lanes Crossed 3 5 5Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.24 2.74 2.74Pedestrian Crosswalk LOS B B B $YLOD5DQFK 1HDU7HUP$0/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 627 617 1255Effct. Green for Bike (s) 20.8 59.7 51.1Cross Street Width (ft) 60.1 72.0 38.7Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 462 1327 1136Bicycle Delay (s/bike) 26.6 5.1 8.4Bicycle Compliance Fair Good GoodBicycle LOS Score 3.00 3.17 3.19Bicycle LOS C C C$YLOD5DQFK 1HDU7HUP$0+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 31 21 625 125 42 292 615 135 437v/c Ratio 0.35 0.09 0.67 0.24 0.34 0.24 0.55 0.62 0.28Control Delay 53.6 0.8 31.6 10.2 48.2 22.7 3.9 49.8 17.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 53.6 0.8 31.6 10.2 48.2 22.7 3.9 49.8 17.6Queue Length 50th (ft) 18 0 163 13 24 67 29 75 92Queue Length 95th (ft) 47 0 221 55 58 101 59 136 131Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 88 234 1079 576 128 1199 1147 256 1581Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.35 0.09 0.58 0.22 0.33 0.24 0.54 0.53 0.28Intersection Summary $YLOD5DQFK 1HDU7HUP$0+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 20 20 600 30 90 40 280 590 130 390 30Future Volume (veh/h) 10 20 20 600 30 90 40 280 590 130 390 30Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 21 21 625 31 94 42 292 615 135 406 31Adj No. of Lanes011210121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 20 43 52 814 96 291 54 1237 922 187 1413 107Arrive On Green 0.03 0.03 0.03 0.24 0.24 0.24 0.03 0.35 0.35 0.11 0.42 0.42Sat Flow, veh/h 591 1242 1517 3442 405 1228 1774 3539 1566 1774 3330 253Grp Volume(v), veh/h 31 0 21 625 0 125 42 292 615 135 215 222Grp Sat Flow(s),veh/h/ln 1833 0 1517 1721 0 1633 1774 1770 1566 1774 1770 1813Q Serve(g_s), s 1.3 0.0 1.1 13.6 0.0 5.1 1.9 4.7 21.5 5.9 6.4 6.4Cycle Q Clear(g_c), s 1.3 0.0 1.1 13.6 0.0 5.1 1.9 4.7 21.5 5.9 6.4 6.4Prop In Lane 0.32 1.00 1.00 0.75 1.00 1.00 1.00 0.14Lane Grp Cap(c), veh/h 63 0 52 814 0 386 54 1237 922 187 751 769V/C Ratio(X) 0.49 0.00 0.40 0.77 0.00 0.32 0.78 0.24 0.67 0.72 0.29 0.29Avail Cap(c_a), veh/h 92 0 76 1117 0 530 133 1237 922 266 751 769HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 38.0 0.0 37.9 28.5 0.0 25.3 38.6 18.5 11.3 34.7 15.1 15.1Incr Delay (d2), s/veh 5.9 0.0 5.0 2.2 0.0 0.5 21.1 0.4 3.8 5.5 1.0 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.5 6.7 0.0 2.3 1.2 2.3 14.5 3.2 3.3 3.4LnGrp Delay(d),s/veh 43.9 0.0 42.9 30.7 0.0 25.8 59.6 18.9 15.1 40.2 16.1 16.1LnGrp LOS D D C C E B B D B BApproach Vol, veh/h 52 750 949 572Approach Delay, s/veh 43.5 29.9 18.3 21.8Approach LOS D C B CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.4 40.0 25.0 13.4 34.0 7.7Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 6.0 34.0 26.0 12.0 28.0 4.0Max Q Clear Time (g_c+I1), s 3.9 8.4 15.6 7.9 23.5 3.3Green Ext Time (p_c), s 0.1 2.8 2.8 0.2 2.2 0.0Intersection SummaryHCM 2010 Ctrl Delay 23.5HCM 2010 LOS C$YLOD5DQFK 1HDU7HUP$0+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase2684Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h)0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0 10 10 10Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 40 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.02 2.71 2.79 2.51Pedestrian Crosswalk LOS B B C B $YLOD5DQFK 1HDU7HUP$0+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 52 750 949 572Effct. Green for Bike (s) 4.1 23.0 28.5 37.9Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 500 620 824Bicycle Delay (s/bike) 42.0 25.9 21.9 15.9Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.95 2.82 2.19 1.82Bicycle LOS C C B A$YLOD5DQFK 1HDU7HUP$0+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 373 377 598 11 22 120 304 478 543v/c Ratio 0.65 0.65 0.59 0.06 0.12 0.47 0.20 0.62 0.34Control Delay 26.8 26.8 4.4 35.0 26.1 38.4 13.9 29.3 7.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 26.8 26.8 4.4 35.0 26.1 38.4 13.9 29.3 7.1Queue Length 50th (ft) 154 156 17 5 5 54 46 110 61Queue Length 95th (ft) 282 285 55 20 27 116 81 173 102Internal Link Dist (ft) 964 964 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 792 798 1046 460 456 316 2004 1087 1914Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.47 0.47 0.57 0.02 0.05 0.38 0.15 0.44 0.28Intersection Summary $YLOD5DQFK 1HDU7HUP$0+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 660 30 550 10 10 10 110 270 10 10 430 500Future Volume (veh/h) 660 30 550 10 10 10 110 270 10 10 430 500Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 741 0 0 11 11 11 120 293 11 11 467 543Adj No. of Lanes201110120022Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 1050 0 608 64 31 31 157 1530 57 79 943 1584Arrive On Green 0.30 0.00 0.00 0.04 0.04 0.04 0.09 0.44 0.44 0.28 0.28 0.28Sat Flow, veh/h 3548 0 1583 1774 845 845 1774 3478 130 27 3426 2756Grp Volume(v), veh/h 741 0 0 11 0 22 120 149 155 256 222 543Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1690 1774 1770 1839 1842 1610 1378Q Serve(g_s), s 9.8 0.0 0.0 0.3 0.0 0.7 3.5 2.7 2.7 0.0 6.1 5.5Cycle Q Clear(g_c), s 9.8 0.0 0.0 0.3 0.0 0.7 3.5 2.7 2.7 6.1 6.1 5.5Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.07 0.04 1.00Lane Grp Cap(c), veh/h 1050 0 608 64 0 61 157 778 809 579 443 1584V/C Ratio(X) 0.71 0.00 0.00 0.17 0.00 0.36 0.76 0.19 0.19 0.44 0.50 0.34Avail Cap(c_a), veh/h 1956 0 1013 540 0 514 371 1178 1224 768 612 1872HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.5 0.0 0.0 24.6 0.0 24.8 23.4 9.0 9.0 16.0 16.0 6.0Incr Delay (d2), s/veh 0.9 0.0 0.0 1.3 0.0 3.5 7.5 0.1 0.1 0.5 0.9 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.9 0.0 0.0 0.2 0.0 0.4 2.0 1.3 1.4 3.2 2.8 3.6LnGrp Delay(d),s/veh 17.4 0.0 0.0 25.8 0.0 28.3 31.0 9.1 9.1 16.5 16.9 6.1LnGrp LOS B C CCAABBAApproach Vol, veh/h 741 33 424 1021Approach Delay, s/veh 17.4 27.5 15.3 11.1Approach LOS B C B BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 27.1 19.6 8.7 18.5 5.9Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 35.0 29.0 11.0 20.0 16.0Max Q Clear Time (g_c+I1), s 4.7 11.8 5.5 8.1 2.7Green Ext Time (p_c), s 9.2 3.4 0.1 6.0 0.1Intersection SummaryHCM 2010 Ctrl Delay 14.2HCM 2010 LOS BNotes$YLOD5DQFK 1HDU7HUP$0+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands1001Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h)2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 100 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.79 1.98 2.74 2.48Pedestrian Crosswalk LOS C A B B $YLOD5DQFK 1HDU7HUP$0+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1348 33 424 1021Effct. Green for Bike (s) 23.1 7.0 29.7 15.6Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 502 152 646 339Bicycle Delay (s/bike) 25.8 39.3 21.1 31.7Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 3.56 1.24 1.18 2.14Bicycle LOS D A A B$YLOD5DQFK 1HDU7HUP$0+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 76 141 87 98 76 76 196 380 293 684v/c Ratio 0.28 0.36 0.21 0.42 0.21 0.19 0.53 0.43 0.62 0.63Control Delay 26.0 26.2 3.6 30.4 25.1 2.7 29.9 21.8 28.0 22.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 26.0 26.2 3.6 30.4 25.1 2.7 29.9 21.8 28.0 22.0Queue Length 50th (ft) 23 44 0 31 23 0 63 57 91 106Queue Length 95th (ft) 70 113 19 90 68 12 159 127 215 216Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 627 886 794 561 854 792 812 1879 1173 2598Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.12 0.16 0.11 0.17 0.09 0.10 0.24 0.20 0.25 0.26Intersection Summary $YLOD5DQFK 1HDU7HUP$0+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 70 130 80 90 70 70 180 300 50 270 580 50Future Volume (veh/h) 70 130 80 90 70 70 180 300 50 270 580 50Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.98 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 76 141 87 98 76 76 196 326 54 293 630 54Adj No. of Lanes111111120120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 381 455 381 330 455 381 257 782 128 369 1057 90Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.14 0.26 0.26 0.21 0.32 0.32Sat Flow, veh/h 1216 1863 1560 1137 1863 1560 1774 3037 497 1774 3296 282Grp Volume(v), veh/h 76 141 87 98 76 76 196 188 192 293 338 346Grp Sat Flow(s),veh/h/ln 1216 1863 1560 1137 1863 1560 1774 1770 1765 1774 1770 1808Q Serve(g_s), s 3.1 3.6 2.6 4.5 1.9 2.3 6.2 5.2 5.3 9.2 9.4 9.4Cycle Q Clear(g_c), s 5.0 3.6 2.6 8.1 1.9 2.3 6.2 5.2 5.3 9.2 9.4 9.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.16Lane Grp Cap(c), veh/h 381 455 381 330 455 381 257 455 454 369 567 580V/C Ratio(X) 0.20 0.31 0.23 0.30 0.17 0.20 0.76 0.41 0.42 0.79 0.60 0.60Avail Cap(c_a), veh/h 666 891 746 577 860 720 819 968 965 1182 1331 1360HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 19.4 18.1 17.7 21.4 17.4 17.6 24.1 18.1 18.1 22.0 16.7 16.7Incr Delay (d2), s/veh 0.3 0.4 0.3 0.5 0.2 0.3 4.7 0.6 0.6 3.9 1.0 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 1.9 1.1 1.5 1.0 1.0 3.4 2.6 2.6 4.9 4.7 4.8LnGrp Delay(d),s/veh 19.6 18.5 18.0 21.9 17.6 17.8 28.7 18.7 18.7 25.9 17.7 17.7LnGrp LOS B B B C B B C B B C B BApproach Vol, veh/h 304 250 576 977Approach Delay, s/veh 18.6 19.4 22.1 20.1Approach LOS B B C CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 17.2 21.1 20.3 13.5 24.8 20.3Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 39.0 32.0 * 28 27.0 44.0 27.0Max Q Clear Time (g_c+I1), s 11.2 7.3 7.0 8.2 11.4 10.1Green Ext Time (p_c), s 1.1 6.6 2.9 0.6 7.0 2.7Intersection SummaryHCM 2010 Ctrl Delay 20.4HCM 2010 LOS CNotes$YLOD5DQFK 1HDU7HUP$0+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.30 2.33 2.73 2.75Pedestrian Crosswalk LOS B B B C $YLOD5DQFK 1HDU7HUP$0+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 304 250 576 977Effct. Green for Bike (s) 13.0 12.0 15.7 19.2Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 226 209 273 334Bicycle Delay (s/bike) 45.2 46.1 42.9 39.9Bicycle Compliance Poor Poor Poor PoorBicycle LOS Score 3.00 2.92 1.48 1.81Bicycle LOS C C A A$YLOD5DQFK 1HDU7HUP$0+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 43 32 203 206 280 22 484 774 269 366v/c Ratio 0.22 0.10 0.60 0.60 0.52 0.20 0.60 0.73 0.70 0.22Control Delay 42.5 0.6 44.0 44.2 8.5 53.9 37.2 6.5 46.5 18.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.5 0.6 44.0 44.2 8.5 53.9 37.2 6.5 46.5 18.1Queue Length 50th (ft) 24 0 110 112 0 12 131 18 141 56Queue Length 95th (ft) 59 0 241 245 75 45 244 67 #331 146Internal Link Dist (ft) 109 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 600 637 478 481 651 109 1051 1132 504 1867Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.07 0.05 0.42 0.43 0.43 0.20 0.46 0.68 0.53 0.20Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP$0+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 30 10 30 370 10 260 20 450 720 250 330 10Future Volume (veh/h) 30 10 30 370 10 260 20 450 720 250 330 10Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 32 11 32 406 0 0 22 484 774 269 355 11Adj No. of Lanes011201121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 74 25 87 528 0 236 43 1108 729 324 1652 51Arrive On Green 0.06 0.06 0.06 0.15 0.00 0.00 0.02 0.31 0.31 0.18 0.47 0.47Sat Flow, veh/h 1336 459 1576 3548 0 1583 1774 3539 1576 1774 3504 108Grp Volume(v), veh/h 43 0 32 406 0 0 22 484 774 269 179 187Grp Sat Flow(s),veh/h/ln 1796 0 1576 1774 0 1583 1774 1770 1576 1774 1770 1843Q Serve(g_s), s 1.8 0.0 1.5 8.4 0.0 0.0 0.9 8.3 24.0 11.2 4.6 4.6Cycle Q Clear(g_c), s 1.8 0.0 1.5 8.4 0.0 0.0 0.9 8.3 24.0 11.2 4.6 4.6Prop In Lane 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 99 0 87 528 0 236 43 1108 729 324 834 869V/C Ratio(X) 0.43 0.00 0.37 0.77 0.00 0.00 0.51 0.44 1.06 0.83 0.21 0.22Avail Cap(c_a), veh/h 633 0 555 1065 0 475 116 1108 729 532 970 1010HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 35.0 0.0 34.9 31.3 0.0 0.0 36.9 20.9 17.5 30.2 11.9 11.9Incr Delay (d2), s/veh 1.1 0.0 1.0 0.9 0.0 0.0 3.4 0.6 50.9 6.7 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 0.0 0.7 4.2 0.0 0.0 0.5 4.1 25.5 6.1 2.3 2.4LnGrp Delay(d),s/veh 36.1 0.0 35.9 32.2 0.0 0.0 40.3 21.5 68.4 36.9 12.2 12.2LnGrp LOS D D C D C F D B BApproach Vol, veh/h 75 406 1280 635Approach Delay, s/veh 36.0 32.2 50.2 22.7Approach LOS DCDCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 19.0 30.0 10.2 6.9 42.1 17.4Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 23.0 24.0 27.0 5.0 42.0 23.0Max Q Clear Time (g_c+I1), s 13.2 26.0 3.8 2.9 6.6 10.4Green Ext Time (p_c), s 0.8 0.0 0.2 0.0 23.4 0.9Intersection SummaryHCM 2010 Ctrl Delay 39.4HCM 2010 LOS DNotes$YLOD5DQFK 1HDU7HUP$0+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 45.5 36.3 77.9 62.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3365Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 150 50 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2245.5 2126.8 2472.0 2387.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.82 3.04 2.73Pedestrian Crosswalk LOS A C C B $YLOD5DQFK 1HDU7HUP$0+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 75 689 1280 635Effct. Green for Bike (s) 9.7 17.8 20.1 41.7Cross Street Width (ft) 77.9 62.3 36.3 45.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 162 297 335 695Bicycle Delay (s/bike) 50.7 43.5 41.6 25.5Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.88 2.36 1.88 1.49Bicycle LOS C B A AAvila Ranch Near Term AM7: Horizon Lane & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 960 30 10 750 40 20Future Volume (Veh/h) 960 30 10 750 40 20Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 1043 33 11 815 43 22PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 1076 1896 1060vC1, stage 1 conf vol 1060vC2, stage 2 conf vol 837vCu, unblocked vol 1076 1896 1060tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 98 84 92cM capacity (veh/h) 648 264 272Direction, Lane # EB 1 WB 1 NB 1Volume Total 1076 826 65Volume Left 0 11 43Volume Right 33 0 22cSH 1700 648 267Volume to Capacity 0.63 0.02 0.24Queue Length 95th (ft) 0 1 23Control Delay (s) 0.0 0.5 22.8Lane LOS A CApproach Delay (s) 0.0 0.5 22.8Approach LOS CIntersection SummaryAverage Delay 1.0Intersection Capacity Utilization 62.4% ICU Level of Service BAnalysis Period (min) 15 Avila Ranch Near Term AM7: Horizon Lane & Tank Farm7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 4483.9Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1710Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.98Delay for adq Gap 4486.04Avg Ped Delay (s) 4483.94ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 4483.9Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1710Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.98Delay for adq Gap 4486.04Avg Ped Delay (s) 4483.94$YLOD5DQFK 1HDU7HUP$0+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBR NBT SBL SBTLane Group Flow (vph) 109 54 1456 33 685v/c Ratio 0.36 0.18 0.60 0.18 0.27Control Delay 24.1 8.1 8.8 10.2 5.9Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 24.1 8.1 8.8 10.2 5.9Queue Length 50th (ft) 35 2 111 3 40Queue Length 95th (ft) 66 23 348 28 127Internal Link Dist (ft) 1164 234 1054Turn Bay Length (ft) 170 200Base Capacity (vph) 735 674 2439 187 2507Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.15 0.08 0.60 0.18 0.27Intersection Summary $YLOD5DQFK 1HDU7HUP$0+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 100 50 1060 280 30 630Future Volume (veh/h) 100 50 1060 280 30 630Number 3 18 2 12 1 6Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863Adj Flow Rate, veh/h 109 54 1152 304 33 685Adj No. of Lanes112012Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222Cap, veh/h 169 151 1900 496 310 2420Arrive On Green 0.10 0.10 0.68 0.68 0.68 0.68Sat Flow, veh/h 1774 1583 2872 725 364 3632Grp Volume(v), veh/h 109 54 729 727 33 685Grp Sat Flow(s),veh/h/ln 1774 1583 1770 1734 364 1770Q Serve(g_s), s 2.9 1.6 11.0 11.3 2.7 3.8Cycle Q Clear(g_c), s 2.9 1.6 11.0 11.3 14.1 3.8Prop In Lane 1.00 1.00 0.42 1.00Lane Grp Cap(c), veh/h 169 151 1210 1186 310 2420V/C Ratio(X) 0.65 0.36 0.60 0.61 0.11 0.28Avail Cap(c_a), veh/h 856 764 1246 1221 318 2492HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 21.7 21.1 4.2 4.3 8.1 3.1Incr Delay (d2), s/veh 1.5 0.5 1.5 1.6 0.4 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 0.7 5.8 5.8 0.3 1.9LnGrp Delay(d),s/veh 23.2 21.6 5.7 5.9 8.5 3.3LnGrp LOS CCAAAAApproach Vol, veh/h 163 1456 718Approach Delay, s/veh 22.7 5.8 3.5Approach LOS C A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 40.0 40.0 9.7Change Period (Y+Rc), s 6.0 6.0 5.0Max Green Setting (Gmax), s 35.0 35.0 24.0Max Q Clear Time (g_c+I1), s 13.3 16.1 4.9Green Ext Time (p_c), s 20.4 17.9 0.3Intersection SummaryHCM 2010 Ctrl Delay 6.3HCM 2010 LOS A$YLOD5DQFK 1HDU7HUP$0+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 45.4 60.0 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 10 40 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7276.3 7276.5 7276.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 3849.3 4575.8 4068.5Crosswalk Circulation Code A A APedestrian Delay (s/p) 27.5 26.6 27.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.08 3.00 2.85Pedestrian Crosswalk LOS B C C $YLOD5DQFK 1HDU7HUP$0+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 163 1456 718Effct. Green for Bike (s) 10.1 41.9 41.9Cross Street Width (ft) 60.1 45.4 60.0Through Lanes Number 1 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 289 1197 1197Bicycle Delay (s/bike) 25.6 5.6 5.6Bicycle Compliance Fair Good GoodBicycle LOS Score 1.78 2.38 2.00Bicycle LOS A B A$YLOD5DQFK 1HDU7HUP$0+LJXHUD 9DFKHOO6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 130 80 1230 280 50 670Future Volume (Veh/h) 130 80 1230 280 50 670Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 138 85 1309 298 53 713PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh) 4Median type None NoneMedian storage veh)Upstream signal (ft) 504 314pX, platoon unblocked 0.94vC, conflicting volume 1920 804 1607vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1854 804 1607tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 0 74 87cM capacity (veh/h) 53 326 403Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 223 873 734 53 356 356Volume Left 138 0 0 53 0 0Volume Right 85 0 298 0 0 0cSH 79 1700 1700 403 1700 1700Volume to Capacity 2.81 0.51 0.43 0.13 0.21 0.21Queue Length 95th (ft) 545 0 0 11 0 0Control Delay (s) 928.9 0.0 0.0 15.3 0.0 0.0Lane LOS F CApproach Delay (s) 928.9 0.0 1.1Approach LOS FIntersection SummaryAverage Delay 80.1Intersection Capacity Utilization 56.8% ICU Level of Service BAnalysis Period (min) 15 Avila Ranch Near Term AM9: Higuera & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? YesApproach Delay(s) 136.8Level of Service FCrosswalkLength (ft) 28 28Lanes Crossed 2 1Veh Vol Crossed 1230 670Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 11.00 11.00Prob of Delayed X-ing 0.98 0.87Prob of Blocked Lane 0.85 0.87Delay for adq Gap 114.23 28.99Avg Ped Delay (s) 111.57 25.25ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 262053Level of Service FCrosswalkLength (ft) 68Lanes Crossed 4Veh Vol Crossed 1900Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 22.43Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 262055.00Avg Ped Delay (s) 262053.00$YLOD5DQFK 1HDU7HUP$0+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1255 53 32 372 266 574v/c Ratio 0.69 0.06 0.12 0.66 0.56 0.47Control Delay 17.3 7.4 17.8 27.8 30.3 3.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 17.3 7.4 17.8 27.8 30.3 3.4Queue Length 50th (ft) 180 4 10 148 99 0Queue Length 95th (ft) 401 28 27 228 196 107Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1872 876 274 965 685 1255Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.67 0.06 0.12 0.39 0.39 0.46Intersection Summary $YLOD5DQFK 1HDU7HUP$0+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1180 50 30 350 250 540Future Volume (veh/h) 1180 50 30 350 250 540Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1255 53 32 372 266 574Adj No. of Lanes211111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1612 741 245 702 498 1163Arrive On Green 0.47 0.47 0.03 0.38 0.27 0.27Sat Flow, veh/h 3442 1583 1774 1863 1863 1577Grp Volume(v), veh/h 1255 53 32 372 266 574Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1577Q Serve(g_s), s 23.6 1.4 1.0 12.0 9.5 11.7Cycle Q Clear(g_c), s 23.6 1.4 1.0 12.0 9.5 11.7Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1612 741 245 702 498 1163V/C Ratio(X) 0.78 0.07 0.13 0.53 0.53 0.49Avail Cap(c_a), veh/h 1777 818 302 914 649 1291HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 17.2 11.3 18.9 18.8 24.3 4.3Incr Delay (d2), s/veh 2.9 0.1 0.1 0.8 1.1 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 11.8 1.8 0.5 6.3 5.0 12.2LnGrp Delay(d),s/veh 20.1 11.4 18.9 19.5 25.3 4.7LnGrp LOS C B B B C AApproach Vol, veh/h 1308 404 840Approach Delay, s/veh 19.8 19.5 11.2Approach LOS B B BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 35.2 42.3 8.5 26.7Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 38.0 40.0 5.0 27.0Max Q Clear Time (g_c+I1), s 14.0 25.6 3.0 13.7Green Ext Time (p_c), s 9.2 10.6 0.0 6.7Intersection SummaryHCM 2010 Ctrl Delay 16.9HCM 2010 LOS B$YLOD5DQFK 1HDU7HUP$0+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.3 36.0 60.2Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 1 1 1Ped. Right-Left Flow Rate (p/h) 1 0 0Ped. R. Sidewalk Flow Rate (p/h) 2 1 1Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 14557.5 24281.2 18210.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.3 0.2Crosswalk Circulation Code F F FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.69 2.30 2.74Pedestrian Crosswalk LOS B B B $YLOD5DQFK 1HDU7HUP$0+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 8 8 8Total Flow Rate (veh/h) 1308 404 840Effct. Green for Bike (s) 39.7 22.8 18.9Cross Street Width (ft) 36.0 60.2 61.3Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 882 507 420Bicycle Delay (s/bike) 14.1 25.2 28.2Bicycle Compliance Fair Fair FairBicycle LOS Score 2.12 2.08 2.81Bicycle LOS B B C$YLOD5DQFK 1HDU7HUP$0+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 424 304v/c Ratio 0.23 0.16Control Delay 0.3 0.2Queue Delay 0.0 0.0Total Delay 0.3 0.2Queue Length 50th (ft) 0 0Queue Length 95th (ft) 0 0Internal Link Dist (ft) 387 1906Turn Bay Length (ft)Base Capacity (vph) 1863 1863Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.23 0.16Intersection Summary $YLOD5DQFK 1HDU7HUP$0+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 390 0 0 280Future Volume (vph) 0 0 390 0 0 280Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0Lane Util. Factor 1.00 1.00Frt 1.00 1.00Flt Protected 1.00 1.00Satd. Flow (prot) 1863 1863Flt Permitted 1.00 1.00Satd. Flow (perm) 1863 1863Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 424 0 0 304RTOR Reduction (vph)000000Lane Group Flow (vph) 0 0 424 0 0 304Turn Type Prot NA NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 27.0 27.0Effective Green, g (s) 27.0 27.0Actuated g/C Ratio 1.00 1.00Clearance Time (s) 4.0 4.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 1863 1863v/s Ratio Prot c0.23 0.16v/s Ratio Permv/c Ratio 0.23 0.16Uniform Delay, d1 0.0 0.0Progression Factor 1.00 1.00Incremental Delay, d2 0.1 0.0Delay (s) 0.1 0.0Level of Service A AApproach Delay (s) 0.0 0.1 0.0Approach LOS A A AIntersection SummaryHCM 2000 Control Delay 0.1 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.32Actuated Cycle Length (s) 27.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 23.9% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group$YLOD5DQFK 1HDU7HUP$0+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 34.8 35.4 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.69 2.22 2.22Pedestrian Crosswalk LOS A B B $YLOD5DQFK 1HDU7HUP$0+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 424 304Effct. Green for Bike (s) 5.5 27.0 27.0Cross Street Width (ft) 36.0 34.8 35.4Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 275 1350 1350Bicycle Delay (s/bike) 14.9 2.1 2.1Bicycle Compliance Fair Good GoodBicycle LOS Score 2.11 2.79 2.60Bicycle LOS B C B$YLOD5DQFK 1HDU7HUP$0%XFNOH\ 9DFKHOO6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 210 320 0Future Volume (Veh/h) 0 0 0 210 320 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 228 348 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 228 114 114vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 228 114 114tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 61 100cM capacity (veh/h) 1340 882 939Direction, Lane # EB 1 WB 1 SB 1Volume Total 0 228 348Volume Left 0 0 348Volume Right 0 228 0cSH 1700 1700 882Volume to Capacity 0.00 0.13 0.39Queue Length 95th (ft) 0 0 47Control Delay (s) 0.0 0.0 11.7Lane LOS BApproach Delay (s) 0.0 0.0 11.7Approach LOS BIntersection SummaryAverage Delay 7.1Intersection Capacity Utilization 37.4% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term AM12: Buckley & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00$YLOD5DQFK 1HDU7HUP$0%XFNOH\ 3URMHFW(QWU\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 90 110 0 0 0Future Volume (Veh/h) 0 90 110 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 98 120 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 120 218 120vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 120 218 120tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1468 770 931Direction, Lane # EB 1 WB 1Volume Total 98 120Volume Left 0 0Volume Right 0 0cSH 1700 1700Volume to Capacity 0.06 0.07Queue Length 95th (ft) 0 0Control Delay (s) 0.0 0.0Lane LOSApproach Delay (s) 0.0 0.0Approach LOSIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 9.1% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term AM13: Buckley & Project Entry7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 5.2Level of Service BCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 200Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.49Prob of Blocked Lane 0.29Delay for adq Gap 10.59Avg Ped Delay (s) 5.20ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 5.2Level of Service BCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 200Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.49Prob of Blocked Lane 0.29Delay for adq Gap 10.59Avg Ped Delay (s) 5.20$YLOD5DQFK 1HDU7HUP$0%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 54 130 11 272 1174 11 489 76v/c Ratio 0.29 0.21 0.03 0.63 0.80 0.12 0.53 0.09Control Delay 45.8 4.4 0.2 38.9 13.3 51.8 18.4 1.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 45.8 4.4 0.2 38.9 13.3 51.8 18.4 1.2Queue Length 50th (ft) 26 0 0 126 243 6 158 0Queue Length 95th (ft) 79 33 0 273 #1123 28 368 9Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 383 826 318 692 1612 93 1244 1072Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.14 0.16 0.03 0.39 0.73 0.12 0.39 0.07Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP$0%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 40 10 120 0 0 10 250 1080 0 10 450 70Future Volume (veh/h) 40 10 120 0 0 10 250 1080 0 10 450 70Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 43 11 130 0 0 11 272 1174 0 11 489 76Adj No. of Lanes011010110111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 131 33 429 0 0 16 314 1292 0 18 997 829Arrive On Green 0.09 0.09 0.09 0.00 0.00 0.01 0.18 0.72 0.00 0.01 0.55 0.55Sat Flow, veh/h 1412 361 1524 0 0 1493 1712 1798 0 1739 1825 1519Grp Volume(v), veh/h 54 0 130 0 0 11 272 1174 0 11 489 76Grp Sat Flow(s),veh/h/ln 1774 0 1524 0 0 1493 1712 1798 0 1739 1825 1519Q Serve(g_s), s 2.7 0.0 6.5 0.0 0.0 0.7 14.7 50.6 0.0 0.6 15.9 2.3Cycle Q Clear(g_c), s 2.7 0.0 6.5 0.0 0.0 0.7 14.7 50.6 0.0 0.6 15.9 2.3Prop In Lane 0.80 1.00 0.00 1.00 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 164 0 429 0 0 16 314 1292 0 18 997 829V/C Ratio(X) 0.33 0.00 0.30 0.00 0.00 0.69 0.87 0.91 0.00 0.60 0.49 0.09Avail Cap(c_a), veh/h 297 0 543 0 0 63 538 1505 0 73 1032 858HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 40.6 0.0 27.4 0.0 0.0 47.1 37.9 10.9 0.0 47.1 13.5 10.4Incr Delay (d2), s/veh 1.2 0.0 0.4 0.0 0.0 42.7 7.4 7.7 0.0 27.2 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 0.0 2.8 0.0 0.0 0.5 7.6 27.2 0.0 0.4 8.0 1.0LnGrp Delay(d),s/veh 41.7 0.0 27.8 0.0 0.0 89.8 45.3 18.5 0.0 74.2 13.8 10.4LnGrp LOS D C F D B E B BApproach Vol, veh/h 184 11 1446 576Approach Delay, s/veh 31.9 89.8 23.6 14.5Approach LOS C F C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.0 72.7 12.8 21.5 56.1 5.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 30.0 54.0 4.0Max Q Clear Time (g_c+I1), s 2.6 52.6 8.5 16.7 17.9 2.7Green Ext Time (p_c), s 0.0 16.1 0.5 0.8 18.8 0.0Intersection SummaryHCM 2010 Ctrl Delay 22.2HCM 2010 LOS C$YLOD5DQFK 1HDU7HUP$0%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.2 24.0 37.7 48.2Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 20 0 0 1085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4882.3 0.0 4834.9 5117.9Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.16 1.75 2.96 2.82Pedestrian Crosswalk LOS B A C C $YLOD5DQFK 1HDU7HUP$0%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 184 11 1446 576Effct. Green for Bike (s) 8.8 4.5 67.7 42.0Cross Street Width (ft) 37.7 48.2 24.0 39.2Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 147 75 1128 700Bicycle Delay (s/bike) 51.5 55.6 11.4 25.4Bicycle Compliance Poor Poor Fair FairBicycle LOS Score 2.44 2.32 4.31 3.11Bicycle LOS B B E C$YLOD5DQFK 1HDU7HUP$0(DUWKZRRG 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1244pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1623 1023 1085Direction, Lane # EB 1 WB 1 NB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK 1HDU7HUP$06XEXUEDQ +RUL]RQ/DQH6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph)000000Future Volume (vph)000000Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 0 0 0Volume Left (vph) 0 0 0Volume Right (vph) 0 0 0Hadj (s) 0.00 0.00 0.00Departure Headway (s) 3.9 3.9 3.9Degree Utilization, x 0.00 0.00 0.00Capacity (veh/h) 917 917 917Control Delay (s) 6.9 6.9 6.9Approach Delay (s) 0.0 0.0 0.0Approach LOS A A AIntersection SummaryDelay 0.0Level of Service AIntersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP$09DFKHOO 9HQWXUH'U6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 180 0 0 320Future Volume (Veh/h) 0 0 180 0 0 320Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 196 0 0 348PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 544 196 196vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 544 196 196tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 500 845 1377Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 196 348Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1377Volume to Capacity 0.00 0.12 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 20.2% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK 1HDU7HUP$09DFKHOO 3URMHFW(QWU\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 180 0 0 320Future Volume (Veh/h) 0 0 180 0 0 320Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 196 0 0 348PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 544 196 196vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 544 196 196tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 500 845 1377Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 196 348Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1377Volume to Capacity 0.00 0.12 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 20.2% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP30/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 263 495 91 1333 980 727v/c Ratio 0.35 0.72 0.44 0.78 0.70 0.68Control Delay 20.2 28.3 15.2 17.5 20.6 7.2Queue Delay 0.0 0.0 0.0 0.1 1.4 0.9Total Delay 20.2 28.3 15.2 17.6 22.0 8.1Queue Length 50th (ft) 104 225 15 249 235 165Queue Length 95th (ft) 168 #361 m38 301 296 316Internal Link Dist (ft) 198 925 236Turn Bay Length (ft) 150 150 270Base Capacity (vph) 747 689 206 1808 1494 1088Starvation Cap Reductn0000305145Spillback Cap Reductn 0 0 0 55 0 0Storage Cap Reductn000000Reduced v/c Ratio 0.35 0.72 0.44 0.76 0.82 0.77Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal. $YLOD5DQFK 1HDU7HUP30/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 260 10 480 90 1320 0 0 970 720Future Volume (veh/h) 0 0 0 260 10 480 90 1320 0 0 970 720Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 263 10 485 91 1333 0 0 980 727Adj No. of Lanes110120021Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Percent Heavy Veh, % 222220022Cap, veh/h 700 13 614 226 1809 0 0 1494 669Arrive On Green 0.39 0.39 0.39 0.02 0.17 0.00 0.00 0.42 0.42Sat Flow, veh/h 1774 32 1556 1774 3632 0 0 3632 1583Grp Volume(v), veh/h 263 0 495 91 1333 0 0 980 727Grp Sat Flow(s),veh/h/ln 1774 0 1588 1774 1770 0 0 1770 1583Q Serve(g_s), s 9.5 0.0 24.7 2.5 32.2 0.0 0.0 19.9 38.0Cycle Q Clear(g_c), s 9.5 0.0 24.7 2.5 32.2 0.0 0.0 19.9 38.0Prop In Lane 1.00 0.98 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 700 0 626 226 1809 0 0 1494 669V/C Ratio(X) 0.38 0.00 0.79 0.40 0.74 0.00 0.00 0.66 1.09Avail Cap(c_a), veh/h 700 0 626 226 1809 0 0 1494 669HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 0.82 0.82Uniform Delay (d), s/veh 19.4 0.0 24.0 16.7 31.7 0.0 0.0 20.8 26.0Incr Delay (d2), s/veh 1.5 0.0 9.8 4.3 2.2 0.0 0.0 1.9 58.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.9 0.0 12.4 1.4 16.4 0.0 0.0 10.0 27.3LnGrp Delay(d),s/veh 20.9 0.0 33.8 21.0 33.9 0.0 0.0 22.6 84.0LnGrp LOS C C C C C FApproach Vol, veh/h 758 1424 1707Approach Delay, s/veh 29.3 33.1 48.8Approach LOS C C DTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.0 43.0 51.0 39.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 4.5 38.0 46.0 35.5Max Q Clear Time (g_c+I1), s 4.5 40.0 34.2 26.7Green Ext Time (p_c), s 0.0 0.0 10.9 3.2Intersection SummaryHCM 2010 Ctrl Delay 39.2HCM 2010 LOS D$YLOD5DQFK 1HDU7HUP30/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 14.5 23.9 60.1 72.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1255Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.24 2.09 2.92 3.10Pedestrian Crosswalk LOS B B C C $YLOD5DQFK 1HDU7HUP30/295 1%6%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 758 1424 1707Effct. Green for Bike (s) 0.0 38.0 43.5 35.5Cross Street Width (ft) 60.1 72.0 23.9 14.5Through Lanes Number0122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 844 967 789Bicycle Delay (s/bike) 0.0 15.0 12.0 16.5Bicycle Compliance Fair Fair FairBicycle LOS Score 0.00 3.91 3.10 3.19Bicycle LOS D C C$YLOD5DQFK 1HDU7HUP30/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL NBL NBT SBT SBRLane Group Flow (vph) 628 206 928 866 392v/c Ratio 0.76 0.46 0.40 0.48 0.39Control Delay 36.3 9.2 8.4 9.0 1.3Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 36.3 9.2 8.4 9.0 1.3Queue Length 50th (ft) 161 37 117 82 5Queue Length 95th (ft) 206 75 179 83 9Internal Link Dist (ft) 128 471 925Turn Bay Length (ft) 200 150Base Capacity (vph) 1016 523 2321 1810 1001Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.62 0.39 0.40 0.48 0.39Intersection Summary $YLOD5DQFK 1HDU7HUP30/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 500 110 200 900 840 380Future Volume (vph) 500 110 200 900 840 380Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 0.95 0.95 1.00Frt 0.97 1.00 1.00 1.00 0.85Flt Protected 0.96 0.95 1.00 1.00 1.00Satd. Flow (prot) 3378 1770 3539 3539 1583Flt Permitted 0.96 0.25 1.00 1.00 1.00Satd. Flow (perm) 3378 457 3539 3539 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 515 113 206 928 866 392RTOR Reduction (vph) 230000192Lane Group Flow (vph) 605 0 206 928 866 200Turn Type Prot pm+pt NA NA PermProtected Phases 3 1 6 2Permitted Phases 6 2Actuated Green, G (s) 21.5 59.0 59.0 46.0 46.0Effective Green, g (s) 21.5 59.0 59.0 46.0 46.0Actuated g/C Ratio 0.24 0.66 0.66 0.51 0.51Clearance Time (s) 3.5 3.5 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 806 438 2320 1808 809v/s Ratio Prot c0.18 c0.05 0.26 0.24v/s Ratio Perm c0.26 0.13v/c Ratio 0.75 0.47 0.40 0.48 0.25Uniform Delay, d1 31.8 7.3 7.2 14.2 12.3Progression Factor 1.00 1.00 1.00 0.53 0.19Incremental Delay, d2 4.0 0.8 0.5 0.7 0.6Delay (s) 35.7 8.1 7.8 8.3 2.9Level of Service DAAAAApproach Delay (s) 35.7 7.8 6.6Approach LOS D A AIntersection SummaryHCM 2000 Control Delay 13.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 63.7% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group$YLOD5DQFK 1HDU7HUP30/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 39.6 60.0 72.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 5 5Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.35 2.79 2.84Pedestrian Crosswalk LOS B C C $YLOD5DQFK 1HDU7HUP30/295 1%6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 628 1134 1258Effct. Green for Bike (s) 21.5 59.0 46.0Cross Street Width (ft) 60.0 72.0 39.6Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 478 1311 1022Bicycle Delay (s/bike) 26.1 5.3 10.8Bicycle Compliance Fair Good FairBicycle LOS Score 3.00 3.60 3.20Bicycle LOS C D C$YLOD5DQFK 1HDU7HUP30+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 44 43 860 130 22 591 677 86 592v/c Ratio 0.52 0.24 0.83 0.23 0.21 0.38 0.71 0.61 0.34Control Delay 65.4 3.3 37.3 8.2 46.8 19.1 11.3 61.5 15.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0Total Delay 65.4 3.3 37.3 8.2 46.8 19.1 11.8 61.5 15.5Queue Length 50th (ft) 26 0 238 9 13 127 81 50 97Queue Length 95th (ft) #75 0 #313 49 37 172 234 #117 164Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 85 176 1127 599 104 1557 950 145 1747Starvation Cap Reductn0000005800Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.52 0.24 0.76 0.22 0.21 0.38 0.76 0.59 0.34Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP30+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 20 20 40 800 20 100 20 550 630 80 530 20Future Volume (veh/h) 20 20 40 800 20 100 20 550 630 80 530 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 22 22 43 860 22 108 22 591 677 86 570 22Adj No. of Lanes011210121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 41 41 68 993 79 387 34 1494 662 110 1616 62Arrive On Green 0.04 0.04 0.04 0.29 0.29 0.29 0.02 0.42 0.42 0.06 0.47 0.47Sat Flow, veh/h 909 909 1510 3442 273 1341 1774 3539 1569 1774 3473 134Grp Volume(v), veh/h 44 0 43 860 0 130 22 591 677 86 290 302Grp Sat Flow(s),veh/h/ln 1817 0 1510 1721 0 1614 1774 1770 1569 1774 1770 1837Q Serve(g_s), s 2.1 0.0 2.5 20.8 0.0 5.5 1.1 10.2 37.0 4.2 9.2 9.2Cycle Q Clear(g_c), s 2.1 0.0 2.5 20.8 0.0 5.5 1.1 10.2 37.0 4.2 9.2 9.2Prop In Lane 0.50 1.00 1.00 0.83 1.00 1.00 1.00 0.07Lane Grp Cap(c), veh/h 81 0 68 993 0 466 34 1494 662 110 823 855V/C Ratio(X) 0.54 0.00 0.64 0.87 0.00 0.28 0.66 0.40 1.02 0.78 0.35 0.35Avail Cap(c_a), veh/h 83 0 69 1099 0 516 101 1494 662 142 823 855HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 41.0 0.0 41.2 29.6 0.0 24.1 42.7 17.6 25.3 40.5 15.0 15.0Incr Delay (d2), s/veh 6.7 0.0 17.3 6.9 0.0 0.3 19.6 0.8 40.8 18.8 1.2 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.2 0.0 1.3 10.7 0.0 2.5 0.7 5.1 23.3 2.6 4.7 4.9LnGrp Delay(d),s/veh 47.7 0.0 58.5 36.5 0.0 24.4 62.3 18.4 66.1 59.3 16.2 16.1LnGrp LOS D E D C E B F E B BApproach Vol, veh/h 87 990 1290 678Approach Delay, s/veh 53.0 34.9 44.2 21.6Approach LOS DCDCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.4 41.0 7.9 5.7 44.8 29.3Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 7.0 37.0 4.0 5.0 39.0 28.0Max Q Clear Time (g_c+I1), s 6.2 39.0 4.5 3.1 11.2 22.8Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 14.6 2.5Intersection SummaryHCM 2010 Ctrl Delay 36.4HCM 2010 LOS D$YLOD5DQFK 1HDU7HUP30+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h)0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0555Veh. Perm. R. Flow in Walk (v/h) 0555Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 30 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.67 2.93 2.60Pedestrian Crosswalk LOS B B C B $YLOD5DQFK 1HDU7HUP30+LJXHUD 6RXWK6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 87 990 1290 678Effct. Green for Bike (s) 4.1 26.1 38.2 43.1Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 567 830 937Bicycle Delay (s/bike) 42.0 23.6 15.7 13.0Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 3.01 3.22 2.47 1.91Bicycle LOS C C B A$YLOD5DQFK 1HDU7HUP30+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 352 347 387 11 108 441 613 484 978v/c Ratio 0.71 0.70 0.40 0.05 0.46 1.21 0.38 0.72 0.71Control Delay 36.6 35.9 2.1 33.4 40.3 150.1 16.2 37.5 17.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.6 35.9 2.1 33.4 40.3 150.1 16.2 37.5 17.9Queue Length 50th (ft) 177 173 0 5 53 ~312 111 126 191Queue Length 95th (ft) #327 #317 23 20 103 #523 166 190 290Internal Link Dist (ft) 964 1295 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 542 545 977 365 382 365 1775 811 1451Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.65 0.64 0.40 0.03 0.28 1.21 0.35 0.60 0.67Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP30+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 630 20 360 10 90 10 410 560 10 10 440 910Future Volume (veh/h) 630 20 360 10 90 10 410 560 10 10 440 910Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 693 0 0 11 97 11 441 602 11 11 473 978Adj No. of Lanes201110120022Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 871 0 721 150 138 16 373 1822 33 56 851 1371Arrive On Green 0.25 0.00 0.00 0.08 0.08 0.08 0.21 0.51 0.51 0.25 0.25 0.25Sat Flow, veh/h 3548 0 1583 1774 1639 186 1774 3556 65 28 3408 2753Grp Volume(v), veh/h 693 0 0 11 0 108 441 299 314 258 226 978Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1825 1774 1770 1851 1826 1610 1377Q Serve(g_s), s 13.9 0.0 0.0 0.4 0.0 4.4 16.0 7.6 7.6 0.0 9.3 19.0Cycle Q Clear(g_c), s 13.9 0.0 0.0 0.4 0.0 4.4 16.0 7.6 7.6 9.2 9.3 19.0Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.04 0.04 1.00Lane Grp Cap(c), veh/h 871 0 721 150 0 154 373 907 949 505 402 1371V/C Ratio(X) 0.80 0.00 0.00 0.07 0.00 0.70 1.18 0.33 0.33 0.51 0.56 0.71Avail Cap(c_a), veh/h 1166 0 853 373 0 384 373 907 949 505 402 1371HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 26.9 0.0 0.0 32.1 0.0 33.9 30.1 10.9 10.9 24.9 24.9 14.5Incr Delay (d2), s/veh 2.8 0.0 0.0 0.2 0.0 5.7 106.2 0.2 0.2 0.9 1.8 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.2 0.0 0.0 0.2 0.0 2.5 18.8 3.7 3.9 4.9 4.3 10.5LnGrp Delay(d),s/veh 29.8 0.0 0.0 32.3 0.0 39.6 136.3 11.1 11.1 25.7 26.7 16.3LnGrp LOS C C D F B B C C BApproach Vol, veh/h 693 119 1054 1462Approach Delay, s/veh 29.8 38.9 63.5 19.5Approach LOS C D E BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 43.0 22.7 20.0 23.0 10.4Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 16.0 19.0 16.0Max Q Clear Time (g_c+I1), s 9.6 15.9 18.0 21.0 6.4Green Ext Time (p_c), s 16.0 2.3 0.0 0.0 0.3Intersection SummaryHCM 2010 Ctrl Delay 36.3HCM 2010 LOS DNotes$YLOD5DQFK 1HDU7HUP30+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h)2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 3.07 2.00 2.87 2.81Pedestrian Crosswalk LOS C B C C $YLOD5DQFK 1HDU7HUP30+LJXHUD 0DGRQQD6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1086 119 1054 1462Effct. Green for Bike (s) 23.5 10.0 37.0 16.3Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 511 217 804 354Bicycle Delay (s/bike) 25.5 36.5 16.4 31.1Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 3.13 1.38 1.70 2.50Bicycle LOS C A A B$YLOD5DQFK 1HDU7HUP30+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 54 32 97 151 129 151 419 688 151 806v/c Ratio 0.22 0.09 0.25 0.63 0.39 0.37 0.77 0.43 0.57 0.75Control Delay 36.6 34.2 5.5 48.8 38.6 9.3 39.2 16.5 47.7 33.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.6 34.2 5.5 48.8 38.6 9.3 39.2 16.5 47.7 33.8Queue Length 50th (ft) 25 14 0 77 63 0 205 122 77 203Queue Length 95th (ft) 71 47 28 173 142 55 378 204 174 355Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 368 547 537 378 524 554 866 2423 390 1505Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.15 0.06 0.18 0.40 0.25 0.27 0.48 0.28 0.39 0.54Intersection Summary $YLOD5DQFK 1HDU7HUP30+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 50 30 90 140 120 140 390 570 70 140 710 40Future Volume (veh/h) 50 30 90 140 120 140 390 570 70 140 710 40Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 54 32 97 151 129 151 419 613 75 151 763 43Adj No. of Lanes111111120120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 240 371 310 318 371 310 479 1536 188 191 1096 62Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.27 0.48 0.48 0.11 0.32 0.32Sat Flow, veh/h 1083 1863 1555 1238 1863 1555 1774 3172 387 1774 3404 192Grp Volume(v), veh/h 54 32 97 151 129 151 419 341 347 151 397 409Grp Sat Flow(s),veh/h/ln 1083 1863 1555 1238 1863 1555 1774 1770 1790 1774 1770 1826Q Serve(g_s), s 3.7 1.1 4.3 9.2 4.9 7.0 18.4 10.0 10.1 6.8 15.9 16.0Cycle Q Clear(g_c), s 8.5 1.1 4.3 10.4 4.9 7.0 18.4 10.0 10.1 6.8 15.9 16.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 0.11Lane Grp Cap(c), veh/h 240 371 310 318 371 310 479 857 867 191 570 588V/C Ratio(X) 0.23 0.09 0.31 0.48 0.35 0.49 0.88 0.40 0.40 0.79 0.70 0.70Avail Cap(c_a), veh/h 343 549 458 421 526 439 871 1239 1253 392 761 785HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 31.7 26.6 27.8 30.8 28.0 28.9 28.4 13.4 13.4 35.4 24.1 24.1Incr Delay (d2), s/veh 0.5 0.1 0.6 1.1 0.6 1.2 5.2 0.3 0.3 7.2 1.8 1.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 0.6 1.9 3.2 2.6 3.1 9.7 4.9 5.0 3.7 8.0 8.2LnGrp Delay(d),s/veh 32.2 26.7 28.4 31.9 28.6 30.1 33.7 13.7 13.7 42.6 25.9 25.9LnGrp LOS CCCCCCCBBDCCApproach Vol, veh/h 183 431 1107 957Approach Delay, s/veh 29.2 30.3 21.3 28.5Approach LOS CCCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 13.8 45.4 22.2 27.0 32.2 22.2Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 18.0 57.0 * 24 40.0 35.0 23.0Max Q Clear Time (g_c+I1), s 8.8 12.1 10.5 20.4 18.0 12.4Green Ext Time (p_c), s 0.3 11.8 2.6 1.6 8.3 2.4Intersection SummaryHCM 2010 Ctrl Delay 25.8HCM 2010 LOS CNotes$YLOD5DQFK 1HDU7HUP30+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.34 2.32 2.95 2.84Pedestrian Crosswalk LOS B B C C $YLOD5DQFK 1HDU7HUP30+LJXHUD 3UDGR6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 183 431 1107 957Effct. Green for Bike (s) 16.7 15.6 40.2 26.5Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 290 271 699 461Bicycle Delay (s/bike) 42.0 43.0 24.3 34.1Bicycle Compliance Poor Poor Fair PoorBicycle LOS Score 2.80 3.21 1.92 1.80Bicycle LOS C C A A$YLOD5DQFK 1HDU7HUP30+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 20 21 372 378 344 42 552 490 292 666v/c Ratio 0.11 0.07 0.77 0.78 0.49 0.33 0.75 0.49 0.79 0.47Control Delay 40.7 0.4 46.2 46.7 6.6 54.4 43.1 3.3 54.6 25.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 40.7 0.4 46.2 46.7 6.6 54.4 43.1 3.3 54.6 25.2Queue Length 50th (ft) 12 0 221 225 0 25 163 9 170 168Queue Length 95th (ft) 34 0 #524 #534 80 70 277 47 #420 294Internal Link Dist (ft) 403 1256 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 541 586 482 484 699 136 975 999 371 1463Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.04 0.04 0.77 0.78 0.49 0.31 0.57 0.49 0.79 0.46Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP30+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 10 20 700 20 330 40 530 470 280 610 30Future Volume (veh/h) 10 10 20 700 20 330 40 530 470 280 610 30Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 10 21 744 0 0 42 552 490 292 635 31Adj No. of Lanes011201121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 29 29 51 873 0 389 53 961 818 331 1472 72Arrive On Green 0.03 0.03 0.03 0.25 0.00 0.00 0.03 0.27 0.27 0.19 0.43 0.43Sat Flow, veh/h 909 909 1573 3548 0 1583 1774 3539 1578 1774 3435 168Grp Volume(v), veh/h 20 0 21 744 0 0 42 552 490 292 327 339Grp Sat Flow(s),veh/h/ln 1817 0 1573 1774 0 1583 1774 1770 1578 1774 1770 1832Q Serve(g_s), s 0.9 0.0 1.1 17.5 0.0 0.0 2.1 11.8 19.0 14.0 11.3 11.3Cycle Q Clear(g_c), s 0.9 0.0 1.1 17.5 0.0 0.0 2.1 11.8 19.0 14.0 11.3 11.3Prop In Lane 0.50 1.00 1.00 1.00 1.00 1.00 1.00 0.09Lane Grp Cap(c), veh/h 59 0 51 873 0 389 53 961 818 331 758 785V/C Ratio(X) 0.34 0.00 0.41 0.85 0.00 0.00 0.79 0.57 0.60 0.88 0.43 0.43Avail Cap(c_a), veh/h 562 0 486 1057 0 471 142 1013 841 386 758 785HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 41.3 0.0 41.4 31.4 0.0 0.0 42.1 27.4 14.7 34.6 17.5 17.5Incr Delay (d2), s/veh 3.4 0.0 5.3 5.9 0.0 0.0 22.9 0.7 1.1 18.6 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.0 0.6 9.3 0.0 0.0 1.3 5.8 12.0 8.5 5.5 5.8LnGrp Delay(d),s/veh 44.7 0.0 46.7 37.3 0.0 0.0 65.0 28.2 15.9 53.1 17.9 17.9LnGrp LOS D D D E C B D B BApproach Vol, veh/h 41 744 1084 958Approach Delay, s/veh 45.7 37.3 24.0 28.6Approach LOS DDCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 21.3 29.7 8.8 7.6 43.4 27.5Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 19.0 25.0 27.0 7.0 37.0 26.0Max Q Clear Time (g_c+I1), s 16.0 21.0 3.1 4.1 13.3 19.5Green Ext Time (p_c), s 0.3 2.7 0.1 0.0 10.9 2.0Intersection SummaryHCM 2010 Ctrl Delay 29.4HCM 2010 LOS CNotes$YLOD5DQFK 1HDU7HUP30+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 47.1 49.5 74.5 62.6Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 100 70 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2262.5 2286.2 2456.2 2389.3Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.86 3.17 2.86Pedestrian Crosswalk LOS A C C C $YLOD5DQFK 1HDU7HUP30+LJXHUD 7DQN)DUP6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 41 1094 1084 958Effct. Green for Bike (s) 9.6 26.8 19.4 37.6Cross Street Width (ft) 74.5 62.6 49.5 47.1Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 160 447 323 627Bicycle Delay (s/bike) 50.8 36.2 42.2 28.3Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.77 4.32 3.21 3.07Bicycle LOS C E C CAvila Ranch Near Term PM7: Horizon Ln & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 800 20 30 1110 30 30Future Volume (Veh/h) 800 20 30 1110 30 30Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 870 22 33 1207 33 33PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 892 2154 881vC1, stage 1 conf vol 881vC2, stage 2 conf vol 1273vCu, unblocked vol 892 2154 881tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 96 84 90cM capacity (veh/h) 760 212 346Direction, Lane # EB 1 WB 1 NB 1Volume Total 892 1240 66Volume Left 0 33 33Volume Right 22 0 33cSH 1700 760 263Volume to Capacity 0.52 0.04 0.25Queue Length 95th (ft) 0 3 24Control Delay (s) 0.0 1.7 23.2Lane LOS A CApproach Delay (s) 0.0 1.7 23.2Approach LOS CIntersection SummaryAverage Delay 1.7Intersection Capacity Utilization 92.7% ICU Level of Service FAnalysis Period (min) 15 Avila Ranch Near Term PM7: Horizon Ln & Tank Farm7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 9864.6Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1910Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.99Delay for adq Gap 9866.51Avg Ped Delay (s) 9864.63ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 9864.6Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1910Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.99Delay for adq Gap 9866.51Avg Ped Delay (s) 9864.63$YLOD5DQFK 1HDU7HUP30+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBR NBT SBL SBTLane Group Flow (vph) 432 147 1042 42 1242v/c Ratio 0.72 0.25 0.68 0.26 0.80Control Delay 22.5 8.2 14.3 16.1 18.6Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 22.5 8.2 14.3 16.1 18.6Queue Length 50th (ft) 119 16 121 8 167Queue Length 95th (ft) 203 47 212 33 #299Internal Link Dist (ft) 1245 306 1054Turn Bay Length (ft) 170 200Base Capacity (vph) 840 777 1723 180 1750Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.51 0.19 0.60 0.23 0.71Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP30+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 410 140 800 190 40 1180Future Volume (veh/h) 410 140 800 190 40 1180Number 3 18 2 12 1 6Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863Adj Flow Rate, veh/h 432 147 842 200 42 1242Adj No. of Lanes112012Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 222222Cap, veh/h 541 483 1347 320 281 1680Arrive On Green 0.31 0.31 0.47 0.47 0.47 0.47Sat Flow, veh/h 1774 1583 2932 674 539 3632Grp Volume(v), veh/h 432 147 525 517 42 1242Grp Sat Flow(s),veh/h/ln 1774 1583 1770 1743 539 1770Q Serve(g_s), s 11.2 3.6 11.1 11.1 3.2 14.2Cycle Q Clear(g_c), s 11.2 3.6 11.1 11.1 14.2 14.2Prop In Lane 1.00 1.00 0.39 1.00Lane Grp Cap(c), veh/h 541 483 840 827 281 1680V/C Ratio(X) 0.80 0.30 0.62 0.63 0.15 0.74Avail Cap(c_a), veh/h 852 761 886 872 294 1771HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 15.9 13.3 9.8 9.8 15.1 10.6Incr Delay (d2), s/veh 2.9 0.4 1.3 1.3 0.2 1.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.8 1.6 5.5 5.5 0.5 7.1LnGrp Delay(d),s/veh 18.8 13.6 11.1 11.1 15.4 12.2LnGrp LOS BBBBBBApproach Vol, veh/h 579 1042 1284Approach Delay, s/veh 17.5 11.1 12.3Approach LOS B B BTimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 29.7 29.7 20.2Change Period (Y+Rc), s 6.0 6.0 5.0Max Green Setting (Gmax), s 25.0 25.0 24.0Max Q Clear Time (g_c+I1), s 13.1 16.2 13.2Green Ext Time (p_c), s 9.8 7.5 2.1Intersection SummaryHCM 2010 Ctrl Delay 12.9HCM 2010 LOS B$YLOD5DQFK 1HDU7HUP30+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 44.6 59.9 60.2Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 30 30 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7278.7 7278.9 7278.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 4473.5 5337.2 4748.3Crosswalk Circulation Code A A APedestrian Delay (s/p) 22.5 21.7 22.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.19 3.15 2.95Pedestrian Crosswalk LOS B C C $YLOD5DQFK 1HDU7HUP30+LJXHUD 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 579 1042 1284Effct. Green for Bike (s) 17.8 22.9 22.9Cross Street Width (ft) 60.2 44.6 59.9Through Lanes Number 1 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 593 763 763Bicycle Delay (s/bike) 14.8 11.5 11.5Bicycle Compliance Fair Fair FairBicycle LOS Score 2.47 2.03 2.46Bicycle LOS B B B$YLOD5DQFK 1HDU7HUP30+LJXHUD 9DFKHOO6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 120 70 910 140 90 1500Future Volume (Veh/h) 120 70 910 140 90 1500Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 126 74 958 147 95 1579PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh) 4Median type None NoneMedian storage veh)Upstream signal (ft) 433 386pX, platoon unblocked 0.70vC, conflicting volume 2011 552 1105vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1582 552 1105tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 0 84 85cM capacity (veh/h) 59 477 628Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 200 639 466 95 790 790Volume Left 126 0 0 95 0 0Volume Right 74 0 147 0 0 0cSH 88 1700 1700 628 1700 1700Volume to Capacity 2.27 0.38 0.27 0.15 0.46 0.46Queue Length 95th (ft) 453 0 0 13 0 0Control Delay (s) 682.2 0.0 0.0 11.8 0.0 0.0Lane LOS F BApproach Delay (s) 682.2 0.0 0.7Approach LOS FIntersection SummaryAverage Delay 46.2Intersection Capacity Utilization 54.8% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term PM9: Higuera & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? YesApproach Delay(s) 270.3Level of Service FCrosswalkLength (ft) 28 28Lanes Crossed 2 1Veh Vol Crossed 910 1500Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 11.00 11.00Prob of Delayed X-ing 0.94 0.99Prob of Blocked Lane 0.75 0.99Delay for adq Gap 52.08 223.70Avg Ped Delay (s) 48.85 221.42ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 4955480Level of Service FCrosswalkLength (ft) 68Lanes Crossed 4Veh Vol Crossed 2410Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 22.43Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.98Delay for adq Gap 4955480.00Avg Ped Delay (s) 4955480.00$YLOD5DQFK 1HDU7HUP30+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 917 31 42 177 552 1115v/c Ratio 0.64 0.05 0.22 0.22 0.81 0.91Control Delay 23.8 11.7 15.6 15.1 35.1 18.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 23.8 11.7 15.6 15.1 35.1 18.4Queue Length 50th (ft) 216 4 13 59 289 264Queue Length 95th (ft) 327 24 30 97 419 #515Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1605 750 195 1200 965 1274Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.57 0.04 0.22 0.15 0.57 0.88Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP30+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 880 30 40 170 530 1070Future Volume (veh/h) 880 30 40 170 530 1070Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 917 31 42 177 552 1115Adj No. of Lanes211111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1085 499 198 1027 849 1219Arrive On Green 0.32 0.32 0.03 0.55 0.46 0.46Sat Flow, veh/h 3442 1583 1774 1863 1863 1580Grp Volume(v), veh/h 917 31 42 177 552 1115Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1580Q Serve(g_s), s 22.4 1.2 1.1 4.2 20.6 41.0Cycle Q Clear(g_c), s 22.4 1.2 1.1 4.2 20.6 41.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1085 499 198 1027 849 1219V/C Ratio(X) 0.84 0.06 0.21 0.17 0.65 0.91Avail Cap(c_a), veh/h 1415 651 226 1056 849 1219HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 28.7 21.5 14.5 10.0 18.9 7.1Incr Delay (d2), s/veh 3.8 0.1 0.5 0.1 1.8 10.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 11.1 1.3 0.5 2.2 11.0 31.2LnGrp Delay(d),s/veh 32.6 21.6 15.0 10.1 20.7 17.8LnGrp LOS C C B B C BApproach Vol, veh/h 948 219 1667Approach Delay, s/veh 32.2 11.0 18.7Approach LOS C B BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 55.6 34.4 8.6 47.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 51.0 37.0 4.0 41.0Max Q Clear Time (g_c+I1), s 6.2 24.4 3.1 43.0Green Ext Time (p_c), s 19.9 4.0 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 22.6HCM 2010 LOS C$YLOD5DQFK 1HDU7HUP30+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.2 36.1 59.9Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 0 2Ped. Right-Left Flow Rate (p/h) 2 0 2Ped. R. Sidewalk Flow Rate (p/h) 2 0 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 12129.2 18193.8 7265.0Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code F - FPedestrian Delay (s/p) 50.0 50.0 50.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.74 2.35 2.82Pedestrian Crosswalk LOS B B C $YLOD5DQFK 1HDU7HUP30+LJXHUD /2956/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 948 219 1667Effct. Green for Bike (s) 35.0 35.6 30.4Cross Street Width (ft) 36.1 59.9 61.2Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 700 712 608Bicycle Delay (s/bike) 21.1 20.7 24.2Bicycle Compliance Fair Fair FairBicycle LOS Score 1.82 1.77 4.17Bicycle LOS A A D$YLOD5DQFK 1HDU7HUP30+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 228 609v/c Ratio 0.24 0.65Control Delay 4.4 8.6Queue Delay 0.0 0.0Total Delay 4.4 8.6Queue Length 50th (ft) 14 47Queue Length 95th (ft) 28 90Internal Link Dist (ft) 852 1929Turn Bay Length (ft)Base Capacity (vph) 1090 1090Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.21 0.56Intersection Summary $YLOD5DQFK 1HDU7HUP30+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 210 0 0 560Future Volume (vph) 0 0 210 0 0 560Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0Lane Util. Factor 1.00 1.00Frt 1.00 1.00Flt Protected 1.00 1.00Satd. Flow (prot) 1863 1863Flt Permitted 1.00 1.00Satd. Flow (perm) 1863 1863Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 228 0 0 609RTOR Reduction (vph)000000Lane Group Flow (vph) 0 0 228 0 0 609Turn Type Prot NA NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 13.9 13.9Effective Green, g (s) 13.9 13.9Actuated g/C Ratio 0.51 0.51Clearance Time (s) 4.0 4.0Vehicle Extension (s) 3.0 3.0Lane Grp Cap (vph) 945 945v/s Ratio Prot 0.12 c0.33v/s Ratio Permv/c Ratio 0.24 0.64Uniform Delay, d1 3.8 4.9Progression Factor 1.00 1.00Incremental Delay, d2 0.1 1.5Delay (s) 3.9 6.5Level of Service A AApproach Delay (s) 0.0 3.9 6.5Approach LOS A A AIntersection SummaryHCM 2000 Control Delay 5.8 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.46Actuated Cycle Length (s) 27.4 Sum of lost time (s) 8.0Intersection Capacity Utilization 32.8% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group$YLOD5DQFK 1HDU7HUP30+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 32.8 35.6 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.69 2.30 2.30Pedestrian Crosswalk LOS A B B $YLOD5DQFK 1HDU7HUP30+LJXHUD %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 228 609Effct. Green for Bike (s) 5.6 14.0 14.0Cross Street Width (ft) 36.0 32.8 35.6Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 280 700 700Bicycle Delay (s/bike) 14.8 8.4 8.4Bicycle Compliance Fair Good GoodBicycle LOS Score 2.11 2.44 3.11Bicycle LOS B B C$YLOD5DQFK 1HDU7HUP30%XFNOH\ 9DFKHOO6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 190 230 0Future Volume (Veh/h) 0 0 0 190 230 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 207 250 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 207 104 104vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 207 104 104tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 72 100cM capacity (veh/h) 1364 895 951Direction, Lane # EB 1 WB 1 SB 1Volume Total 0 207 250Volume Left 0 0 250Volume Right 0 207 0cSH 1700 1700 895Volume to Capacity 0.00 0.12 0.28Queue Length 95th (ft) 0 0 29Control Delay (s) 0.0 0.0 10.6Lane LOS BApproach Delay (s) 0.0 0.0 10.6Approach LOS BIntersection SummaryAverage Delay 5.8Intersection Capacity Utilization 31.2% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term PM12: Buckley & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 0Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.00Prob of Blocked Lane 0.00Delay for adq Gap 0.00Avg Ped Delay (s) 0.00$YLOD5DQFK 1HDU7HUP30%XFNOH\ 3URMHFW(QWU\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 220 220 0 0 0Future Volume (Veh/h) 0 220 220 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 239 239 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 239 478 239vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 239 478 239tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1328 546 800Direction, Lane # EB 1 WB 1 SB 1Volume Total 239 239 0Volume Left 0 0 0Volume Right 0 0 0cSH 1328 1700 1700Volume to Capacity 0.00 0.14 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 14.9% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term PM13: Buckley & Project Entry7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 15.8Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 440Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.77Prob of Blocked Lane 0.52Delay for adq Gap 20.39Avg Ped Delay (s) 15.77ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 15.8Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 440Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.77Prob of Blocked Lane 0.52Delay for adq Gap 20.39Avg Ped Delay (s) 15.77$YLOD5DQFK 1HDU7HUP30%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 73 302 41 83 520 21 1135 31v/c Ratio 0.42 0.87 0.47 0.66 0.37 0.23 0.91 0.03Control Delay 56.8 46.2 50.7 78.8 7.1 60.3 28.6 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 56.8 46.2 50.7 78.8 7.1 60.3 28.6 0.1Queue Length 50th (ft) 52 106 15 61 101 15 648 0Queue Length 95th (ft) 100 #230 #66 #156 236 44 #1113 0Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360 470Base Capacity (vph) 298 347 87 125 1399 91 1343 1138Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.24 0.87 0.47 0.66 0.37 0.23 0.85 0.03Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 1HDU7HUP30%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 60 10 290 10 10 20 80 490 10 20 1090 30Future Volume (veh/h) 60 10 290 10 10 20 80 490 10 20 1090 30Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.91 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 62 10 302 10 10 21 83 510 10 21 1135 31Adj No. of Lanes011010110111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 206 33 298 12 12 26 101 1196 23 29 1166 969Arrive On Green 0.14 0.14 0.14 0.03 0.03 0.03 0.06 0.68 0.68 0.02 0.64 0.64Sat Flow, veh/h 1522 246 1519 384 384 807 1712 1756 34 1739 1825 1517Grp Volume(v), veh/h 72 0 302 41 0 0 83 0 520 21 1135 31Grp Sat Flow(s),veh/h/ln 1768 0 1519 1575 0 0 1712 0 1791 1739 1825 1517Q Serve(g_s), s 4.3 0.0 16.0 3.1 0.0 0.0 5.7 0.0 15.4 1.4 70.3 0.9Cycle Q Clear(g_c), s 4.3 0.0 16.0 3.1 0.0 0.0 5.7 0.0 15.4 1.4 70.3 0.9Prop In Lane 0.86 1.00 0.24 0.51 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 239 0 298 50 0 0 101 0 1219 29 1166 969V/C Ratio(X) 0.30 0.00 1.01 0.82 0.00 0.00 0.82 0.00 0.43 0.72 0.97 0.03Avail Cap(c_a), veh/h 239 0 298 53 0 0 101 0 1219 73 1188 987HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 46.1 0.0 47.7 57.0 0.0 0.0 55.0 0.0 8.5 57.9 20.4 7.9Incr Delay (d2), s/veh 0.7 0.0 55.5 60.7 0.0 0.0 39.1 0.0 0.2 27.6 19.8 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 0.0 14.3 2.2 0.0 0.0 3.8 0.0 7.6 0.9 41.4 0.4LnGrp Delay(d),s/veh 46.8 0.0 103.3 117.6 0.0 0.0 94.1 0.0 8.7 85.5 40.2 7.9LnGrp LOS D F F F A F D AApproach Vol, veh/h 374 41 603 1187Approach Delay, s/veh 92.4 117.6 20.5 40.2Approach LOS F F C DTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 6.0 84.6 20.0 11.0 79.6 7.7Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 79.0 16.0 7.0 77.0 4.0Max Q Clear Time (g_c+I1), s 3.4 17.4 18.0 7.7 72.3 5.1Green Ext Time (p_c), s 0.0 21.8 0.0 0.0 3.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 45.1HCM 2010 LOS D$YLOD5DQFK 1HDU7HUP30%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.6 24.1 37.1 48.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4894.5 0.0 4815.1 5120.2Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.20 1.78 2.95 2.80Pedestrian Crosswalk LOS B A C C $YLOD5DQFK 1HDU7HUP30%URDG %XFNOH\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 374 41 603 1187Effct. Green for Bike (s) 10.1 4.3 80.6 70.4Cross Street Width (ft) 37.1 48.3 24.1 39.6Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 168 72 1343 1173Bicycle Delay (s/bike) 50.3 55.8 6.5 10.3Bicycle Compliance Poor Poor Good FairBicycle LOS Score 2.74 2.37 2.92 4.12Bicycle LOS B B C D$YLOD5DQFK 1HDU7HUP30(DUWKZRRG 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1623 1023 1085Direction, Lane # EB 1 WB 1 NB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK 1HDU7HUP30+RUL]RQ/Q 6XEXUEDQ6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph)000000Future Volume (vph)000000Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 0 0 0Volume Left (vph) 0 0 0Volume Right (vph) 0 0 0Hadj (s) 0.00 0.00 0.00Departure Headway (s) 3.9 3.9 3.9Degree Utilization, x 0.00 0.00 0.00Capacity (veh/h) 917 917 917Control Delay (s) 6.9 6.9 6.9Approach Delay (s) 0.0 0.0 0.0Approach LOS A A AIntersection SummaryDelay 0.0Level of Service AIntersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP309DFKHOO 9HQWXUH'U6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 180 0 0 230Future Volume (Veh/h) 0 0 180 0 0 230Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 196 0 0 250PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 446 196 196vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 446 196 196tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 570 845 1377Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 196 250Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1377Volume to Capacity 0.00 0.12 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 15.4% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK 1HDU7HUP309DFKHOO 3URMHFW(QWU\6/18/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 180 0 0 230Future Volume (Veh/h) 0 0 180 0 0 230Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 196 0 0 250PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 446 196 196vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 446 196 196tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 570 845 1377Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 196 250Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1377Volume to Capacity 0.00 0.12 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 15.4% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Near Term Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 489 326 58 974 821 359v/c Ratio 0.57 0.41 0.27 0.65 0.72 0.48Control Delay 21.0 14.4 21.4 30.8 25.2 4.4Queue Delay 0.0 0.0 0.0 0.0 0.7 0.4Total Delay 21.0 14.4 21.4 30.8 25.9 4.8Queue Length 50th (ft) 196 91 26 276 213 55Queue Length 95th (ft) 315 169 m45 327 267 11Internal Link Dist (ft) 198 872 236Turn Bay Length (ft) 150 150 270Base Capacity (vph) 854 803 217 1651 1297 807Starvation Cap Reductn0000190145Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.57 0.41 0.27 0.59 0.74 0.54Intersection Summarym Volume for 95th percentile queue is metered by upstream signal. Avila Ranch Near Term Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 0 450 10 290 53 896 0 0 755 330Future Volume (vph) 0 0 0 450 10 290 53 896 0 0 755 330Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 3.5 5.0 5.0 5.0Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.86 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1770 1593 1770 3539 3539 1583Flt Permitted 0.95 1.00 0.16 1.00 1.00 1.00Satd. Flow (perm) 1770 1593 289 3539 3539 1583Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 489 11 315 58 974 0 0 821 359RTOR Reduction (vph)000035000000243Lane Group Flow (vph) 0 0 0 489 291 0 58 974 0 0 821 116Confl. Peds. (#/hr)11Turn Type Perm NA pm+pt NA NA PermProtected Phases 8 1 6 2Permitted Phases 8 6 2Actuated Green, G (s) 43.5 43.5 38.0 38.0 29.0 29.0Effective Green, g (s) 43.5 43.5 38.0 38.0 29.0 29.0Actuated g/C Ratio 0.48 0.48 0.42 0.42 0.32 0.32Clearance Time (s) 3.5 3.5 3.5 5.0 5.0 5.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 855 769 212 1494 1140 510v/s Ratio Prot 0.18 0.02 c0.28 c0.23v/s Ratio Perm c0.28 0.10 0.07v/c Ratio 0.57 0.38 0.27 0.65 0.72 0.23Uniform Delay, d1 16.6 14.7 17.5 20.7 26.9 22.3Progression Factor 1.00 1.00 1.40 1.41 0.81 0.94Incremental Delay, d2 2.8 1.4 2.9 2.1 3.8 1.0Delay (s) 19.4 16.1 27.4 31.3 25.5 21.9Level of Service B B C C C CApproach Delay (s) 0.0 18.1 31.1 24.4Approach LOS A B C CIntersection SummaryHCM 2000 Control Delay 25.0 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.64Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 60.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Near Term Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 450 10 290 53 896 0 0 755 330Future Volume (veh/h) 0 0 0 450 10 290 53 896 0 0 755 330Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 489 11 315 58 974 0 0 821 359Adj No. of Lanes110120021Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222220022Cap, veh/h 779 24 675 271 1652 0 0 1298 581Arrive On Green 0.44 0.44 0.44 0.12 0.93 0.00 0.00 0.37 0.37Sat Flow, veh/h 1774 54 1538 1774 3632 0 0 3632 1583Grp Volume(v), veh/h 489 0 326 58 974 0 0 821 359Grp Sat Flow(s),veh/h/ln 1774 0 1591 1774 1770 0 0 1770 1583Q Serve(g_s), s 19.2 0.0 13.0 1.6 3.7 0.0 0.0 17.2 16.7Cycle Q Clear(g_c), s 19.2 0.0 13.0 1.6 3.7 0.0 0.0 17.2 16.7Prop In Lane 1.00 0.97 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 779 0 698 271 1652 0 0 1298 581V/C Ratio(X) 0.63 0.00 0.47 0.21 0.59 0.00 0.00 0.63 0.62Avail Cap(c_a), veh/h 779 0 698 271 1652 0 0 1298 581HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 0.94 0.94Uniform Delay (d), s/veh 19.6 0.0 17.8 15.3 1.7 0.0 0.0 23.5 23.3Incr Delay (d2), s/veh 3.8 0.0 2.2 1.5 1.3 0.0 0.0 2.2 4.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 10.2 0.0 6.1 0.9 1.7 0.0 0.0 8.7 8.0LnGrp Delay(d),s/veh 23.4 0.0 20.1 16.8 3.0 0.0 0.0 25.7 27.9LnGrp LOS C C B A C CApproach Vol, veh/h 815 1032 1180Approach Delay, s/veh 22.0 3.8 26.4Approach LOS C A CTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 9.0 38.0 47.0 43.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 5.5 33.0 42.0 39.5Max Q Clear Time (g_c+I1), s 3.6 19.2 5.7 21.2Green Ext Time (p_c), s 0.0 10.6 21.1 4.4Intersection SummaryHCM 2010 Ctrl Delay 17.5HCM 2010 LOS B Avila Ranch Near Term Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 14.8 24.0 60.3 72.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1255Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h) 0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 50 200 500 085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.92 2.40 3.55 2.86Pedestrian Crosswalk LOS A B D CAvila Ranch Near Term Plus Project no BP AM1: LOVR & 101 NB/101 SB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 815 1032 1180Effct. Green for Bike (s) 0.0 43.5 38.0 29.0Cross Street Width (ft) 60.3 72.0 24.0 14.8Through Lanes Number0122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 967 844 644Bicycle Delay (s/bike) 0.0 12.0 15.0 20.7Bicycle Compliance Fair Fair FairBicycle LOS Score 0.00 4.01 2.78 2.76Bicycle LOS D C C Avila Ranch Near Term Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL NBL NBT SBT SBRLane Group Flow (vph) 628 172 552 1144 149v/c Ratio 0.77 0.52 0.24 0.60 0.16Control Delay 35.4 11.2 6.8 21.9 9.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 35.4 11.2 6.8 21.9 9.8Queue Length 50th (ft) 154 30 59 302 27Queue Length 95th (ft) 201 61 95 424 m63Internal Link Dist (ft) 160 385 872Turn Bay Length (ft) 200 150Base Capacity (vph) 991 333 2348 1918 921Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.63 0.52 0.24 0.60 0.16Intersection Summarym Volume for 95th percentile queue is metered by upstream signal.Avila Ranch Near Term Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 430 161 162 519 1075 140Future Volume (vph) 430 161 162 519 1075 140Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 0.95 0.95 1.00Frt 0.96 1.00 1.00 1.00 0.85Flt Protected 0.96 0.95 1.00 1.00 1.00Satd. Flow (prot) 3344 1770 3539 3539 1583Flt Permitted 0.96 0.16 1.00 1.00 1.00Satd. Flow (perm) 3344 299 3539 3539 1583Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 457 171 172 552 1144 149RTOR Reduction (vph) 48000064Lane Group Flow (vph) 580 0 172 552 1144 85Turn Type Prot pm+pt NA NA PermProtected Phases 3 1 6 2Permitted Phases 6 2Actuated Green, G (s) 20.8 59.7 59.7 48.5 48.5Effective Green, g (s) 20.8 59.7 59.7 48.5 48.5Actuated g/C Ratio 0.23 0.66 0.66 0.54 0.54Clearance Time (s) 3.5 3.5 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 772 324 2347 1907 853v/s Ratio Prot c0.17 c0.05 0.16 c0.32v/s Ratio Perm 0.31 0.05v/c Ratio 0.75 0.53 0.24 0.60 0.10Uniform Delay, d1 32.2 8.6 6.0 14.1 10.1Progression Factor 1.00 1.00 1.00 1.37 3.44Incremental Delay, d2 4.2 1.7 0.2 1.1 0.2Delay (s) 36.3 10.3 6.3 20.6 34.9Level of Service D B A C CApproach Delay (s) 36.3 7.2 22.2Approach LOS D A CIntersection SummaryHCM 2000 Control Delay 21.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.63Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 67.7% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 38.7 60.1 72.0Crosswalk Width (ft) 10.0 10.0 10.0Total Number of Lanes Crossed 3 5 5Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.26 2.77 2.76Pedestrian Crosswalk LOS B C CAvila Ranch Near Term Plus Project no BP AM2: LOVR & 101 NB2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 628 724 1293Effct. Green for Bike (s) 20.8 59.7 48.5Cross Street Width (ft) 60.1 72.0 38.7Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 462 1327 1078Bicycle Delay (s/bike) 26.6 5.1 9.6Bicycle Compliance Fair Good GoodBicycle LOS Score 3.00 3.26 3.22Bicycle LOS C C C Avila Ranch Near Term Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 31 21 627 125 42 330 621 135 450v/c Ratio 0.35 0.09 0.67 0.24 0.34 0.28 0.56 0.62 0.28Control Delay 53.6 0.8 31.7 10.2 48.2 23.0 3.9 49.8 17.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 53.6 0.8 31.7 10.2 48.2 23.0 3.9 49.8 17.7Queue Length 50th (ft) 18 0 164 13 24 77 30 75 95Queue Length 95th (ft) 47 0 223 55 58 113 60 136 135Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 88 234 1079 576 128 1199 1147 256 1582Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.35 0.09 0.58 0.22 0.33 0.28 0.54 0.53 0.28Intersection SummaryAvila Ranch Near Term Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 10 20 20 602 30 90 40 317 596 130 402 30Future Volume (vph) 10 20 20 602 30 90 40 317 596 130 402 30Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.89 1.00 1.00 0.85 1.00 0.99Flt Protected 0.98 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1833 1583 3433 1629 1770 3539 1561 1770 3496Flt Permitted 0.98 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1833 1583 3433 1629 1770 3539 1561 1770 3496Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Adj. Flow (vph) 10 21 21 627 31 94 42 330 621 135 419 31RTOR Reduction (vph) 0 0 20 0 70 0 0 0 169 0 5 0Lane Group Flow (vph) 0 31 1 627 55 0 42 330 452 135 445 0Confl. Peds. (#/hr) 7 7 4 13 13 4Turn Type Split NA Perm Split NA Prot NA pm+ov Prot NAProtected Phases 88 44 16452Permitted Phases 8 6Actuated Green, G (s) 2.2 2.2 23.0 23.0 3.3 28.4 51.4 12.8 37.9Effective Green, g (s) 2.2 2.2 23.0 23.0 3.3 28.4 51.4 12.8 37.9Actuated g/C Ratio 0.02 0.02 0.26 0.26 0.04 0.32 0.58 0.14 0.43Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 45 39 893 423 66 1136 907 256 1498v/s Ratio Prot c0.02 c0.18 0.03 0.02 0.09 c0.13 c0.08 0.13v/s Ratio Perm 0.00 0.16v/c Ratio 0.69 0.01 0.70 0.13 0.64 0.29 0.50 0.53 0.30Uniform Delay, d1 42.8 42.0 29.6 25.0 42.0 22.5 10.9 35.0 16.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 35.8 0.1 2.5 0.1 18.4 0.6 0.4 2.0 0.5Delay (s) 78.6 42.2 32.1 25.2 60.3 23.1 11.3 37.0 17.0Level of Service E D C C E C B D BApproach Delay (s) 63.9 31.0 17.3 21.6Approach LOS E C B CIntersection SummaryHCM 2000 Control Delay 23.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.58Actuated Cycle Length (s) 88.4 Sum of lost time (s) 22.0Intersection Capacity Utilization 68.5% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 20 20 602 30 90 40 317 596 130 402 30Future Volume (veh/h) 10 20 20 602 30 90 40 317 596 130 402 30Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 21 21 627 31 94 42 330 621 135 419 31Adj No. of Lanes011210121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 20 42 52 816 96 291 54 1236 922 187 1415 104Arrive On Green 0.03 0.03 0.03 0.24 0.24 0.24 0.03 0.35 0.35 0.11 0.42 0.42Sat Flow, veh/h 591 1242 1517 3442 405 1228 1774 3539 1566 1774 3338 246Grp Volume(v), veh/h 31 0 21 627 0 125 42 330 621 135 221 229Grp Sat Flow(s),veh/h/ln 1833 0 1517 1721 0 1633 1774 1770 1566 1774 1770 1815Q Serve(g_s), s 1.3 0.0 1.1 13.6 0.0 5.1 1.9 5.4 21.8 5.9 6.6 6.7Cycle Q Clear(g_c), s 1.3 0.0 1.1 13.6 0.0 5.1 1.9 5.4 21.8 5.9 6.6 6.7Prop In Lane 0.32 1.00 1.00 0.75 1.00 1.00 1.00 0.14Lane Grp Cap(c), veh/h 63 0 52 816 0 387 54 1236 922 187 750 769V/C Ratio(X) 0.49 0.00 0.40 0.77 0.00 0.32 0.78 0.27 0.67 0.72 0.29 0.30Avail Cap(c_a), veh/h 91 0 76 1116 0 529 133 1236 922 265 750 769HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 38.0 0.0 37.9 28.5 0.0 25.3 38.6 18.7 11.4 34.7 15.2 15.2Incr Delay (d2), s/veh 5.9 0.0 5.0 2.2 0.0 0.5 21.1 0.5 3.9 5.5 1.0 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.5 6.7 0.0 2.3 1.2 2.7 14.6 3.2 3.4 3.5LnGrp Delay(d),s/veh 43.9 0.0 42.9 30.8 0.0 25.7 59.7 19.3 15.3 40.3 16.2 16.2LnGrp LOS D D C C E B B D B BApproach Vol, veh/h 52 752 993 585Approach Delay, s/veh 43.5 29.9 18.5 21.8Approach LOS D C B CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.4 40.0 25.0 13.4 34.0 7.7Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 6.0 34.0 26.0 12.0 28.0 4.0Max Q Clear Time (g_c+I1), s 3.9 8.7 15.6 7.9 23.8 3.3Green Ext Time (p_c), s 0.1 2.9 2.8 0.2 2.1 0.0Intersection SummaryHCM 2010 Ctrl Delay 23.5HCM 2010 LOS CAvila Ranch Near Term Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase2684Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h)0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0 10 10 10Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 40 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.02 2.72 2.80 2.52Pedestrian Crosswalk LOS B B C B Avila Ranch Near Term Plus Project no BP AM3: Higuera & South2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 52 752 993 585Effct. Green for Bike (s) 4.1 23.0 28.5 37.9Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 500 620 824Bicycle Delay (s/bike) 42.0 25.9 21.9 15.9Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.95 2.83 2.23 1.83Bicycle LOS C C B AAvila Ranch Near Term Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 373 377 598 11 22 120 351 494 543v/c Ratio 0.65 0.65 0.60 0.06 0.12 0.47 0.22 0.63 0.34Control Delay 27.0 27.0 4.4 35.1 26.2 38.7 14.1 29.6 7.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.0 27.0 4.4 35.1 26.2 38.7 14.1 29.6 7.1Queue Length 50th (ft) 156 157 18 5 5 54 55 114 61Queue Length 95th (ft) 282 285 55 20 27 116 93 180 102Internal Link Dist (ft) 964 964 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 787 793 1043 458 454 314 1992 1079 1916Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.47 0.48 0.57 0.02 0.05 0.38 0.18 0.46 0.28Intersection Summary Avila Ranch Near Term Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 660 30 550 10 10 10 110 313 10 10 444 500Future Volume (vph) 660 30 550 10 10 10 110 313 10 10 444 500Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.88Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 1.00 0.85Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 1681 1692 1565 1770 1723 1770 3519 3535 2756Flt Permitted 0.95 0.96 1.00 0.95 1.00 0.95 1.00 0.94 1.00Satd. Flow (perm) 1681 1692 1565 1770 1723 1770 3519 3342 2756Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 717 33 598 11 11 11 120 340 11 11 483 543RTOR Reduction (vph) 0 0 249 0 100020000Lane Group Flow (vph) 373 377 349 11 12 0 120 349 0 0 494 543Confl. Peds. (#/hr) 6 6 5 6 6 5Turn Type Split NA pm+ov Split NA Prot NA Perm NA pm+ovProtected Phases 44588 52 64Permitted Phases 4 6 6Actuated Green, G (s) 23.2 23.2 32.9 3.7 3.7 9.7 30.0 16.3 39.5Effective Green, g (s) 23.2 23.2 32.9 3.7 3.7 9.7 30.0 16.3 39.5Actuated g/C Ratio 0.34 0.34 0.48 0.05 0.05 0.14 0.44 0.24 0.57Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 566 569 747 95 92 249 1532 790 1740v/s Ratio Prot 0.22 c0.22 0.07 0.01 c0.01 c0.07 0.10 0.11v/s Ratio Perm 0.16 c0.15 0.09v/c Ratio 0.66 0.66 0.47 0.12 0.13 0.48 0.23 0.63 0.31Uniform Delay, d1 19.5 19.5 12.1 31.0 31.1 27.3 12.2 23.6 7.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.8 2.9 0.5 0.5 0.6 1.5 0.1 1.6 0.1Delay (s) 22.3 22.4 12.6 31.6 31.7 28.8 12.3 25.1 7.7Level of Service C C B C C C B C AApproach Delay (s) 18.0 31.6 16.5 16.0Approach LOS B C B BIntersection SummaryHCM 2000 Control Delay 17.2 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.58Actuated Cycle Length (s) 68.9 Sum of lost time (s) 16.0Intersection Capacity Utilization 61.1% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Near Term Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 660 30 550 10 10 10 110 313 10 10 444 500Future Volume (veh/h) 660 30 550 10 10 10 110 313 10 10 444 500Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 0.99 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 741 0 0 11 11 11 120 340 11 11 483 543Adj No. of Lanes201110120022Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 1046 0 607 64 30 30 157 1552 50 78 959 1593Arrive On Green 0.29 0.00 0.00 0.04 0.04 0.04 0.09 0.44 0.44 0.28 0.28 0.28Sat Flow, veh/h 3548 0 1583 1774 845 845 1774 3499 113 26 3425 2757Grp Volume(v), veh/h 741 0 0 11 0 22 120 172 179 264 230 543Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1689 1774 1770 1842 1841 1610 1378Q Serve(g_s), s 9.9 0.0 0.0 0.3 0.0 0.7 3.5 3.2 3.2 0.0 6.4 5.5Cycle Q Clear(g_c), s 9.9 0.0 0.0 0.3 0.0 0.7 3.5 3.2 3.2 6.3 6.4 5.5Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.06 0.04 1.00Lane Grp Cap(c), veh/h 1046 0 607 64 0 61 157 785 817 586 451 1593V/C Ratio(X) 0.71 0.00 0.00 0.17 0.00 0.36 0.77 0.22 0.22 0.45 0.51 0.34Avail Cap(c_a), veh/h 1935 0 1003 534 0 508 367 1165 1212 759 606 1858HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.7 0.0 0.0 24.9 0.0 25.0 23.7 9.1 9.1 16.1 16.1 6.0Incr Delay (d2), s/veh 0.9 0.0 0.0 1.3 0.0 3.6 7.5 0.1 0.1 0.5 0.9 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.0 0.0 0.0 0.2 0.0 0.4 2.0 1.6 1.6 3.3 2.9 3.6LnGrp Delay(d),s/veh 17.6 0.0 0.0 26.1 0.0 28.6 31.2 9.3 9.3 16.6 17.0 6.1LnGrp LOS B C CCAABBAApproach Vol, veh/h 741 33 471 1037Approach Delay, s/veh 17.6 27.8 14.9 11.2Approach LOS B C B BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 27.6 19.7 8.7 18.9 5.9Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 35.0 29.0 11.0 20.0 16.0Max Q Clear Time (g_c+I1), s 5.2 11.9 5.5 8.4 2.7Green Ext Time (p_c), s 9.7 3.3 0.1 6.1 0.1Intersection SummaryHCM 2010 Ctrl Delay 14.3HCM 2010 LOS BNotes Avila Ranch Near Term Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryUser approved volume balancing among the lanes for turning movement.Avila Ranch Near Term Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands1001Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h)2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 100 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.79 1.98 2.76 2.49Pedestrian Crosswalk LOS C A C B Avila Ranch Near Term Plus Project no BP AM4: Higuera & Madonna2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1348 33 471 1037Effct. Green for Bike (s) 23.2 7.0 30.0 15.9Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 504 152 652 346Bicycle Delay (s/bike) 25.7 39.3 20.9 31.5Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 3.56 1.24 1.21 2.15Bicycle LOS D A A BAvila Ranch Near Term Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 76 141 90 99 76 76 215 437 293 702v/c Ratio 0.28 0.37 0.22 0.43 0.22 0.19 0.56 0.47 0.62 0.64Control Delay 27.2 27.3 4.0 31.9 26.2 2.8 30.7 22.4 28.9 22.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.2 27.3 4.0 31.9 26.2 2.8 30.7 22.4 28.9 22.7Queue Length 50th (ft) 24 45 0 33 24 0 71 68 95 114Queue Length 95th (ft) 73 118 21 94 71 12 176 148 221 228Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 610 861 775 545 831 774 789 1830 1140 2538Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.12 0.16 0.12 0.18 0.09 0.10 0.27 0.24 0.26 0.28Intersection Summary Avila Ranch Near Term Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 70 130 83 91 70 70 198 349 53 270 596 50Future Volume (vph) 70 130 83 91 70 70 198 349 53 270 596 50Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 0.99Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1770 1863 1548 1754 1863 1583 1770 3453 1770 3492Flt Permitted 0.71 1.00 1.00 0.67 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (perm) 1318 1863 1548 1231 1863 1583 1770 3453 1770 3492Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 76 141 90 99 76 76 215 379 58 293 648 54RTOR Reduction (vph) 0 0 71 0 0 61 0 110060Lane Group Flow (vph) 76 141 19 99 76 15 215 426 0 293 696 0Confl. Peds. (#/hr) 12 12 3 9 9 3Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 4 8 8Actuated Green, G (s) 13.2 13.2 13.2 12.2 12.2 12.2 14.0 17.0 17.0 20.0Effective Green, g (s) 13.2 13.2 13.2 12.2 12.2 12.2 14.0 17.0 17.0 20.0Actuated g/C Ratio 0.21 0.21 0.21 0.19 0.19 0.19 0.22 0.27 0.27 0.32Clearance Time (s) 5.0 5.0 5.0 6.0 6.0 6.0 5.0 6.0 5.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 275 389 323 237 359 305 392 928 476 1105v/s Ratio Prot 0.08 0.04 0.12 0.12 c0.17 c0.20v/s Ratio Perm 0.06 0.01 c0.08 0.01v/c Ratio 0.28 0.36 0.06 0.42 0.21 0.05 0.55 0.46 0.62 0.63Uniform Delay, d1 21.0 21.4 20.0 22.4 21.5 20.8 21.8 19.3 20.2 18.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.5 0.6 0.1 1.2 0.3 0.1 1.6 0.4 2.4 1.1Delay (s) 21.5 22.0 20.1 23.6 21.8 20.8 23.4 19.6 22.6 19.6Level of ServiceCCCCCCCB CBApproach Delay (s) 21.3 22.2 20.9 20.5Approach LOS CCCCIntersection SummaryHCM 2000 Control Delay 20.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.60Actuated Cycle Length (s) 63.2 Sum of lost time (s) 17.0Intersection Capacity Utilization 62.8% ICU Level of Service BAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Near Term Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 70 130 83 91 70 70 198 349 53 270 596 50Future Volume (veh/h) 70 130 83 91 70 70 198 349 53 270 596 50Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.98 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 76 141 90 99 76 76 215 379 58 293 648 54Adj No. of Lanes111111120120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 371 449 376 320 449 376 277 844 128 366 1074 89Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.16 0.27 0.27 0.21 0.32 0.32Sat Flow, veh/h 1216 1863 1560 1134 1863 1560 1774 3074 466 1774 3304 275Grp Volume(v), veh/h 76 141 90 99 76 76 215 217 220 293 347 355Grp Sat Flow(s),veh/h/ln 1216 1863 1560 1134 1863 1560 1774 1770 1771 1774 1770 1810Q Serve(g_s), s 3.2 3.8 2.8 4.8 2.0 2.4 7.1 6.2 6.3 9.6 10.1 10.1Cycle Q Clear(g_c), s 5.2 3.8 2.8 8.6 2.0 2.4 7.1 6.2 6.3 9.6 10.1 10.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.15Lane Grp Cap(c), veh/h 371 449 376 320 449 376 277 486 487 366 575 588V/C Ratio(X) 0.20 0.31 0.24 0.31 0.17 0.20 0.78 0.45 0.45 0.80 0.60 0.60Avail Cap(c_a), veh/h 636 853 715 548 823 689 784 927 927 1132 1274 1303HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 20.4 19.1 18.7 22.6 18.4 18.5 24.8 18.3 18.4 23.1 17.3 17.3Incr Delay (d2), s/veh 0.3 0.4 0.3 0.5 0.2 0.3 4.7 0.6 0.7 4.1 1.0 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 2.0 1.2 1.5 1.0 1.0 3.8 3.1 3.1 5.1 5.1 5.2LnGrp Delay(d),s/veh 20.7 19.5 19.0 23.1 18.5 18.8 29.4 19.0 19.0 27.1 18.3 18.3LnGrp LOS C B B C B B C B B C B BApproach Vol, veh/h 307 251 652 995Approach Delay, s/veh 19.6 20.4 22.4 20.9Approach LOS B C C CTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 17.6 22.8 20.7 14.5 25.9 20.7Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 39.0 32.0 * 28 27.0 44.0 27.0Max Q Clear Time (g_c+I1), s 11.6 8.3 7.2 9.1 12.1 10.6Green Ext Time (p_c), s 1.1 7.0 2.9 0.7 7.6 2.7Intersection SummaryHCM 2010 Ctrl Delay 21.1HCM 2010 LOS CNotes Avila Ranch Near Term Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection Summary* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.Avila Ranch Near Term Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.31 2.33 2.76 2.77Pedestrian Crosswalk LOS B B C C Avila Ranch Near Term Plus Project no BP AM5: Higuera & Prado2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 307 251 652 995Effct. Green for Bike (s) 13.2 12.2 17.0 20.0Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 230 212 296 348Bicycle Delay (s/bike) 45.1 45.9 41.8 39.2Bicycle Compliance Poor Poor Poor PoorBicycle LOS Score 3.01 2.92 1.55 1.83Bicycle LOS C C A AAvila Ranch Near Term Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 43 32 205 207 280 22 567 784 269 389v/c Ratio 0.22 0.10 0.60 0.61 0.52 0.21 0.66 0.74 0.71 0.23Control Delay 43.0 0.6 44.8 44.9 8.5 54.6 38.3 7.3 47.9 18.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 43.0 0.6 44.8 44.9 8.5 54.6 38.3 7.3 47.9 18.0Queue Length 50th (ft) 25 0 116 118 0 13 158 27 148 60Queue Length 95th (ft) 59 0 244 245 75 45 288 93 #331 155Internal Link Dist (ft) 109 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 577 619 460 462 636 105 1010 1121 484 1826Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.07 0.05 0.45 0.45 0.44 0.21 0.56 0.70 0.56 0.21Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Near Term Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 30 10 30 373 10 260 20 527 729 250 352 10Future Volume (vph) 30 10 30 373 10 260 20 527 729 250 352 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00Flt Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1796 1563 1681 1690 1583 1770 3539 1559 1770 3522Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1796 1563 1681 1690 1583 1770 3539 1559 1770 3522Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 32 11 32 401 11 280 22 567 784 269 378 11RTOR Reduction (vph) 0 0 29 0 0 226 0 0 347 0 2 0Lane Group Flow (vph) 0 43 3 205 207 54 22 567 437 269 387 0Confl. Peds. (#/hr) 1 1 3 3 3 3Turn Type Split NA Perm Split NA Perm Prot NA pm+ov Prot NAProtected Phases 44 88 52816Permitted Phases 4 8 2Actuated Green, G (s) 8.0 8.0 18.2 18.2 18.2 1.6 25.6 43.8 19.4 43.4Effective Green, g (s) 8.0 8.0 18.2 18.2 18.2 1.6 25.6 43.8 19.4 43.4Actuated g/C Ratio 0.08 0.08 0.19 0.19 0.19 0.02 0.27 0.46 0.21 0.46Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 5.0 2.0 3.5 5.0Lane Grp Cap (vph) 152 132 324 326 305 30 961 724 364 1622v/s Ratio Prot c0.02 0.12 c0.12 0.01 0.16 c0.12 c0.15 0.11v/s Ratio Perm 0.00 0.03 0.16v/c Ratio 0.28 0.02 0.63 0.63 0.18 0.73 0.59 0.60 0.74 0.24Uniform Delay, d1 40.4 39.5 34.9 34.9 31.7 46.1 29.7 18.7 35.0 15.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 0.0 3.0 3.0 0.1 56.2 1.5 1.0 7.9 0.2Delay (s) 40.8 39.5 37.9 37.9 31.8 102.3 31.2 19.7 42.9 15.6Level of ServiceDDDDCFCBDBApproach Delay (s) 40.2 35.4 25.8 26.7Approach LOS DDCCIntersection SummaryHCM 2000 Control Delay 28.8 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 94.2 Sum of lost time (s) 23.0Intersection Capacity Utilization 78.3% ICU Level of Service DAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Near Term Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 30 10 30 373 10 260 20 527 729 250 352 10Future Volume (veh/h) 30 10 30 373 10 260 20 527 729 250 352 10Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 32 11 32 409 0 0 22 567 784 269 378 11Adj No. of Lanes011201121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 74 25 87 531 0 237 43 1107 730 324 1654 48Arrive On Green 0.06 0.06 0.06 0.15 0.00 0.00 0.02 0.31 0.31 0.18 0.47 0.47Sat Flow, veh/h 1336 459 1576 3548 0 1583 1774 3539 1576 1774 3512 102Grp Volume(v), veh/h 43 0 32 409 0 0 22 567 784 269 190 199Grp Sat Flow(s),veh/h/ln 1796 0 1576 1774 0 1583 1774 1770 1576 1774 1770 1844Q Serve(g_s), s 1.8 0.0 1.5 8.5 0.0 0.0 0.9 10.1 24.0 11.2 4.9 4.9Cycle Q Clear(g_c), s 1.8 0.0 1.5 8.5 0.0 0.0 0.9 10.1 24.0 11.2 4.9 4.9Prop In Lane 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 99 0 87 531 0 237 43 1107 730 324 833 869V/C Ratio(X) 0.43 0.00 0.37 0.77 0.00 0.00 0.51 0.51 1.07 0.83 0.23 0.23Avail Cap(c_a), veh/h 632 0 555 1063 0 475 116 1107 730 532 969 1009HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 35.1 0.0 35.0 31.4 0.0 0.0 37.0 21.6 17.5 30.2 12.0 12.0Incr Delay (d2), s/veh 1.1 0.0 1.0 0.9 0.0 0.0 3.4 0.8 55.0 6.7 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 0.0 0.7 4.2 0.0 0.0 0.5 5.0 26.4 6.1 2.4 2.6LnGrp Delay(d),s/veh 36.2 0.0 35.9 32.3 0.0 0.0 40.4 22.4 72.6 37.0 12.3 12.3LnGrp LOS D D C D C F D B BApproach Vol, veh/h 75 409 1373 658Approach Delay, s/veh 36.1 32.3 51.3 22.4Approach LOS DCDCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 19.0 30.0 10.2 6.9 42.1 17.5Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 23.0 24.0 27.0 5.0 42.0 23.0Max Q Clear Time (g_c+I1), s 13.2 26.0 3.8 2.9 6.9 10.5Green Ext Time (p_c), s 0.8 0.0 0.2 0.0 24.8 0.9Intersection SummaryHCM 2010 Ctrl Delay 40.2HCM 2010 LOS DNotes Avila Ranch Near Term Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryUser approved volume balancing among the lanes for turning movement.Avila Ranch Near Term Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 45.5 36.3 77.9 62.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3365Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 150 50 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2245.5 2126.8 2472.0 2387.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.83 3.07 2.77Pedestrian Crosswalk LOS A C C C Avila Ranch Near Term Plus Project no BP AM6: Higuera & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 75 692 1373 658Effct. Green for Bike (s) 9.7 18.2 21.9 43.4Cross Street Width (ft) 77.9 62.3 36.3 45.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 162 303 365 723Bicycle Delay (s/bike) 50.7 43.2 40.1 24.4Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.88 2.37 1.96 1.51Bicycle LOS C B A AAvila Ranch Near Term Plus Project no BP AM7: Horizon Lane & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 969 30 16 753 40 38Future Volume (Veh/h) 969 30 16 753 40 38Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 1053 33 17 818 43 41PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 1086 1922 1070vC1, stage 1 conf vol 1070vC2, stage 2 conf vol 852vCu, unblocked vol 1086 1922 1070tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 97 83 85cM capacity (veh/h) 642 259 269Direction, Lane # EB 1 WB 1 NB 1Volume Total 1086 835 84Volume Left 0 17 43Volume Right 33 0 41cSH 1700 642 264Volume to Capacity 0.64 0.03 0.32Queue Length 95th (ft) 0 2 33Control Delay (s) 0.0 0.8 24.9Lane LOS A CApproach Delay (s) 0.0 0.8 24.9Approach LOS CIntersection SummaryAverage Delay 1.4Intersection Capacity Utilization 64.0% ICU Level of Service CAnalysis Period (min) 15 Avila Ranch Near Term Plus Project no BP AM7: Horizon Lane & Tank Farm2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Near Term Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBL SBTLane Group Flow (vph) 256 1519 77 668v/c Ratio 0.41 0.84 0.61 0.30Control Delay 14.6 20.0 51.9 6.2Queue Delay 0.0 0.0 0.0 0.0Total Delay 14.6 20.0 51.9 6.2Queue Length 50th (ft) 25 192 24 36Queue Length 95th (ft) 49 #532 #103 123Internal Link Dist (ft) 1164 234 1054Turn Bay Length (ft) 200Base Capacity (vph) 1456 1813 126 2252Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.18 0.84 0.61 0.30Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Near Term Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 155 81 1115 282 71 615Future Volume (vph) 155 81 1115 282 71 615Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 6.0 4.0 6.0Lane Util. Factor 0.97 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.95 0.97 1.00 1.00Flt Protected 0.97 1.00 0.95 1.00Satd. Flow (prot) 3288 3417 1770 3539Flt Permitted 0.97 1.00 0.95 1.00Satd. Flow (perm) 3288 3417 1770 3539Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 168 88 1212 307 77 668RTOR Reduction (vph) 73 0 25 0 0 0Lane Group Flow (vph) 183 0 1494 0 77 668Confl. Peds. (#/hr) 6 1 1Turn Type Prot NA Prot NAProtected Phases 8 2 1 6Permitted PhasesActuated Green, G (s) 9.5 29.7 3.2 36.9Effective Green, g (s) 9.5 29.7 3.2 36.9Actuated g/C Ratio 0.17 0.52 0.06 0.64Clearance Time (s) 5.0 6.0 4.0 6.0Vehicle Extension (s) 2.0 5.5 3.0 5.5Lane Grp Cap (vph) 544 1768 98 2275v/s Ratio Prot c0.06 c0.44 c0.04 0.19v/s Ratio Permv/c Ratio 0.34 0.84 0.79 0.29Uniform Delay, d1 21.2 11.9 26.8 4.5Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 4.4 32.8 0.2Delay (s) 21.3 16.3 59.5 4.7Level of Service C B E AApproach Delay (s) 21.3 16.3 10.4Approach LOS C B BIntersection SummaryHCM 2000 Control Delay 15.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.73Actuated Cycle Length (s) 57.4 Sum of lost time (s) 15.0Intersection Capacity Utilization 65.8% ICU Level of Service CAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Near Term Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 45.9 59.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 10 40 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7276.3 7276.5 7276.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 3858.5 4566.3 4068.5Crosswalk Circulation Code A A APedestrian Delay (s/p) 27.5 26.6 27.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.12 3.04 2.89Pedestrian Crosswalk LOS B C C Avila Ranch Near Term Plus Project no BP AM8: Higuera & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 256 1519 745Effct. Green for Bike (s) 9.5 29.7 36.1Cross Street Width (ft) 60.1 45.9 59.3Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 271 849 1031Bicycle Delay (s/bike) 26.1 11.6 8.2Bicycle Compliance Fair Fair GoodBicycle LOS Score 1.73 2.44 2.01Bicycle LOS A B BAvila Ranch Near Term Plus Project no BP AM9: Higuera & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 120 1247 312 0 752Future Volume (Veh/h) 0 120 1247 312 0 752Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 0 128 1327 332 0 800PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 504 314pX, platoon unblocked 0.93vC, conflicting volume 1893 830 1659vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1811 830 1659tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 59 100cM capacity (veh/h) 65 314 384Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 128 885 774 400 400Volume Left00000Volume Right 128 0 332 0 0cSH 314 1700 1700 1700 1700Volume to Capacity 0.41 0.52 0.46 0.24 0.24Queue Length 95th (ft) 480000Control Delay (s) 24.2 0.0 0.0 0.0 0.0Lane LOS CApproach Delay (s) 24.2 0.0 0.0Approach LOS CIntersection SummaryAverage Delay 1.2Intersection Capacity Utilization 58.5% ICU Level of Service BAnalysis Period (min) 15 Avila Ranch Near Term Plus Project no BP AM9: Higuera & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Near Term Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1291 55 164 388 263 564v/c Ratio 0.75 0.07 0.58 0.59 0.66 0.50Control Delay 21.0 7.6 27.6 25.2 36.8 4.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.0 7.6 27.6 25.2 36.8 4.9Queue Length 50th (ft) 250 6 58 157 121 67Queue Length 95th (ft) 419 29 101 239 195 104Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1710 803 283 881 626 1121Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.75 0.07 0.58 0.44 0.42 0.50Intersection Summary Avila Ranch Near Term Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 1214 52 154 365 247 530Future Volume (vph) 1214 52 154 365 247 530Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00Satd. Flow (prot) 3433 1583 1769 1863 1863 1572Flt Permitted 0.95 1.00 0.32 1.00 1.00 1.00Satd. Flow (perm) 3433 1583 598 1863 1863 1572Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94Adj. Flow (vph) 1291 55 164 388 263 564RTOR Reduction (vph) 0 150000Lane Group Flow (vph) 1291 40 164 388 263 564Confl. Peds. (#/hr) 2 2Turn Type Prot Perm pm+pt NA NA pm+ovProtected Phases 4 5264Permitted Phases 4 2 6Actuated Green, G (s) 40.2 40.2 28.4 28.4 17.4 57.6Effective Green, g (s) 40.2 40.2 28.4 28.4 17.4 57.6Actuated g/C Ratio 0.50 0.50 0.35 0.35 0.22 0.71Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0Vehicle Extension (s) 5.5 5.5 1.5 3.5 3.5 5.5Lane Grp Cap (vph) 1712 789 283 656 402 1240v/s Ratio Prot c0.38 0.04 c0.21 0.14 0.23v/s Ratio Perm 0.03 0.17 0.13v/c Ratio 0.75 0.05 0.58 0.59 0.65 0.45Uniform Delay, d1 16.2 10.4 20.0 21.4 28.9 4.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.4 0.1 1.8 1.5 4.0 0.7Delay (s) 18.7 10.5 21.8 22.9 32.8 5.5Level of Service B B C C C AApproach Delay (s) 18.3 22.6 14.2Approach LOS B C BIntersection SummaryHCM 2000 Control Delay 17.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.75Actuated Cycle Length (s) 80.6 Sum of lost time (s) 18.0Intersection Capacity Utilization 71.8% ICU Level of Service CAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Near Term Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1214 52 154 365 247 530Future Volume (veh/h) 1214 52 154 365 247 530Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1291 55 164 388 263 564Adj No. of Lanes211111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1576 725 288 737 487 1137Arrive On Green 0.46 0.46 0.06 0.40 0.26 0.26Sat Flow, veh/h 3442 1583 1774 1863 1863 1577Grp Volume(v), veh/h 1291 55 164 388 263 564Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1577Q Serve(g_s), s 26.7 1.6 5.0 13.0 10.0 12.8Cycle Q Clear(g_c), s 26.7 1.6 5.0 13.0 10.0 12.8Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1576 725 288 737 487 1137V/C Ratio(X) 0.82 0.08 0.57 0.53 0.54 0.50Avail Cap(c_a), veh/h 1680 773 288 864 614 1245HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 19.3 12.5 21.3 18.9 26.0 5.0Incr Delay (d2), s/veh 4.0 0.1 1.7 0.7 1.1 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 13.4 1.9 1.1 6.8 5.3 12.8LnGrp Delay(d),s/veh 23.3 12.6 23.0 19.6 27.2 5.4LnGrp LOS C B C B C AApproach Vol, veh/h 1346 552 827Approach Delay, s/veh 22.8 20.6 12.3Approach LOS C C BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 38.4 43.5 11.0 27.4Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 38.0 40.0 5.0 27.0Max Q Clear Time (g_c+I1), s 15.0 28.7 7.0 14.8Green Ext Time (p_c), s 9.0 8.9 0.0 6.4Intersection SummaryHCM 2010 Ctrl Delay 19.2HCM 2010 LOS B Avila Ranch Near Term Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.2 36.0 58.9Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 1 1 1Ped. Right-Left Flow Rate (p/h) 1 0 0Ped. R. Sidewalk Flow Rate (p/h) 2 1 1Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 14557.5 24281.2 18210.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.3 0.2Crosswalk Circulation Code F F FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.73 2.37 2.75Pedestrian Crosswalk LOS B B CAvila Ranch Near Term Plus Project no BP AM10: Higuera & LOVR2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 8 8 8Total Flow Rate (veh/h) 1346 552 827Effct. Green for Bike (s) 40.2 28.4 17.4Cross Street Width (ft) 36.0 58.9 61.2Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 893 631 387Bicycle Delay (s/bike) 13.8 21.2 29.4Bicycle Compliance Fair Fair FairBicycle LOS Score 2.15 2.30 2.79Bicycle LOS B B C Avila Ranch Near Term Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBTLane Group Flow (vph) 216 434 304v/c Ratio 0.42 0.40 0.30Control Delay 6.3 6.6 6.0Queue Delay 0.0 0.0 0.0Total Delay 6.3 6.6 6.0Queue Length 50th (ft) 7 33 22Queue Length 95th (ft) 37 93 64Internal Link Dist (ft) 1650 387 1906Turn Bay Length (ft)Base Capacity (vph) 986 1174 1106Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.22 0.37 0.27Intersection SummaryAvila Ranch Near Term Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 60 139 390 9 29 250Future Volume (vph) 60 139 390 9 29 250Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00Frt 0.91 1.00 1.00Flt Protected 0.99 1.00 0.99Satd. Flow (prot) 1662 1857 1853Flt Permitted 0.99 1.00 0.94Satd. Flow (perm) 1662 1857 1750Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 65 151 424 10 32 272RTOR Reduction (vph) 12202000Lane Group Flow (vph) 94 0 432 0 0 304Turn Type Prot NA Perm NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 5.8 16.3 16.3Effective Green, g (s) 5.8 16.3 16.3Actuated g/C Ratio 0.19 0.54 0.54Clearance Time (s) 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 320 1005 947v/s Ratio Prot c0.06 c0.23v/s Ratio Perm 0.17v/c Ratio 0.29 0.43 0.32Uniform Delay, d1 10.4 4.1 3.8Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.5 0.3 0.2Delay (s) 10.9 4.4 4.0Level of Service B A AApproach Delay (s) 10.9 4.4 4.0Approach LOS B A AIntersection SummaryHCM 2000 Control Delay 5.8 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.39Actuated Cycle Length (s) 30.1 Sum of lost time (s) 8.0Intersection Capacity Utilization 56.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 34.8 35.4 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.82 2.26 2.34Pedestrian Crosswalk LOS A B BAvila Ranch Near Term Plus Project no BP AM11: Higuera & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 216 434 304Effct. Green for Bike (s) 7.1 17.2 17.2Cross Street Width (ft) 36.0 34.8 35.4Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 355 860 860Bicycle Delay (s/bike) 13.5 6.5 6.5Bicycle Compliance Fair Good GoodBicycle LOS Score 2.47 2.81 2.60Bicycle LOS B C B Avila Ranch Near Term Plus Project no BP AM12: Buckley & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 13 25 126 119 327 71Future Volume (Veh/h) 13 25 126 119 327 71Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 14 27 137 129 355 77PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 266 256 202vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 266 256 202tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 51 91cM capacity (veh/h) 1298 724 839Direction, Lane # EB 1 WB 1 SB 1Volume Total 41 266 432Volume Left 14 0 355Volume Right 0 129 77cSH 1298 1700 742Volume to Capacity 0.01 0.16 0.58Queue Length 95th (ft) 1 0 95Control Delay (s) 2.7 0.0 16.4Lane LOS A CApproach Delay (s) 2.7 0.0 16.4Approach LOS CIntersection SummaryAverage Delay 9.7Intersection Capacity Utilization 43.0% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Near Term Plus Project no BP AM12: Buckley & Vachell2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Near Term Plus Project no BP AM13: Buckley & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 7 93 111 8 45 31Future Volume (Veh/h) 7 93 111 8 45 31Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 8 101 121 9 49 34PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 130 242 126vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 130 242 126tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 93 96cM capacity (veh/h) 1455 742 925Direction, Lane # EB 1 WB 1 SB 1Volume Total 109 130 83Volume Left 8 0 49Volume Right 0 9 34cSH 1455 1700 807Volume to Capacity 0.01 0.08 0.10Queue Length 95th (ft) 0 0 9Control Delay (s) 0.6 0.0 10.0Lane LOS A AApproach Delay (s) 0.6 0.0 10.0Approach LOS AIntersection SummaryAverage Delay 2.8Intersection Capacity Utilization 21.7% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Near Term Plus Project no BP AM13: Buckley & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Near Term Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 58 137 11 274 1174 11 489 77v/c Ratio 0.30 0.22 0.04 0.63 0.80 0.12 0.53 0.09Control Delay 46.0 4.4 0.2 39.1 13.5 52.0 18.6 1.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 46.0 4.4 0.2 39.1 13.5 52.0 18.6 1.2Queue Length 50th (ft) 28 0 0 128 248 6 160 0Queue Length 95th (ft) 84 34 0 277 #1128 28 371 9Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 384 833 313 694 1608 94 1239 1069Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.15 0.16 0.04 0.39 0.73 0.12 0.39 0.07Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 43 10 126 0 0 10 252 1080 0 10 450 71Future Volume (vph) 43 10 126 0 0 10 252 1080 0 10 450 71Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Grade (%) 2% 4% 7% 4%Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frpb, ped/bikes 1.00 0.99 0.91 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 1.00 1.00 0.85Flt Protected 0.96 1.00 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 1772 1559 1442 1708 1798 1734 1825 1518Flt Permitted 0.96 1.00 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (perm) 1772 1559 1442 1708 1798 1734 1825 1518Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 47 11 137 0 0 11 274 1174 0 11 489 77RTOR Reduction (vph) 0 0 95 0 1100000038Lane Group Flow (vph) 0 58 42 0 0 0 274 1174 0 11 489 39Confl. Bikes (#/hr) 2222Turn Type Split NA pm+ov NA Prot NA Prot NA PermProtected Phases 44588 52 16Permitted Phases 4 6Actuated Green, G (s) 6.8 27.8 0.6 21.0 66.3 0.6 45.9 45.9Effective Green, g (s) 6.8 27.8 0.6 21.0 66.3 0.6 45.9 45.9Actuated g/C Ratio 0.08 0.31 0.01 0.23 0.73 0.01 0.51 0.51Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 133 479 9 397 1320 11 927 771v/s Ratio Prot c0.03 0.02 c0.00 c0.16 c0.65 0.01 0.27v/s Ratio Perm 0.01 0.03v/c Ratio 0.44 0.09 0.01 0.69 0.89 1.00 0.53 0.05Uniform Delay, d1 39.9 22.2 44.6 31.7 9.2 44.9 14.9 11.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.3 0.1 0.4 5.1 7.7 271.4 0.5 0.0Delay (s) 42.2 22.3 44.9 36.8 16.9 316.2 15.5 11.2Level of Service D C D D B F B BApproach Delay (s) 28.2 44.9 20.6 20.6Approach LOS CDCCIntersection SummaryHCM 2000 Control Delay 21.4 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.85Actuated Cycle Length (s) 90.3 Sum of lost time (s) 16.0Intersection Capacity Utilization 79.7% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 43 10 126 0 0 10 252 1080 0 10 450 71Future Volume (veh/h) 43 10 126 0 0 10 252 1080 0 10 450 71Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 47 11 137 0 0 11 274 1174 0 11 489 77Adj No. of Lanes011010110111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 138 32 436 0 0 16 316 1289 0 18 992 825Arrive On Green 0.10 0.10 0.10 0.00 0.00 0.01 0.18 0.72 0.00 0.01 0.54 0.54Sat Flow, veh/h 1436 336 1524 0 0 1493 1712 1798 0 1739 1825 1519Grp Volume(v), veh/h 58 0 137 0 0 11 274 1174 0 11 489 77Grp Sat Flow(s),veh/h/ln 1772 0 1524 0 0 1493 1712 1798 0 1739 1825 1519Q Serve(g_s), s 3.0 0.0 6.9 0.0 0.0 0.7 15.0 51.5 0.0 0.6 16.1 2.4Cycle Q Clear(g_c), s 3.0 0.0 6.9 0.0 0.0 0.7 15.0 51.5 0.0 0.6 16.1 2.4Prop In Lane 0.81 1.00 0.00 1.00 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 170 0 436 0 0 16 316 1289 0 18 992 825V/C Ratio(X) 0.34 0.00 0.31 0.00 0.00 0.70 0.87 0.91 0.00 0.60 0.49 0.09Avail Cap(c_a), veh/h 294 0 542 0 0 62 532 1489 0 72 1021 849HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 40.8 0.0 27.5 0.0 0.0 47.6 38.2 11.1 0.0 47.6 13.8 10.6Incr Delay (d2), s/veh 1.2 0.0 0.4 0.0 0.0 42.9 7.9 8.0 0.0 27.3 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 0.0 2.9 0.0 0.0 0.5 7.8 28.0 0.0 0.4 8.3 1.0LnGrp Delay(d),s/veh 41.9 0.0 27.9 0.0 0.0 90.5 46.2 19.1 0.0 74.9 14.1 10.7LnGrp LOS D C F D B E B BApproach Vol, veh/h 195 11 1448 577Approach Delay, s/veh 32.1 90.5 24.2 14.8Approach LOS C F C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.0 73.2 13.3 21.8 56.4 5.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 30.0 54.0 4.0Max Q Clear Time (g_c+I1), s 2.6 53.5 8.9 17.0 18.1 2.7Green Ext Time (p_c), s 0.0 15.8 0.5 0.8 18.7 0.0Intersection SummaryHCM 2010 Ctrl Delay 22.8HCM 2010 LOS CAvila Ranch Near Term Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.2 24.0 37.7 48.2Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 20 0 0 1085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4882.3 0.0 4834.9 5117.9Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.16 1.75 2.97 2.82Pedestrian Crosswalk LOS B A C C Avila Ranch Near Term Plus Project no BP AM14: Broad & Buckley2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 195 11 1448 577Effct. Green for Bike (s) 9.0 4.5 67.8 41.9Cross Street Width (ft) 37.7 48.2 24.0 39.2Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 150 75 1130 698Bicycle Delay (s/bike) 51.3 55.6 11.4 25.4Bicycle Compliance Poor Poor Fair FairBicycle LOS Score 2.46 2.32 4.32 3.11Bicycle LOS B B E CAvila Ranch Near Term Plus Project no BP AM15: Earthwood & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 31 20 2 40 71 6Future Volume (Veh/h) 31 20 2 40 71 6Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 34 22 2 43 77 7PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1244pX, platoon unblockedvC, conflicting volume 56 92 45vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 56 92 45tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 92 99cM capacity (veh/h) 1549 907 1025Direction, Lane # EB 1 WB 1 NB 1Volume Total 56 45 84Volume Left 0 2 77Volume Right 22 0 7cSH 1700 1549 916Volume to Capacity 0.03 0.00 0.09Queue Length 95th (ft) 0 0 8Control Delay (s) 0.0 0.3 9.3Lane LOS A AApproach Delay (s) 0.0 0.3 9.3Approach LOS AIntersection SummaryAverage Delay 4.3Intersection Capacity Utilization 14.7% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term Plus Project no BP AM15: Earthwood & Suburban2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction WBMedian Present? NoApproach Delay(s) 0Level of Service AAvila Ranch Near Term Plus Project no BP AM16: Suburban & Horizon Lane2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 6 39 61 12 4 2Future Volume (vph) 6 39 61 12 4 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 7 42 66 13 4 2Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 49 79 6Volume Left (vph) 7 66 0Volume Right (vph) 42 0 2Hadj (s) -0.45 0.20 -0.17Departure Headway (s) 3.6 4.2 3.9Degree Utilization, x 0.05 0.09 0.01Capacity (veh/h) 962 836 901Control Delay (s) 6.8 7.6 6.9Approach Delay (s) 6.8 7.6 6.9Approach LOS A A AIntersection SummaryDelay 7.3Level of Service AIntersection Capacity Utilization 20.7% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Near Term Plus Project no BP AM17: Vachell & Venture Dr2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 46 12 100 11 23 329Future Volume (Veh/h) 46 12 100 11 23 329Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 50 13 109 12 25 358PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 523 115 121vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 523 115 121tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 90 99 98cM capacity (veh/h) 506 937 1467Direction, Lane # WB 1 NB 1 SB 1Volume Total 63 121 383Volume Left 50 0 25Volume Right 13 12 0cSH 559 1700 1467Volume to Capacity 0.11 0.07 0.02Queue Length 95th (ft) 9 0 1Control Delay (s) 12.3 0.0 0.6Lane LOS B AApproach Delay (s) 12.3 0.0 0.6Approach LOS BIntersection SummaryAverage Delay 1.8Intersection Capacity Utilization 35.3% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Near Term Plus Project no BP AM17: Vachell & Venture Dr2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Near Term Plus Project no BP AM18: Vachell & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 28 15 95 3 5 370Future Volume (Veh/h) 28 15 95 3 5 370Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 30 16 103 3 5 402PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 516 104 106vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 516 104 106tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 94 98 100cM capacity (veh/h) 517 950 1485Direction, Lane # WB 1 NB 1 SB 1Volume Total 46 106 407Volume Left 30 0 5Volume Right 16 3 0cSH 614 1700 1485Volume to Capacity 0.07 0.06 0.00Queue Length 95th (ft) 6 0 0Control Delay (s) 11.3 0.0 0.1Lane LOS B AApproach Delay (s) 11.3 0.0 0.1Approach LOS BIntersection SummaryAverage Delay 1.0Intersection Capacity Utilization 33.5% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Near Term Plus Project no BP AM18: Vachell & Project Entry2/18/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0Level of Service AApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0Level of Service A Avila Ranch Near Term Plus Project no BP PM1: LOVR & 101 NB/101 SB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 331 495 93 1366 1031 727v/c Ratio 0.45 0.73 0.48 0.79 0.72 0.68Control Delay 22.1 29.4 17.1 17.1 21.1 6.9Queue Delay 0.0 0.0 0.0 0.1 1.7 0.9Total Delay 22.1 29.4 17.1 17.2 22.8 7.8Queue Length 50th (ft) 137 226 16 263 252 160Queue Length 95th (ft) 214 #364 m42 328 325 305Internal Link Dist (ft) 198 925 236Turn Bay Length (ft) 150 150 270Base Capacity (vph) 733 675 195 1808 1494 1088Starvation Cap Reductn0000288143Spillback Cap Reductn 0 0 0 49 0 0Storage Cap Reductn000000Reduced v/c Ratio 0.45 0.73 0.48 0.78 0.85 0.77Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.Avila Ranch Near Term Plus Project no BP PM1: LOVR & 101 NB/101 SB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 328 10 480 92 1352 0 0 1021 720Future Volume (veh/h) 0 0 0 328 10 480 92 1352 0 0 1021 720Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 0 0 1863 1863Adj Flow Rate, veh/h 331 10 485 93 1366 0 0 1031 727Adj No. of Lanes110120021Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99Percent Heavy Veh, % 222220022Cap, veh/h 700 13 614 219 1809 0 0 1494 669Arrive On Green 0.39 0.39 0.39 0.02 0.17 0.00 0.00 0.42 0.42Sat Flow, veh/h 1774 32 1556 1774 3632 0 0 3632 1583Grp Volume(v), veh/h 331 0 495 93 1366 0 0 1031 727Grp Sat Flow(s),veh/h/ln 1774 0 1588 1774 1770 0 0 1770 1583Q Serve(g_s), s 12.5 0.0 24.7 2.5 33.1 0.0 0.0 21.4 38.0Cycle Q Clear(g_c), s 12.5 0.0 24.7 2.5 33.1 0.0 0.0 21.4 38.0Prop In Lane 1.00 0.98 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 700 0 626 219 1809 0 0 1494 669V/C Ratio(X) 0.47 0.00 0.79 0.42 0.76 0.00 0.00 0.69 1.09Avail Cap(c_a), veh/h 700 0 626 219 1809 0 0 1494 669HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.82 0.82 0.00 0.00 0.82 0.82Uniform Delay (d), s/veh 20.3 0.0 24.0 17.4 32.0 0.0 0.0 21.2 26.0Incr Delay (d2), s/veh 2.3 0.0 9.8 4.9 2.4 0.0 0.0 2.2 58.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.5 0.0 12.4 1.5 16.8 0.0 0.0 10.8 27.3LnGrp Delay(d),s/veh 22.6 0.0 33.8 22.3 34.5 0.0 0.0 23.4 84.0LnGrp LOS C C C C C FApproach Vol, veh/h 826 1459 1758Approach Delay, s/veh 29.3 33.7 48.4Approach LOS C C DTimer12345678Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.0 43.0 51.0 39.0Change Period (Y+Rc), s 3.5 5.0 5.0 3.5Max Green Setting (Gmax), s 4.5 38.0 46.0 35.5Max Q Clear Time (g_c+I1), s 4.5 40.0 35.1 26.7Green Ext Time (p_c), s 0.0 0.0 10.2 3.4Intersection SummaryHCM 2010 Ctrl Delay 39.2HCM 2010 LOS D Avila Ranch Near Term Plus Project no BP PM1: LOVR & 101 NB/101 SB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 14.5 23.9 60.1 72.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed1255Number of Right-Turn Islands0000Type of Control NoneActuated NoneActuatedCorresponding Signal Phase2608Effective Walk Time (s) 0.0 9.0 0.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h) 0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 36.5 45.0 36.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.24 2.12 2.95 3.12Pedestrian Crosswalk LOS B B C CAvila Ranch Near Term Plus Project no BP PM1: LOVR & 101 NB/101 SB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 0 826 1459 1758Effct. Green for Bike (s) 0.0 37.3 44.2 36.2Cross Street Width (ft) 60.1 72.0 23.9 14.5Through Lanes Number0122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 829 982 804Bicycle Delay (s/bike) 0.0 15.4 11.7 16.1Bicycle Compliance Fair Fair FairBicycle LOS Score 0.00 4.02 3.13 3.23Bicycle LOS D C C Avila Ranch Near Term Plus Project no BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL NBL NBT SBT SBRLane Group Flow (vph) 631 243 963 990 392v/c Ratio 0.76 0.59 0.42 0.56 0.41Control Delay 36.3 12.2 8.5 10.5 1.7Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 36.3 12.2 8.5 10.5 1.7Queue Length 50th (ft) 162 45 123 94 8Queue Length 95th (ft) 207 89 188 145 15Internal Link Dist (ft) 128 471 925Turn Bay Length (ft) 200 150Base Capacity (vph) 1015 474 2319 1767 966Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.62 0.51 0.42 0.56 0.41Intersection SummaryAvila Ranch Near Term Plus Project no BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 500 113 236 934 960 380Future Volume (vph) 500 113 236 934 960 380Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.5 3.5 6.0 6.0 6.0Lane Util. Factor 0.97 1.00 0.95 0.95 1.00Frt 0.97 1.00 1.00 1.00 0.85Flt Protected 0.96 0.95 1.00 1.00 1.00Satd. Flow (prot) 3376 1770 3539 3539 1583Flt Permitted 0.96 0.19 1.00 1.00 1.00Satd. Flow (perm) 3376 363 3539 3539 1583Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97Adj. Flow (vph) 515 116 243 963 990 392RTOR Reduction (vph) 240000176Lane Group Flow (vph) 607 0 243 963 990 217Turn Type Prot pm+pt NA NA PermProtected Phases 3 1 6 2Permitted Phases 6 2Actuated Green, G (s) 21.5 59.0 59.0 45.0 45.0Effective Green, g (s) 21.5 59.0 59.0 45.0 45.0Actuated g/C Ratio 0.24 0.66 0.66 0.50 0.50Clearance Time (s) 3.5 3.5 6.0 6.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 806 402 2320 1769 791v/s Ratio Prot c0.18 c0.07 0.27 0.28v/s Ratio Perm c0.33 0.14v/c Ratio 0.75 0.60 0.42 0.56 0.27Uniform Delay, d1 31.8 8.7 7.3 15.6 13.0Progression Factor 1.00 1.00 1.00 0.55 0.22Incremental Delay, d2 4.0 2.6 0.5 1.0 0.7Delay (s) 35.8 11.3 7.9 9.6 3.5Level of Service D BAAAApproach Delay (s) 35.8 8.6 7.9Approach LOS D A AIntersection SummaryHCM 2000 Control Delay 13.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.67Actuated Cycle Length (s) 90.0 Sum of lost time (s) 13.0Intersection Capacity Utilization 69.1% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 39.6 60.0 72.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 5 5Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 3 6Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.36 2.84 2.87Pedestrian Crosswalk LOS B C CAvila Ranch Near Term Plus Project no BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 631 1206 1382Effct. Green for Bike (s) 21.5 59.0 44.9Cross Street Width (ft) 60.0 72.0 39.6Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 478 1311 998Bicycle Delay (s/bike) 26.1 5.3 11.3Bicycle Compliance Fair Good FairBicycle LOS Score 3.00 3.66 3.31Bicycle LOS C D C Avila Ranch Near Term Plus Project no BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 44 43 868 130 22 618 682 86 636v/c Ratio 0.52 0.24 0.84 0.23 0.21 0.40 0.73 0.61 0.36Control Delay 65.4 3.3 37.7 8.2 46.8 19.4 12.3 61.5 15.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0Total Delay 65.4 3.3 37.7 8.2 46.8 19.4 12.9 61.5 15.8Queue Length 50th (ft) 26 0 241 9 13 134 97 50 106Queue Length 95th (ft) #75 0 #320 49 37 181 254 #117 178Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 85 176 1126 599 103 1556 940 145 1748Starvation Cap Reductn0000005700Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.52 0.24 0.77 0.22 0.21 0.40 0.77 0.59 0.36Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 20 20 40 807 20 100 20 575 634 80 571 20Future Volume (veh/h) 20 20 40 807 20 100 20 575 634 80 571 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 22 22 43 868 22 108 22 618 682 86 614 22Adj No. of Lanes011210121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 41 41 67 998 79 389 34 1491 661 110 1617 58Arrive On Green 0.04 0.04 0.04 0.29 0.29 0.29 0.02 0.42 0.42 0.06 0.46 0.46Sat Flow, veh/h 909 909 1510 3442 273 1341 1774 3539 1569 1774 3484 125Grp Volume(v), veh/h 44 0 43 868 0 130 22 618 682 86 312 324Grp Sat Flow(s),veh/h/ln 1817 0 1510 1721 0 1615 1774 1770 1569 1774 1770 1839Q Serve(g_s), s 2.1 0.0 2.5 21.0 0.0 5.5 1.1 10.8 37.0 4.2 10.1 10.1Cycle Q Clear(g_c), s 2.1 0.0 2.5 21.0 0.0 5.5 1.1 10.8 37.0 4.2 10.1 10.1Prop In Lane 0.50 1.00 1.00 0.83 1.00 1.00 1.00 0.07Lane Grp Cap(c), veh/h 81 0 67 998 0 468 34 1491 661 110 822 854V/C Ratio(X) 0.54 0.00 0.64 0.87 0.00 0.28 0.66 0.41 1.03 0.78 0.38 0.38Avail Cap(c_a), veh/h 83 0 69 1097 0 515 101 1491 661 141 822 854HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 41.1 0.0 41.3 29.6 0.0 24.1 42.8 17.8 25.4 40.6 15.3 15.3Incr Delay (d2), s/veh 6.7 0.0 17.5 7.2 0.0 0.3 19.6 0.9 43.6 18.9 1.3 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.2 0.0 1.4 11.0 0.0 2.5 0.7 5.4 23.8 2.6 5.2 5.4LnGrp Delay(d),s/veh 47.8 0.0 58.7 36.8 0.0 24.4 62.4 18.7 69.0 59.5 16.6 16.6LnGrp LOS D E D C E B F E B BApproach Vol, veh/h 87 998 1322 722Approach Delay, s/veh 53.2 35.2 45.4 21.7Approach LOS DDDCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.5 41.0 7.9 5.7 44.8 29.5Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 7.0 37.0 4.0 5.0 39.0 28.0Max Q Clear Time (g_c+I1), s 6.2 39.0 4.5 3.1 12.1 23.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 15.1 2.4Intersection SummaryHCM 2010 Ctrl Delay 36.9HCM 2010 LOS D Avila Ranch Near Term Plus Project no BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h) 0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0555Veh. Perm. R. Flow in Walk (v/h) 0555Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 30 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.67 2.94 2.61Pedestrian Crosswalk LOS B B C BAvila Ranch Near Term Plus Project no BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 87 998 1322 722Effct. Green for Bike (s) 4.1 26.2 38.2 43.1Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 570 830 937Bicycle Delay (s/bike) 42.0 23.5 15.7 13.0Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 3.01 3.23 2.50 1.95Bicycle LOS C C B A Avila Ranch Near Term Plus Project no BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 352 347 387 11 108 441 645 536 978v/c Ratio 0.72 0.71 0.40 0.05 0.47 1.23 0.39 0.76 0.70Control Delay 37.4 36.6 2.1 33.4 40.6 157.2 16.3 39.0 17.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 37.4 36.6 2.1 33.4 40.6 157.2 16.3 39.0 17.5Queue Length 50th (ft) 178 175 0 5 53 ~316 118 143 191Queue Length 95th (ft) #327 #317 23 20 103 #523 175 #211 290Internal Link Dist (ft) 964 1295 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 534 537 970 360 377 360 1750 801 1463Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.66 0.65 0.40 0.03 0.29 1.23 0.37 0.67 0.67Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 630 20 360 10 90 10 410 590 10 10 488 910Future Volume (veh/h) 630 20 360 10 90 10 410 590 10 10 488 910Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 693 0 0 11 97 11 441 634 11 11 525 978Adj No. of Lanes201110120022Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 871 0 721 150 138 16 373 1824 32 55 852 1371Arrive On Green 0.25 0.00 0.00 0.08 0.08 0.08 0.21 0.51 0.51 0.25 0.25 0.25Sat Flow, veh/h 3548 0 1583 1774 1639 186 1774 3559 62 25 3413 2753Grp Volume(v), veh/h 693 0 0 11 0 108 441 315 330 286 250 978Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1825 1774 1770 1851 1828 1610 1377Q Serve(g_s), s 13.9 0.0 0.0 0.4 0.0 4.4 16.0 8.0 8.0 0.0 10.5 19.0Cycle Q Clear(g_c), s 13.9 0.0 0.0 0.4 0.0 4.4 16.0 8.0 8.0 10.4 10.5 19.0Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.03 0.04 1.00Lane Grp Cap(c), veh/h 871 0 721 150 0 154 373 907 949 505 402 1371V/C Ratio(X) 0.80 0.00 0.00 0.07 0.00 0.70 1.18 0.35 0.35 0.57 0.62 0.71Avail Cap(c_a), veh/h 1166 0 853 373 0 384 373 907 949 505 402 1371HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 26.9 0.0 0.0 32.1 0.0 33.9 30.1 11.0 11.0 25.3 25.4 14.5Incr Delay (d2), s/veh 2.8 0.0 0.0 0.2 0.0 5.7 106.2 0.2 0.2 1.5 2.9 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.2 0.0 0.0 0.2 0.0 2.5 18.8 4.0 4.2 5.5 5.0 10.5LnGrp Delay(d),s/veh 29.8 0.0 0.0 32.3 0.0 39.6 136.3 11.2 11.2 26.8 28.3 16.3LnGrp LOS C C D F B B C C BApproach Vol, veh/h 693 119 1086 1514Approach Delay, s/veh 29.8 38.9 62.0 20.2Approach LOS C D E CTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 43.0 22.7 20.0 23.0 10.4Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 16.0 19.0 16.0Max Q Clear Time (g_c+I1), s 10.0 15.9 18.0 21.0 6.4Green Ext Time (p_c), s 16.6 2.3 0.0 0.0 0.3Intersection SummaryHCM 2010 Ctrl Delay 36.1HCM 2010 LOS DNotes Avila Ranch Near Term Plus Project no BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h) 2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 3.07 2.00 2.89 2.83Pedestrian Crosswalk LOS C B C CAvila Ranch Near Term Plus Project no BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1086 119 1086 1514Effct. Green for Bike (s) 23.5 10.0 37.8 17.3Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 511 217 822 376Bicycle Delay (s/bike) 25.5 36.5 16.0 30.3Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 3.13 1.38 1.72 2.55Bicycle LOS C A A B Avila Ranch Near Term Plus Project no BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBTLane Group Flow (vph) 54 32 108 154 129 151 433 726 151 866v/c Ratio 0.23 0.09 0.28 0.64 0.39 0.37 0.79 0.44 0.58 0.78Control Delay 37.7 35.1 7.3 51.1 39.8 9.3 41.4 16.6 49.7 35.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 37.7 35.1 7.3 51.1 39.8 9.3 41.4 16.6 49.7 35.5Queue Length 50th (ft) 27 15 0 84 67 0 227 134 83 233Queue Length 95th (ft) 71 47 38 175 142 55 396 218 174 388Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 150 150 150 200 250 125Base Capacity (vph) 352 523 519 362 501 536 829 2319 373 1441Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.15 0.06 0.21 0.43 0.26 0.28 0.52 0.31 0.40 0.60Intersection SummaryAvila Ranch Near Term Plus Project no BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 50 30 100 143 120 140 403 604 72 140 765 40Future Volume (veh/h) 50 30 100 143 120 140 403 604 72 140 765 40Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 54 32 108 154 129 151 433 649 77 151 823 43Adj No. of Lanes111111120120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 232 367 306 308 367 306 489 1588 188 189 1127 59Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.28 0.50 0.50 0.11 0.33 0.33Sat Flow, veh/h 1083 1863 1554 1226 1863 1554 1774 3184 377 1774 3419 179Grp Volume(v), veh/h 54 32 108 154 129 151 433 360 366 151 426 440Grp Sat Flow(s),veh/h/ln 1083 1863 1554 1226 1863 1554 1774 1770 1792 1774 1770 1828Q Serve(g_s), s 3.9 1.2 5.2 10.1 5.1 7.4 20.1 11.0 11.1 7.2 18.3 18.3Cycle Q Clear(g_c), s 9.0 1.2 5.2 11.3 5.1 7.4 20.1 11.0 11.1 7.2 18.3 18.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.10Lane Grp Cap(c), veh/h 232 367 306 308 367 306 489 883 894 189 584 603V/C Ratio(X) 0.23 0.09 0.35 0.50 0.35 0.49 0.89 0.41 0.41 0.80 0.73 0.73Avail Cap(c_a), veh/h 321 519 433 394 497 415 824 1171 1186 371 719 743HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 33.7 28.2 29.8 32.9 29.8 30.7 29.9 13.6 13.6 37.6 25.5 25.5Incr Delay (d2), s/veh 0.5 0.1 0.7 1.3 0.6 1.2 6.5 0.3 0.3 7.5 2.9 2.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.2 0.6 2.3 3.5 2.7 3.3 10.7 5.4 5.6 3.9 9.3 9.6LnGrp Delay(d),s/veh 34.2 28.3 30.5 34.1 30.4 32.0 36.3 13.9 13.9 45.0 28.4 28.3LnGrp LOS CCCCCCDBBDCCApproach Vol, veh/h 194 434 1159 1017Approach Delay, s/veh 31.2 32.3 22.3 30.8Approach LOS CCCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 14.2 49.0 23.0 28.7 34.4 23.0Change Period (Y+Rc), s 5.0 6.0 * 6 5.0 6.0 6.0Max Green Setting (Gmax), s 18.0 57.0 * 24 40.0 35.0 23.0Max Q Clear Time (g_c+I1), s 9.2 13.1 11.0 22.1 20.3 13.3Green Ext Time (p_c), s 0.3 13.0 2.7 1.6 8.1 2.3Intersection SummaryHCM 2010 Ctrl Delay 27.6HCM 2010 LOS CNotes Avila Ranch Near Term Plus Project no BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.0 48.1 61.6 61.7Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4455Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7266.5 7266.5 7266.5 7266.5Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3220.0 3221.5 3354.4 3355.4Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 47.0 47.0 47.0 47.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.34 2.32 2.98 2.87Pedestrian Crosswalk LOS B B C CAvila Ranch Near Term Plus Project no BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 194 434 1159 1017Effct. Green for Bike (s) 17.1 16.1 43.1 28.4Cross Street Width (ft) 61.6 61.7 48.1 48.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 297 280 750 494Bicycle Delay (s/bike) 41.7 42.5 22.5 32.6Bicycle Compliance Poor Poor Fair PoorBicycle LOS Score 2.82 3.22 1.97 1.85Bicycle LOS C C A A Avila Ranch Near Term Plus Project no BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 20 21 377 384 344 42 607 496 292 745v/c Ratio 0.11 0.07 0.80 0.81 0.50 0.34 0.78 0.50 0.80 0.51Control Delay 41.3 0.4 48.7 49.5 6.7 55.3 43.7 3.9 56.7 25.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 41.3 0.4 48.7 49.5 6.7 55.3 43.7 3.9 56.7 25.7Queue Length 50th (ft) 12 0 232 237 0 25 183 16 176 194Queue Length 95th (ft) 34 0 #534 #546 80 70 #312 59 #420 335Internal Link Dist (ft) 403 1256 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 532 579 473 476 693 134 958 991 364 1467Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.04 0.04 0.80 0.81 0.50 0.31 0.63 0.50 0.80 0.51Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 10 20 710 20 330 40 583 476 280 685 30Future Volume (veh/h) 10 10 20 710 20 330 40 583 476 280 685 30Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 10 21 755 0 0 42 607 496 292 714 31Adj No. of Lanes011201121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 29 29 51 881 0 393 53 960 821 331 1479 64Arrive On Green 0.03 0.03 0.03 0.25 0.00 0.00 0.03 0.27 0.27 0.19 0.43 0.43Sat Flow, veh/h 909 909 1573 3548 0 1583 1774 3539 1578 1774 3455 150Grp Volume(v), veh/h 20 0 21 755 0 0 42 607 496 292 366 379Grp Sat Flow(s),veh/h/ln 1817 0 1573 1774 0 1583 1774 1770 1578 1774 1770 1836Q Serve(g_s), s 0.9 0.0 1.2 17.9 0.0 0.0 2.1 13.3 19.3 14.1 13.1 13.1Cycle Q Clear(g_c), s 0.9 0.0 1.2 17.9 0.0 0.0 2.1 13.3 19.3 14.1 13.1 13.1Prop In Lane 0.50 1.00 1.00 1.00 1.00 1.00 1.00 0.08Lane Grp Cap(c), veh/h 59 0 51 881 0 393 53 960 821 331 757 786V/C Ratio(X) 0.34 0.00 0.41 0.86 0.00 0.00 0.79 0.63 0.60 0.88 0.48 0.48Avail Cap(c_a), veh/h 559 0 483 1050 0 469 141 1007 842 384 757 786HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 41.6 0.0 41.7 31.5 0.0 0.0 42.4 28.2 14.8 34.8 18.1 18.1Incr Delay (d2), s/veh 3.4 0.0 5.3 6.3 0.0 0.0 22.8 1.2 1.2 18.9 0.5 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.0 0.6 9.5 0.0 0.0 1.3 6.7 12.1 8.6 6.5 6.7LnGrp Delay(d),s/veh 45.0 0.0 47.0 37.8 0.0 0.0 65.2 29.4 16.0 53.7 18.6 18.6LnGrp LOS D D D E C B D B BApproach Vol, veh/h 41 755 1145 1037Approach Delay, s/veh 46.0 37.8 24.9 28.5Approach LOS DDCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 21.4 29.8 8.8 7.6 43.6 27.8Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 19.0 25.0 27.0 7.0 37.0 26.0Max Q Clear Time (g_c+I1), s 16.1 21.3 3.2 4.1 15.1 19.9Green Ext Time (p_c), s 0.3 2.5 0.1 0.0 11.5 2.0Intersection SummaryHCM 2010 Ctrl Delay 29.7HCM 2010 LOS CNotes Avila Ranch Near Term Plus Project no BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 47.1 49.5 74.5 62.6Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 100 70 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2262.5 2286.2 2456.2 2389.3Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.86 3.21 2.90Pedestrian Crosswalk LOS A C C CAvila Ranch Near Term Plus Project no BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 41 1105 1145 1037Effct. Green for Bike (s) 9.6 26.7 21.0 39.1Cross Street Width (ft) 74.5 62.6 49.5 47.1Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 160 445 350 652Bicycle Delay (s/bike) 50.8 36.3 40.8 27.3Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.77 4.34 3.26 3.14Bicycle LOS C E C C Avila Ranch Near Term Plus Project no BP PM7: Horizon Ln & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 806 20 51 1120 30 43Future Volume (Veh/h) 806 20 51 1120 30 43Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 876 22 55 1217 33 47PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 898 2214 887vC1, stage 1 conf vol 887vC2, stage 2 conf vol 1327vCu, unblocked vol 898 2214 887tC, single (s) 4.1 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.2 3.5 3.3p0 queue free % 93 83 86cM capacity (veh/h) 756 197 343Direction, Lane # EB 1 WB 1 NB 1Volume Total 898 1272 80Volume Left 0 55 33Volume Right 22 0 47cSH 1700 756 263Volume to Capacity 0.53 0.07 0.30Queue Length 95th (ft) 0 6 31Control Delay (s) 0.0 2.9 24.6Lane LOS A CApproach Delay (s) 0.0 2.9 24.6Approach LOS CIntersection SummaryAverage Delay 2.5Intersection Capacity Utilization 111.4% ICU Level of Service HAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%330+RUL]RQ/Q 7DQN)DUP2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 10511.5Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1926Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.99Delay for adq Gap 10513.40Avg Ped Delay (s) 10511.50ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 10511.5Level of Service FCrosswalkLength (ft) 46Lanes Crossed 2Veh Vol Crossed 1926Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 16.14Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.99Delay for adq Gap 10513.40Avg Ped Delay (s) 10511.50 Avila Ranch Near Term Plus Project no BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBL SBTLane Group Flow (vph) 693 1089 156 1260v/c Ratio 0.70 0.85 0.79 0.66Control Delay 22.2 26.8 60.4 13.1Queue Delay 0.0 0.0 0.0 0.0Total Delay 22.2 26.8 60.4 13.1Queue Length 50th (ft) 110 188 60 163Queue Length 95th (ft) 161 #346 #169 280Internal Link Dist (ft) 1245 306 1054Turn Bay Length (ft) 200Base Capacity (vph) 1319 1338 197 1977Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.53 0.81 0.79 0.64Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 498 161 838 197 148 1197Future Volume (vph) 498 161 838 197 148 1197Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 6.0 4.0 6.0Lane Util. Factor 0.97 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.96 0.97 1.00 1.00Flt Protected 0.96 1.00 0.95 1.00Satd. Flow (prot) 3332 3424 1770 3539Flt Permitted 0.96 1.00 0.95 1.00Satd. Flow (perm) 3332 3424 1770 3539Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 524 169 882 207 156 1260RTOR Reduction (vph) 50 0 28 0 0 0Lane Group Flow (vph) 643 0 1061 0 156 1260Confl. Peds. (#/hr) 6 1 1Turn Type Prot NA Prot NAProtected Phases 8 2 1 6Permitted PhasesActuated Green, G (s) 17.9 23.1 7.1 34.2Effective Green, g (s) 17.9 23.1 7.1 34.2Actuated g/C Ratio 0.28 0.37 0.11 0.54Clearance Time (s) 5.0 6.0 4.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 945 1253 199 1918v/s Ratio Prot c0.19 c0.31 0.09 c0.36v/s Ratio Permv/c Ratio 0.68 0.85 0.78 0.66Uniform Delay, d1 20.1 18.4 27.3 10.3Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 2.0 5.5 18.0 0.8Delay (s) 22.1 23.9 45.3 11.1Level of Service C C D BApproach Delay (s) 22.1 23.9 14.9Approach LOS C C BIntersection SummaryHCM 2000 Control Delay 19.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.78Actuated Cycle Length (s) 63.1 Sum of lost time (s) 15.0Intersection Capacity Utilization 69.7% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 44.9 59.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 30 30 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7276.3 7276.5 7276.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 3839.8 4566.3 4068.5Crosswalk Circulation Code A A APedestrian Delay (s/p) 27.5 26.6 27.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.26 3.21 3.01Pedestrian Crosswalk LOS B C CAvila Ranch Near Term Plus Project no BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 693 1089 1416Effct. Green for Bike (s) 17.9 23.1 34.2Cross Street Width (ft) 60.1 44.9 59.3Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 511 660 977Bicycle Delay (s/bike) 19.4 15.7 9.2Bicycle Compliance Fair Fair GoodBicycle LOS Score 2.09 2.07 2.56Bicycle LOS B B B Avila Ranch Near Term Plus Project no BP PM9: Higuera & Vachell1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 98 927 249 0 1653Future Volume (Veh/h) 0 98 927 249 0 1653Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 0 103 976 262 0 1740PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 433 386pX, platoon unblocked 0.74vC, conflicting volume 1977 619 1238vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1619 619 1238tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 76 100cM capacity (veh/h) 70 432 558Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 103 651 587 870 870Volume Left00000Volume Right 103 0 262 0 0cSH 432 1700 1700 1700 1700Volume to Capacity 0.24 0.38 0.35 0.51 0.51Queue Length 95th (ft) 230000Control Delay (s) 15.9 0.0 0.0 0.0 0.0Lane LOS CApproach Delay (s) 15.9 0.0 0.0Approach LOS CIntersection SummaryAverage Delay 0.5Intersection Capacity Utilization 49.0% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%330+LJXHUD 9DFKHOO2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 1143720Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2580Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.97Delay for adq Gap 1143720.00Avg Ped Delay (s) 1143720.00ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 1143720Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2580Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.97Delay for adq Gap 1143720.00Avg Ped Delay (s) 1143720.00 Avila Ranch Near Term Plus Project no BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1038 39 75 189 599 1113v/c Ratio 0.76 0.06 0.42 0.22 0.85 0.92Control Delay 29.2 12.3 20.1 14.6 39.2 19.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 29.2 12.3 20.1 14.6 39.2 19.7Queue Length 50th (ft) 277 7 23 63 325 262Queue Length 95th (ft) 386 29 47 104 469 #511Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1483 695 180 1110 892 1247Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.70 0.06 0.42 0.17 0.67 0.89Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 996 37 72 181 575 1068Future Volume (veh/h) 996 37 72 181 575 1068Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1038 39 75 189 599 1112Adj No. of Lanes211111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1177 542 188 991 803 1223Arrive On Green 0.34 0.34 0.04 0.53 0.43 0.43Sat Flow, veh/h 3442 1583 1774 1863 1863 1580Grp Volume(v), veh/h 1038 39 75 189 599 1112Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1580Q Serve(g_s), s 27.0 1.6 2.1 5.0 25.6 41.0Cycle Q Clear(g_c), s 27.0 1.6 2.1 5.0 25.6 41.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1177 542 188 991 803 1223V/C Ratio(X) 0.88 0.07 0.40 0.19 0.75 0.91Avail Cap(c_a), veh/h 1339 616 196 999 803 1223HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 29.5 21.1 18.4 11.6 22.7 7.1Incr Delay (d2), s/veh 6.6 0.1 1.4 0.1 3.8 10.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 13.9 1.7 1.1 2.6 14.0 32.5LnGrp Delay(d),s/veh 36.0 21.2 19.7 11.7 26.5 17.3LnGrp LOS D C B B C BApproach Vol, veh/h 1077 264 1711Approach Delay, s/veh 35.5 14.0 20.5Approach LOS D B CTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 56.6 38.5 9.6 47.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 51.0 37.0 4.0 41.0Max Q Clear Time (g_c+I1), s 7.0 29.0 4.1 43.0Green Ext Time (p_c), s 20.7 3.5 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 25.2HCM 2010 LOS C Avila Ranch Near Term Plus Project no BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 61.2 36.1 58.9Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 4 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 0 2Ped. Right-Left Flow Rate (p/h) 2 0 2Ped. R. Sidewalk Flow Rate (p/h) 2 0 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 12129.2 18193.8 7265.0Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.0 0.0 0.1Crosswalk Circulation Code F - FPedestrian Delay (s/p) 50.0 50.0 50.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.79 2.39 2.86Pedestrian Crosswalk LOS C B CAvila Ranch Near Term Plus Project no BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 1077 264 1711Effct. Green for Bike (s) 35.5 40.9 33.5Cross Street Width (ft) 36.1 58.9 61.2Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 710 818 670Bicycle Delay (s/bike) 20.8 17.5 22.1Bicycle Compliance Fair Fair FairBicycle LOS Score 1.93 1.82 4.25Bicycle LOS A A D Avila Ranch Near Term Plus Project no BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBTLane Group Flow (vph) 132 262 665v/c Ratio 0.31 0.27 0.73Control Delay 5.7 4.7 13.0Queue Delay 0.0 0.0 0.0Total Delay 5.7 4.7 13.0Queue Length 50th (ft) 3 15 58Queue Length 95th (ft) 24 43 #210Internal Link Dist (ft) 1779 852 1929Turn Bay Length (ft)Base Capacity (vph) 920 980 925Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.14 0.27 0.72Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 19 102 210 31 72 540Future Volume (vph) 19 102 210 31 72 540Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00Frt 0.89 0.98 1.00Flt Protected 0.99 1.00 0.99Satd. Flow (prot) 1638 1830 1852Flt Permitted 0.99 1.00 0.94Satd. Flow (perm) 1638 1830 1744Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 21 111 228 34 78 587RTOR Reduction (vph) 88 0 10 0 0 0Lane Group Flow (vph) 44 0 252 0 0 665Turn Type Prot NA Perm NAProtected Phases 8 2 6Permitted Phases 6Actuated Green, G (s) 6.3 15.9 15.9Effective Green, g (s) 6.3 15.9 15.9Actuated g/C Ratio 0.21 0.53 0.53Clearance Time (s) 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 341 963 918v/s Ratio Prot c0.03 0.14v/s Ratio Perm c0.38v/c Ratio 0.13 0.26 0.72Uniform Delay, d1 9.7 3.9 5.5Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.2 0.1 2.9Delay (s) 9.9 4.1 8.3Level of Service A A AApproach Delay (s) 9.9 4.1 8.3Approach LOS A A AIntersection SummaryHCM 2000 Control Delay 7.5 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.56Actuated Cycle Length (s) 30.2 Sum of lost time (s) 8.0Intersection Capacity Utilization 62.7% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group Avila Ranch Near Term Plus Project no BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 32.8 35.6 36.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 2 2 2Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 2 6 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 20.0 20.0 20.0Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 1.81 2.33 2.43Pedestrian Crosswalk LOS A B BAvila Ranch Near Term Plus Project no BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 132 262 665Effct. Green for Bike (s) 6.3 15.9 15.9Cross Street Width (ft) 36.0 32.8 35.6Through Lanes Number 1 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 315 795 795Bicycle Delay (s/bike) 14.2 7.3 7.3Bicycle Compliance Fair Good GoodBicycle LOS Score 2.33 2.49 3.20Bicycle LOS B B C Avila Ranch Near Term Plus Project no BP PM12: Buckley & Vachell1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 64 38 73 142 246 49Future Volume (Veh/h) 64 38 73 142 246 49Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 70 41 79 154 267 53PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 233 337 156vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 233 337 156tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 95 57 94cM capacity (veh/h) 1335 624 890Direction, Lane # EB 1 WB 1 SB 1Volume Total 111 233 320Volume Left 70 0 267Volume Right 0 154 53cSH 1335 1700 656Volume to Capacity 0.05 0.14 0.49Queue Length 95th (ft) 4 0 67Control Delay (s) 5.1 0.0 15.6Lane LOS A CApproach Delay (s) 5.1 0.0 15.6Approach LOS CIntersection SummaryAverage Delay 8.4Intersection Capacity Utilization 44.7% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%330%XFNOH\ 9DFKHOO2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 2.6Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 111Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.31Prob of Blocked Lane 0.17Delay for adq Gap 8.28Avg Ped Delay (s) 2.59ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 2.6Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 111Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.31Prob of Blocked Lane 0.17Delay for adq Gap 8.28Avg Ped Delay (s) 2.59 Avila Ranch Near Term Plus Project no BP PM13: Buckley & Project Entry1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 24 222 223 27 17 21Future Volume (Veh/h) 24 222 223 27 17 21Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 26 241 242 29 18 23PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 271 550 256vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 271 550 256tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 98 96 97cM capacity (veh/h) 1292 486 782Direction, Lane # EB 1 WB 1 SB 1Volume Total 267 271 41Volume Left 26 0 18Volume Right 0 29 23cSH 1292 1700 617Volume to Capacity 0.02 0.16 0.07Queue Length 95th (ft) 2 0 5Control Delay (s) 0.9 0.0 11.2Lane LOS A BApproach Delay (s) 0.9 0.0 11.2Approach LOS BIntersection SummaryAverage Delay 1.2Intersection Capacity Utilization 39.7% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%330%XFNOH\ 3URMHFW(QWU\2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 16.1Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 445Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.78Prob of Blocked Lane 0.53Delay for adq Gap 20.67Avg Ped Delay (s) 16.06ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 16.1Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 445Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.78Prob of Blocked Lane 0.53Delay for adq Gap 20.67Avg Ped Delay (s) 16.06 Avila Ranch Near Term Plus Project no BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 75 306 41 91 520 21 1135 34v/c Ratio 0.43 0.88 0.47 0.72 0.37 0.23 0.91 0.03Control Delay 56.9 47.2 50.6 85.0 7.1 60.4 28.9 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 56.9 47.2 50.6 85.0 7.1 60.4 28.9 0.1Queue Length 50th (ft) 53 109 15 68 102 15 651 0Queue Length 95th (ft) 103 #239 #66 #174 238 44 #1117 0Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360 470Base Capacity (vph) 298 349 87 126 1398 91 1341 1136Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.25 0.88 0.47 0.72 0.37 0.23 0.85 0.03Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Near Term Plus Project no BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 62 10 294 10 10 20 87 490 10 20 1090 33Future Volume (veh/h) 62 10 294 10 10 20 87 490 10 20 1090 33Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.91 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 65 10 306 10 10 21 91 510 10 21 1135 34Adj No. of Lanes011010110111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 207 32 298 12 12 26 101 1196 23 29 1166 969Arrive On Green 0.14 0.14 0.14 0.03 0.03 0.03 0.06 0.68 0.68 0.02 0.64 0.64Sat Flow, veh/h 1532 236 1519 384 384 807 1712 1756 34 1739 1825 1517Grp Volume(v), veh/h 75 0 306 41 0 0 91 0 520 21 1135 34Grp Sat Flow(s),veh/h/ln 1768 0 1519 1575 0 0 1712 0 1791 1739 1825 1517Q Serve(g_s), s 4.5 0.0 16.0 3.1 0.0 0.0 6.2 0.0 15.4 1.4 70.3 1.0Cycle Q Clear(g_c), s 4.5 0.0 16.0 3.1 0.0 0.0 6.2 0.0 15.4 1.4 70.3 1.0Prop In Lane 0.87 1.00 0.24 0.51 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 239 0 298 50 0 0 101 0 1219 29 1166 969V/C Ratio(X) 0.31 0.00 1.03 0.82 0.00 0.00 0.90 0.00 0.43 0.72 0.97 0.04Avail Cap(c_a), veh/h 239 0 298 53 0 0 101 0 1219 73 1188 987HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 46.2 0.0 47.7 57.0 0.0 0.0 55.3 0.0 8.5 57.9 20.4 7.9Incr Delay (d2), s/veh 0.7 0.0 59.1 60.7 0.0 0.0 58.2 0.0 0.2 27.6 19.8 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.3 0.0 14.6 2.2 0.0 0.0 4.6 0.0 7.6 0.9 41.4 0.4LnGrp Delay(d),s/veh 46.9 0.0 106.8 117.6 0.0 0.0 113.5 0.0 8.7 85.5 40.2 7.9LnGrp LOS D F F F A F D AApproach Vol, veh/h 381 41 611 1190Approach Delay, s/veh 95.1 117.6 24.3 40.1Approach LOS F F C DTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 6.0 84.6 20.0 11.0 79.6 7.7Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 79.0 16.0 7.0 77.0 4.0Max Q Clear Time (g_c+I1), s 3.4 17.4 18.0 8.2 72.3 5.1Green Ext Time (p_c), s 0.0 21.8 0.0 0.0 3.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 46.6HCM 2010 LOS D Avila Ranch Near Term Plus Project no BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.6 24.1 37.1 48.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3234Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h) 1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4894.5 0.0 4815.1 5120.2Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.21 1.78 2.96 2.80Pedestrian Crosswalk LOS B A C CAvila Ranch Near Term Plus Project no BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 381 41 611 1190Effct. Green for Bike (s) 10.3 4.4 80.6 70.3Cross Street Width (ft) 37.1 48.3 24.1 39.6Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 172 73 1343 1172Bicycle Delay (s/bike) 50.1 55.7 6.5 10.3Bicycle Compliance Poor Poor Good FairBicycle LOS Score 2.76 2.37 2.94 4.13Bicycle LOS C B C D Avila Ranch Near Term Plus Project no BP PM15: Earthwood & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 34 108 7 48 72 4Future Volume (Veh/h) 34 108 7 48 72 4Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 37 117 8 52 78 4PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 154 164 96vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 154 164 96tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 91 100cM capacity (veh/h) 1426 823 961Direction, Lane # EB 1 WB 1 NB 1Volume Total 154 60 82Volume Left 0 8 78Volume Right 117 0 4cSH 1700 1426 828Volume to Capacity 0.09 0.01 0.10Queue Length 95th (ft) 0 0 8Control Delay (s) 0.0 1.0 9.8Lane LOS A AApproach Delay (s) 0.0 1.0 9.8Approach LOS AIntersection SummaryAverage Delay 2.9Intersection Capacity Utilization 19.3% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%330(DUWKZRRG 6XEXUEDQ2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 3.1Level of Service ACrosswalkLength (ft) 44Lanes Crossed 2Veh Vol Crossed 82Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 15.57Prob of Delayed X-ing 0.30Prob of Blocked Lane 0.16Delay for adq Gap 10.45Avg Ped Delay (s) 3.12ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 1.8Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 82Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.24Prob of Blocked Lane 0.13Delay for adq Gap 7.64Avg Ped Delay (s) 1.85 Avila Ranch Near Term Plus Project no BP PM16: Horizon Ln & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 4 58 62 8 14 7Future Volume (vph) 4 58 62 8 14 7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 4 63 67 9 15 8Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 67 76 23Volume Left (vph) 4 67 0Volume Right (vph) 63 0 8Hadj (s) -0.52 0.21 -0.17Departure Headway (s) 3.6 4.3 3.9Degree Utilization, x 0.07 0.09 0.03Capacity (veh/h) 969 821 892Control Delay (s) 6.9 7.7 7.0Approach Delay (s) 6.9 7.7 7.0Approach LOS A A AIntersection SummaryDelay 7.3Level of Service AIntersection Capacity Utilization 21.0% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Near Term Plus Project no BP PM17: Vachell & Venture Dr1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 32 8 139 57 56 261Future Volume (Veh/h) 32 8 139 57 56 261Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 35 9 151 62 61 284PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 588 182 213vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 588 182 213tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 92 99 96cM capacity (veh/h) 450 861 1357Direction, Lane # WB 1 NB 1 SB 1Volume Total 44 213 345Volume Left 35 0 61Volume Right 9 62 0cSH 499 1700 1357Volume to Capacity 0.09 0.13 0.04Queue Length 95th (ft) 7 0 4Control Delay (s) 12.9 0.0 1.7Lane LOS B AApproach Delay (s) 12.9 0.0 1.7Approach LOS BIntersection SummaryAverage Delay 1.9Intersection Capacity Utilization 41.0% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%330(DUWKZRRG 6XEXUEDQ2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 3.1Level of Service ACrosswalkLength (ft) 44Lanes Crossed 2Veh Vol Crossed 82Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 15.57Prob of Delayed X-ing 0.30Prob of Blocked Lane 0.16Delay for adq Gap 10.45Avg Ped Delay (s) 3.12ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 1.8Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 82Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.24Prob of Blocked Lane 0.13Delay for adq Gap 7.64Avg Ped Delay (s) 1.85Avila Ranch Near Term Plus Project no BP PM18: Vachell & Project Entry1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 19 11 186 10 17 275Future Volume (Veh/h) 19 11 186 10 17 275Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 21 12 202 11 18 299PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 542 208 213vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 542 208 213tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 99 99cM capacity (veh/h) 494 833 1357Direction, Lane # WB 1 NB 1 SB 1Volume Total 33 213 317Volume Left 21 0 18Volume Right 12 11 0cSH 580 1700 1357Volume to Capacity 0.06 0.13 0.01Queue Length 95th (ft) 5 0 1Control Delay (s) 11.6 0.0 0.6Lane LOS B AApproach Delay (s) 11.6 0.0 0.6Approach LOS BIntersection SummaryAverage Delay 1.0Intersection Capacity Utilization 38.4% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK 1HDU7HUP3OXV3URMHFWQR%3309DFKHOO 3URMHFW(QWU\2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 17Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 461Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.79Prob of Blocked Lane 0.54Delay for adq Gap 21.58Avg Ped Delay (s) 17.02ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 17Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 461Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.79Prob of Blocked Lane 0.54Delay for adq Gap 21.58Avg Ped Delay (s) 17.02Avila Ranch Cumulative AM1: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 1054 1424v/c Ratio 0.30 0.76Control Delay 0.2 3.0Queue Delay 0.0 0.0Total Delay 0.2 3.0Queue Length 50th (ft) 0 0Queue Length 95th (ft) 0 0Internal Link Dist (ft) 872 236Turn Bay Length (ft)Base Capacity (vph) 3539 1863Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.30 0.76Intersection Summary Avila Ranch Cumulative AM1: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 970 1310 0Future Volume (veh/h) 0 0 0 970 1310 0Number 1 6 2 12Initial Q (Qb), veh0000Ped-Bike Adj(A_pbT) 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863Adj Flow Rate, veh/h 0 1054 1424 0Adj No. of Lanes1211Peak Hour Factor 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2222Cap, veh/h 81 3340 1758 1494Arrive On Green 0.00 0.94 0.94 0.00Sat Flow, veh/h 375 3632 1863 1583Grp Volume(v), veh/h 0 1054 1424 0Grp Sat Flow(s),veh/h/ln 375 1770 1863 1583Q Serve(g_s), s 0.0 2.1 16.2 0.0Cycle Q Clear(g_c), s 0.0 2.1 16.2 0.0Prop In Lane 1.00 1.00Lane Grp Cap(c), veh/h 81 3340 1758 1494V/C Ratio(X) 0.00 0.32 0.81 0.00Avail Cap(c_a), veh/h 81 3340 1758 1494HCM Platoon Ratio 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.89 0.82 0.00Uniform Delay (d), s/veh 0.0 0.2 0.6 0.0Incr Delay (d2), s/veh 0.0 0.2 3.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 1.0 8.4 0.0LnGrp Delay(d),s/veh 0.0 0.4 4.0 0.0LnGrp LOS A AApproach Vol, veh/h 1054 1424Approach Delay, s/veh 0.4 4.0Approach LOS A ATimer12345678Assigned Phs 2 6Phs Duration (G+Y+Rc), s 89.0 89.0Change Period (Y+Rc), s 5.0 5.0Max Green Setting (Gmax), s 84.0 84.0Max Q Clear Time (g_c+I1), s 18.2 4.1Green Ext Time (p_c), s 50.4 58.2Intersection SummaryHCM 2010 Ctrl Delay 2.5HCM 2010 LOS AAvila Ranch Cumulative AM1: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 12.4 60.0 60.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 1 5 4Number of Right-Turn Islands 0 0 0Type of Control None NoneActuatedCorresponding Signal Phase 2 0 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 50 500 085th percentile speed (mph) 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 44.5 44.5 44.5Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 1.50 3.58 2.85Pedestrian Crosswalk LOS A D C Avila Ranch Cumulative AM1: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 1054 1424Effct. Green for Bike (s) 0.0 89.0 89.0Cross Street Width (ft) 60.0 60.0 12.4Through Lanes Number 0 2 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 0 2000 2000Bicycle Delay (s/bike) 0.0 0.0 0.0Bicycle Compliance - -Bicycle LOS Score 0.00 3.35 4.10Bicycle LOS C DAvila Ranch Cumulative AM2: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBT NBR SBT SBRLane Group Flow (vph) 521 213 511 117 1245 149v/c Ratio 0.69 0.53 0.21 0.11 0.52 0.13Control Delay 36.7 24.9 6.4 1.7 9.0 1.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.7 24.9 6.4 1.7 9.0 1.6Queue Length 50th (ft) 141 72 50 0 162 0Queue Length 95th (ft) 177 130 88 19 262 21Internal Link Dist (ft) 385 872Turn Bay Length (ft) 50 100 180Base Capacity (vph) 1010 514 2383 1104 2383 1114Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.52 0.41 0.21 0.11 0.52 0.13Intersection Summary Avila Ranch Cumulative AM2: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 490 0 200000048011001170 140Future Volume (veh/h) 490 0 200000048011001170 140Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh 0 0 0000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 0 1863 0 1863 1863 0 1863 1863Adj Flow Rate, veh/h 521 0 213 0 511 0 0 1245 0Adj No. of Lanes 2 0 1021021Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 202 022022Cap, veh/h 679 0 312 0 2468 1104 0 2468 1104Arrive On Green 0.20 0.00 0.20 0.00 0.70 0.00 0.00 0.70 0.00Sat Flow, veh/h 3442 0 1583 0 3632 1583 0 3632 1583Grp Volume(v), veh/h 521 0 213 0 511 0 0 1245 0Grp Sat Flow(s),veh/h/ln 1721 0 1583 0 1770 1583 0 1770 1583Q Serve(g_s), s 12.9 0.0 11.2 0.0 4.6 0.0 0.0 14.8 0.0Cycle Q Clear(g_c), s 12.9 0.0 11.2 0.0 4.6 0.0 0.0 14.8 0.0Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00Lane Grp Cap(c), veh/h 679 0 312 0 2468 1104 0 2468 1104V/C Ratio(X) 0.77 0.00 0.68 0.00 0.21 0.00 0.00 0.50 0.00Avail Cap(c_a), veh/h 1013 0 466 0 2468 1104 0 2468 1104HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.00 0.00 0.56 0.00Uniform Delay (d), s/veh 34.2 0.0 33.5 0.0 4.8 0.0 0.0 6.4 0.0Incr Delay (d2), s/veh 2.0 0.0 2.6 0.0 0.2 0.0 0.0 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.3 0.0 5.1 0.0 2.3 0.0 0.0 7.2 0.0LnGrp Delay(d),s/veh 36.2 0.0 36.1 0.0 5.0 0.0 0.0 6.8 0.0LnGrp LOS D D A AApproach Vol, veh/h 734 511 1245Approach Delay, s/veh 36.2 5.0 6.8Approach LOS D A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 68.8 68.8 21.2Change Period (Y+Rc), s 6.0 6.0 3.5Max Green Setting (Gmax), s 54.0 54.0 26.5Max Q Clear Time (g_c+I1), s 16.8 6.6 14.9Green Ext Time (p_c), s 18.8 20.9 2.9Intersection SummaryHCM 2010 Ctrl Delay 15.1HCM 2010 LOS BAvila Ranch Cumulative AM2: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.1 18.5 65.0 62.2Crosswalk Width (ft) 10.0 12.0 10.0 10.0Total Number of Lanes Crossed4144Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase2636Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.36 1.55 2.73 2.73Pedestrian Crosswalk LOSBABB Avila Ranch Cumulative AM2: LOVR & 101 NB6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 734 0 628 1394Effct. Green for Bike (s) 0.0 0.0 60.6 60.6Cross Street Width (ft) 65.0 62.2 18.5 48.1Through Lanes Number0022Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 0 1347 1347Bicycle Delay (s/bike) 0.0 0.0 4.8 4.8Bicycle Compliance Good GoodBicycle LOS Score 0.00 0.00 2.36 3.45Bicycle LOS B CAvila Ranch Cumulative AM3: Higuera & South6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 31 10 521 125 40 417 521 125 552v/c Ratio 0.33 0.04 0.59 0.26 0.30 0.31 0.46 0.56 0.34Control Delay 51.8 0.3 29.9 10.6 46.5 22.1 2.4 46.3 17.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.8 0.3 29.9 10.6 46.5 22.1 2.4 46.3 17.8Queue Length 50th (ft) 17 0 131 13 22 94 13 66 114Queue Length 95th (ft) 47 0 182 55 56 142 36 127 168Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 93 238 1142 604 135 1339 1198 271 1605Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.33 0.04 0.46 0.21 0.30 0.31 0.43 0.46 0.34Intersection Summary Avila Ranch Cumulative AM3: Higuera & South6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 20 10 500 30 90 40 400 500 120 500 30Future Volume (veh/h) 10 20 10 500 30 90 40 400 500 120 500 30Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 21 10 521 31 94 40 417 521 125 521 31Adj No. of Lanes011210121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 1.00 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 18 38 46 728 86 260 53 1289 905 191 1500 89Arrive On Green 0.03 0.03 0.03 0.21 0.21 0.21 0.03 0.36 0.36 0.11 0.44 0.44Sat Flow, veh/h 591 1242 1519 3442 405 1227 1774 3539 1566 1774 3392 201Grp Volume(v), veh/h 31 0 10 521 0 125 40 417 521 125 271 281Grp Sat Flow(s),veh/h/ln 1833 0 1519 1721 0 1632 1774 1770 1566 1774 1770 1824Q Serve(g_s), s 1.3 0.0 0.5 10.8 0.0 5.0 1.7 6.5 16.3 5.2 7.8 7.8Cycle Q Clear(g_c), s 1.3 0.0 0.5 10.8 0.0 5.0 1.7 6.5 16.3 5.2 7.8 7.8Prop In Lane 0.32 1.00 1.00 0.75 1.00 1.00 1.00 0.11Lane Grp Cap(c), veh/h 56 0 46 728 0 345 53 1289 905 191 782 806V/C Ratio(X) 0.56 0.00 0.22 0.72 0.00 0.36 0.75 0.32 0.58 0.65 0.35 0.35Avail Cap(c_a), veh/h 95 0 79 1164 0 552 138 1289 905 277 782 806HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 36.8 0.0 36.4 28.2 0.0 25.9 37.0 17.6 10.4 32.9 14.1 14.1Incr Delay (d2), s/veh 8.4 0.0 2.3 1.3 0.0 0.6 19.2 0.7 2.7 3.7 1.2 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.2 5.3 0.0 2.3 1.1 3.3 11.1 2.7 4.0 4.2LnGrp Delay(d),s/veh 45.2 0.0 38.7 29.5 0.0 26.5 56.2 18.3 13.0 36.7 15.3 15.3LnGrp LOS D D C C E B B D B BApproach Vol, veh/h 41 646 978 677Approach Delay, s/veh 43.6 28.9 17.0 19.3Approach LOS D C B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.3 40.0 22.3 13.3 34.0 7.3Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 6.0 34.0 26.0 12.0 28.0 4.0Max Q Clear Time (g_c+I1), s 3.7 9.8 12.8 7.2 18.3 3.3Green Ext Time (p_c), s 0.1 3.6 2.7 0.2 3.9 0.0Intersection SummaryHCM 2010 Ctrl Delay 21.4HCM 2010 LOS CAvila Ranch Cumulative AM3: Higuera & South6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase2684Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h)0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0 10 10 10Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 40 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.66 2.80 2.55Pedestrian Crosswalk LOS B B C B Avila Ranch Cumulative AM3: Higuera & South6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 41 646 978 677Effct. Green for Bike (s) 4.1 20.7 30.5 36.8Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 450 663 800Bicycle Delay (s/bike) 42.0 27.6 20.6 16.6Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.93 2.65 2.22 1.91Bicycle LOS C B B AAvila Ranch Cumulative AM4: Higuera & Madonna6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 323 319 478 5 22 109 440 657 457v/c Ratio 0.63 0.61 0.51 0.03 0.11 0.46 0.25 0.66 0.28Control Delay 27.8 27.3 3.7 33.2 25.1 38.5 11.3 24.8 5.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.8 27.3 3.7 33.2 25.1 38.5 11.3 24.8 5.4Queue Length 50th (ft) 100 97 7 2 4 37 42 107 23Queue Length 95th (ft) 256 252 47 13 27 #120 107 220 78Internal Link Dist (ft) 964 964 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 705 711 949 475 471 267 2313 1471 1974Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.46 0.45 0.50 0.01 0.05 0.41 0.19 0.45 0.23Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative AM4: Higuera & Madonna6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 560 30 440 5 10 10 100 400 5 5 600 420Future Volume (veh/h) 560 30 440 5 10 10 100 400 5 5 600 420Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 633 0 0 5 11 11 109 435 5 5 652 457Adj No. of Lanes201110120022Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 905 0 530 56 27 27 141 1771 20 69 1182 1654Arrive On Green 0.26 0.00 0.00 0.03 0.03 0.03 0.08 0.49 0.49 0.34 0.34 0.34Sat Flow, veh/h 3548 0 1583 1774 844 844 1774 3584 41 6 3461 2762Grp Volume(v), veh/h 633005022109215225352305457Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1689 1774 1770 1855 1857 1610 1381Q Serve(g_s), s 8.9 0.0 0.0 0.1 0.0 0.7 3.3 3.8 3.8 0.0 8.4 4.4Cycle Q Clear(g_c), s 8.9 0.0 0.0 0.1 0.0 0.7 3.3 3.8 3.8 8.4 8.4 4.4Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.02 0.01 1.00Lane Grp Cap(c), veh/h 905 0 530 56 0 54 141 874 917 701 550 1654V/C Ratio(X) 0.70 0.00 0.00 0.09 0.00 0.41 0.77 0.25 0.25 0.50 0.55 0.28Avail Cap(c_a), veh/h 1618 0 848 518 0 493 291 1259 1320 945 764 2021HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 18.5 0.0 0.0 25.8 0.0 26.0 24.7 8.0 8.0 14.7 14.7 5.3Incr Delay (d2), s/veh 1.0 0.0 0.0 0.7 0.0 4.9 8.6 0.1 0.1 0.6 0.9 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 0.1 0.0 0.4 1.9 1.9 2.0 4.4 3.9 2.7LnGrp Delay(d),s/veh 19.5 0.0 0.0 26.4 0.0 31.0 33.3 8.1 8.1 15.2 15.5 5.4LnGrp LOS B C CCAABBAApproach Vol, veh/h 633 27 549 1114Approach Delay, s/veh 19.5 30.1 13.1 11.3Approach LOS B C B BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 31.1 18.0 8.4 22.7 5.7Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 9.0 26.0 16.0Max Q Clear Time (g_c+I1), s 5.8 10.9 5.3 10.4 2.7Green Ext Time (p_c), s 11.8 2.6 0.1 8.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 14.2HCM 2010 LOS BNotesAvila Ranch Cumulative AM4: Higuera & Madonna6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands1001Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h)2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 100 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.74 1.97 2.80 2.49Pedestrian Crosswalk LOS B A C B Avila Ranch Cumulative AM4: Higuera & Madonna6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1120 27 549 1114Effct. Green for Bike (s) 19.7 6.9 32.1 19.1Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 428 150 698 415Bicycle Delay (s/bike) 28.4 39.4 19.5 28.9Bicycle Compliance Fair Poor Fair FairBicycle LOS Score 3.19 1.23 1.28 2.22Bicycle LOS C A A BAvila Ranch Cumulative AM5: Higuera & Prado6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 109 1304 489 217 543 217 326 326 98 348 565 98v/c Ratio 0.45 0.94 0.61 0.76 0.39 0.29 0.92 0.43 0.23 0.98 0.75 0.23Control Delay 50.2 42.6 16.2 62.6 22.4 4.0 75.7 34.7 3.9 88.2 42.4 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.2 42.6 16.2 62.6 22.4 4.0 75.7 34.7 3.9 88.2 42.4 3.8Queue Length 50th (ft) 34 403 155 69 125 0 105 92 0 112 172 0Queue Length 95th (ft) 62 #576 261 #129 177 46 #194 133 23 #211 231 23Internal Link Dist (ft) 882 795 1342 828Turn Bay Length (ft) 250 250 150 200 220 200 175 125Base Capacity (vph) 248 1392 807 284 1399 757 355 879 482 355 879 485Starvation Cap Reductn000000000000Spillback Cap Reductn000000000000Storage Cap Reductn000000000000Reduced v/c Ratio 0.44 0.94 0.61 0.76 0.39 0.29 0.92 0.37 0.20 0.98 0.64 0.20Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative AM5: Higuera & Prado6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 100 1200 450 200 500 200 300 300 90 320 520 90Future Volume (veh/h) 100 1200 450 200 500 200 300 300 90 320 520 90Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 109 1304 489 217 543 217 326 326 98 348 565 98Adj No. of Lanes221221221221Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 171 1372 771 283 1487 660 355 745 329 355 745 329Arrive On Green 0.05 0.39 0.39 0.08 0.42 0.42 0.10 0.21 0.21 0.10 0.21 0.21Sat Flow, veh/h 3442 3539 1569 3442 3539 1570 3442 3539 1563 3442 3539 1563Grp Volume(v), veh/h 109 1304 489 217 543 217 326 326 98 348 565 98Grp Sat Flow(s),veh/h/ln 1721 1770 1569 1721 1770 1570 1721 1770 1563 1721 1770 1563Q Serve(g_s), s 3.0 34.6 22.4 6.0 10.2 9.0 9.1 7.8 5.1 9.8 14.5 5.1Cycle Q Clear(g_c), s 3.0 34.6 22.4 6.0 10.2 9.0 9.1 7.8 5.1 9.8 14.5 5.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 171 1372 771 283 1487 660 355 745 329 355 745 329V/C Ratio(X) 0.64 0.95 0.63 0.77 0.37 0.33 0.92 0.44 0.30 0.98 0.76 0.30Avail Cap(c_a), veh/h 249 1388 778 284 1487 660 355 876 387 355 876 387HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 45.2 28.8 18.3 43.6 19.2 18.9 43.1 33.3 32.2 43.4 36.0 32.2Incr Delay (d2), s/veh 3.9 14.0 1.7 11.9 0.2 0.3 28.1 0.4 0.5 42.2 3.3 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 19.5 9.9 3.3 5.0 3.9 5.7 3.8 2.3 6.7 7.4 2.3LnGrp Delay(d),s/veh 49.1 42.8 19.9 55.4 19.4 19.2 71.1 33.7 32.7 85.6 39.2 32.7LnGrp LOS DDBEBBECCFDCApproach Vol, veh/h 1902 977 750 1011Approach Delay, s/veh 37.3 27.4 49.8 54.6Approach LOS DCDDTimer12345678Assigned Phs12345678Phs Duration (G+Y+Rc), s 15.0 26.4 12.0 43.6 15.0 26.4 8.8 46.7Change Period (Y+Rc), s 5.0 6.0 4.0 * 6 5.0 6.0 4.0 6.0Max Green Setting (Gmax), s 10.0 24.0 8.0 * 38 10.0 24.0 7.0 38.0Max Q Clear Time (g_c+I1), s 11.8 9.8 8.0 36.6 11.1 16.5 5.0 12.2Green Ext Time (p_c), s 0.0 5.5 0.0 0.9 0.0 3.7 0.1 20.0Intersection SummaryHCM 2010 Ctrl Delay 41.0HCM 2010 LOS DNotesAvila Ranch Cumulative AM5: Higuera & Prado6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 84.8 84.3 85.2 85.4Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed7777Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7270.2 7270.2 7270.2 7270.2Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4102.3 4099.0 4080.5 4081.9Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 39.6 39.6 39.6 39.6Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 3.01 2.99 3.04 2.96Pedestrian Crosswalk LOSCCCC Avila Ranch Cumulative AM5: Higuera & Prado6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1902 977 750 1011Effct. Green for Bike (s) 38.1 38.2 20.6 20.6Cross Street Width (ft) 85.2 85.4 84.3 84.8Through Lanes Number2222Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 762 764 412 412Bicycle Delay (s/bike) 19.2 19.1 31.5 31.5Bicycle Compliance Fair Fair Poor PoorBicycle LOS Score 4.43 3.67 2.18 2.40Bicycle LOS E D B BAvila Ranch Cumulative AM6: Higuera & Tank Farm6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 43 32 168 166 258 11 430 946 484 495v/c Ratio 0.23 0.10 0.44 0.44 0.46 0.11 0.59 0.91 1.15 0.29Control Delay 42.2 0.6 38.6 38.4 7.9 51.6 38.2 19.2 126.0 17.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.2 0.6 38.6 38.4 7.9 51.6 38.2 19.2 126.0 17.7Queue Length 50th (ft) 24 0 86 85 0 6 119 68 ~342 85Queue Length 95th (ft) 59 0 204 201 73 29 209 #478 #740 196Internal Link Dist (ft) 407 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 551 599 420 422 589 100 1086 1063 422 1767Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.08 0.05 0.40 0.39 0.44 0.11 0.40 0.89 1.15 0.28Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative AM6: Higuera & Tank Farm6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 30 10 30 300 10 240 10 400 880 450 450 10Future Volume (veh/h) 30 10 30 300 10 240 10 400 880 450 450 10Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 32 11 32 331 0 0 11 430 946 484 484 11Adj No. of Lanes011201121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 69 24 81 436 0 195 24 1111 689 433 1927 44Arrive On Green 0.05 0.05 0.05 0.12 0.00 0.00 0.01 0.31 0.31 0.24 0.54 0.54Sat Flow, veh/h 1336 459 1575 3548 0 1583 1774 3539 1576 1774 3538 80Grp Volume(v), veh/h 43 0 32 331 0 0 11 430 946 484 242 253Grp Sat Flow(s),veh/h/ln 1796 0 1575 1774 0 1583 1774 1770 1576 1774 1770 1848Q Serve(g_s), s 2.0 0.0 1.7 7.8 0.0 0.0 0.5 8.2 27.0 21.0 6.2 6.2Cycle Q Clear(g_c), s 2.0 0.0 1.7 7.8 0.0 0.0 0.5 8.2 27.0 21.0 6.2 6.2Prop In Lane 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.04Lane Grp Cap(c), veh/h 93 0 81 436 0 195 24 1111 689 433 964 1007V/C Ratio(X) 0.46 0.00 0.39 0.76 0.00 0.00 0.46 0.39 1.37 1.12 0.25 0.25Avail Cap(c_a), veh/h 564 0 494 908 0 405 103 1111 689 433 964 1007HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.6 0.0 39.5 36.5 0.0 0.0 42.1 23.0 21.2 32.5 10.3 10.3Incr Delay (d2), s/veh 1.3 0.0 1.1 1.0 0.0 0.0 5.1 0.5 176.8 79.2 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 0.0 0.8 3.9 0.0 0.0 0.3 4.1 50.1 19.8 3.1 3.2LnGrp Delay(d),s/veh 41.0 0.0 40.6 37.5 0.0 0.0 47.2 23.5 198.0 111.7 10.6 10.6LnGrp LOS D D D D C F F B BApproach Vol, veh/h 75 331 1387 979Approach Delay, s/veh 40.8 37.5 142.7 60.6Approach LOS D D F ETimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 26.0 33.0 10.4 6.2 52.8 16.6Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 21.0 27.0 27.0 5.0 43.0 22.0Max Q Clear Time (g_c+I1), s 23.0 29.0 4.0 2.5 8.2 9.8Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 26.8 0.7Intersection SummaryHCM 2010 Ctrl Delay 98.4HCM 2010 LOS FNotesAvila Ranch Cumulative AM6: Higuera & Tank Farm6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 46.8 36.3 78.8 62.6Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3365Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 150 50 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2259.4 2126.8 2476.0 2389.3Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.90 3.08 2.81Pedestrian Crosswalk LOS A C C C Avila Ranch Cumulative AM6: Higuera & Tank Farm6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 75 592 1387 979Effct. Green for Bike (s) 9.6 20.6 18.7 44.2Cross Street Width (ft) 78.8 62.6 36.3 46.8Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 160 343 312 737Bicycle Delay (s/bike) 50.8 41.2 42.8 23.9Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.89 2.21 1.97 1.80Bicycle LOS C B A AAvila Ranch Cumulative AM7: Horizon Lane & Tank Farm6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 1200 80 20 680 70 30Future Volume (Veh/h) 1200 80 20 680 70 30Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 1304 87 22 739 76 33PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 1391 1761 696vC1, stage 1 conf vol 1348vC2, stage 2 conf vol 414vCu, unblocked vol 1391 1761 696tC, single (s) 4.1 6.8 6.9tC, 2 stage (s) 5.8tF (s) 2.2 3.5 3.3p0 queue free % 95 61 91cM capacity (veh/h) 488 196 384Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1Volume Total 869 522 268 493 109Volume Left 0 0 22 0 76Volume Right 0 87 0 0 33cSH 1700 1700 488 1700 230Volume to Capacity 0.51 0.31 0.05 0.29 0.47Queue Length 95th (ft)004059Control Delay (s) 0.0 0.0 1.7 0.0 34.1Lane LOS A DApproach Delay (s) 0.0 0.6 34.1Approach LOS DIntersection SummaryAverage Delay 1.8Intersection Capacity Utilization 48.1% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative AM7: Horizon Lane & Tank Farm7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 315115Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1880Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 315117.00Avg Ped Delay (s) 315115.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 315115Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1880Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 315117.00Avg Ped Delay (s) 315115.00Avila Ranch Cumulative AM8: Higuera & Suburban6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBR NBT SBL SBTLane Group Flow (vph) 98 54 1761 109 793v/c Ratio 0.52 0.25 0.65 0.70 0.28Control Delay 56.4 14.0 6.8 35.5 3.9Queue Delay 0.0 0.0 0.3 0.0 0.0Total Delay 56.4 14.0 7.1 35.5 3.9Queue Length 50th (ft) 68 0 194 26 57Queue Length 95th (ft) 116 35 446 #183 136Internal Link Dist (ft) 1164 234 1054Turn Bay Length (ft) 170 200Base Capacity (vph) 369 366 2724 156 2821Starvation Cap Reductn 0 0 366 0 0Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.27 0.15 0.75 0.70 0.28Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative AM8: Higuera & Suburban6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 90 50 1240 380 100 730Future Volume (veh/h) 90 50 1240 380 100 730Number 3 18 2 12 1 6Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863Adj Flow Rate, veh/h 98 54 1348 413 109 793Adj No. of Lanes112012Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222Cap, veh/h 134 119 2202 653 238 2894Arrive On Green 0.08 0.08 0.82 0.82 0.82 0.82Sat Flow, veh/h 1774 1583 2786 798 271 3632Grp Volume(v), veh/h 98 54 870 891 109 793Grp Sat Flow(s),veh/h/ln 1774 1583 1770 1721 271 1770Q Serve(g_s), s 5.6 3.4 18.1 20.1 26.2 5.4Cycle Q Clear(g_c), s 5.6 3.4 18.1 20.1 46.3 5.4Prop In Lane 1.00 1.00 0.46 1.00Lane Grp Cap(c), veh/h 134 119 1447 1408 238 2894V/C Ratio(X) 0.73 0.45 0.60 0.63 0.46 0.27Avail Cap(c_a), veh/h 414 369 1462 1422 241 2924HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 46.5 45.5 3.4 3.5 12.3 2.2Incr Delay (d2), s/veh 2.9 1.0 1.3 1.5 3.7 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.8 1.5 9.2 9.8 2.2 2.6LnGrp Delay(d),s/veh 49.4 46.5 4.6 5.1 16.0 2.3LnGrp LOS DDAABAApproach Vol, veh/h 152 1761 902Approach Delay, s/veh 48.4 4.8 4.0Approach LOS D A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 90.1 90.1 12.8Change Period (Y+Rc), s 6.0 6.0 5.0Max Green Setting (Gmax), s 85.0 85.0 24.0Max Q Clear Time (g_c+I1), s 22.1 48.3 7.6Green Ext Time (p_c), s 60.4 35.8 0.3Intersection SummaryHCM 2010 Ctrl Delay 6.9HCM 2010 LOS AAvila Ranch Cumulative AM8: Higuera & Suburban6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 45.4 59.6 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 10 40 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7263.9 7264.1 7264.1Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 2244.4 2665.1 2372.5Crosswalk Circulation Code A A APedestrian Delay (s/p) 52.3 51.3 52.3Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.15 3.17 2.99Pedestrian Crosswalk LOS B C C Avila Ranch Cumulative AM8: Higuera & Suburban6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 152 1761 902Effct. Green for Bike (s) 12.3 91.8 91.8Cross Street Width (ft) 60.1 45.4 59.6Through Lanes Number 1 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 205 1530 1530Bicycle Delay (s/bike) 48.3 3.3 3.3Bicycle Compliance Poor Good GoodBicycle LOS Score 1.77 2.64 2.14Bicycle LOS A B BAvila Ranch Cumulative AM9: Higuera & Vachell6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 180 1440 140 0 820Future Volume (Veh/h) 0 180 1440 140 0 820Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 0 191 1532 149 0 872PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 504 314pX, platoon unblocked 0.94vC, conflicting volume 2042 840 1681vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1986 840 1681tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 38 100cM capacity (veh/h) 50 308 377Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 191 1021 660 436 436Volume Left00000Volume Right 191 0 149 0 0cSH 308 1700 1700 1700 1700Volume to Capacity 0.62 0.60 0.39 0.26 0.26Queue Length 95th (ft) 970000Control Delay (s) 33.9 0.0 0.0 0.0 0.0Lane LOS DApproach Delay (s) 33.9 0.0 0.0Approach LOS DIntersection SummaryAverage Delay 2.4Intersection Capacity Utilization 62.1% ICU Level of Service BAnalysis Period (min) 15 Avila Ranch Cumulative AM9: Higuera & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 241171Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2260Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 241173.00Avg Ped Delay (s) 241171.00ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 241171Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2260Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 241173.00Avg Ped Delay (s) 241171.00Avila Ranch Cumulative AM10: Higuera & LOVR6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1170 106 53 511 426 447v/c Ratio 0.71 0.13 0.23 0.74 0.77 0.37Control Delay 21.3 7.6 18.5 29.1 37.9 3.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.3 7.6 18.5 29.1 37.9 3.0Queue Length 50th (ft) 278 13 18 225 218 48Queue Length 95th (ft) 360 43 40 335 #356 74Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1739 833 226 896 637 1251Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.67 0.13 0.23 0.57 0.67 0.36Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative AM10: Higuera & LOVR6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1100 100 50 480 400 420Future Volume (veh/h) 1100 100 50 480 400 420Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1170 106 53 511 426 447Adj No. of Lanes211111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1513 696 221 771 555 1166Arrive On Green 0.44 0.44 0.04 0.41 0.30 0.30Sat Flow, veh/h 3442 1583 1774 1863 1863 1578Grp Volume(v), veh/h 1170 106 53 511 426 447Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1578Q Serve(g_s), s 23.7 3.3 1.6 18.2 17.1 8.5Cycle Q Clear(g_c), s 23.7 3.3 1.6 18.2 17.1 8.5Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1513 696 221 771 555 1166V/C Ratio(X) 0.77 0.15 0.24 0.66 0.77 0.38Avail Cap(c_a), veh/h 1680 773 253 864 614 1216HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 19.5 13.8 19.4 19.4 26.2 3.9Incr Delay (d2), s/veh 3.0 0.3 0.2 1.8 5.6 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 11.8 3.8 0.8 9.6 9.6 9.9LnGrp Delay(d),s/veh 22.5 14.1 19.6 21.2 31.7 4.2LnGrp LOS C B B C C AApproach Vol, veh/h 1276 564 873Approach Delay, s/veh 21.8 21.0 17.6Approach LOS C C BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 39.9 42.0 9.5 30.4Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 38.0 40.0 5.0 27.0Max Q Clear Time (g_c+I1), s 20.2 25.7 3.6 19.1Green Ext Time (p_c), s 9.3 10.4 0.0 5.3Intersection SummaryHCM 2010 Ctrl Delay 20.3HCM 2010 LOS CAvila Ranch Cumulative AM10: Higuera & LOVR6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 73.1 36.1 58.7Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 5 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 1 1 1Ped. Right-Left Flow Rate (p/h) 1 0 0Ped. R. Sidewalk Flow Rate (p/h) 2 1 1Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 14557.5 24281.2 18210.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.3 0.2Crosswalk Circulation Code F F FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.71 2.48 2.76Pedestrian Crosswalk LOS B B C Avila Ranch Cumulative AM10: Higuera & LOVR6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 8 8 8Total Flow Rate (veh/h) 1276 564 873Effct. Green for Bike (s) 38.6 30.0 24.1Cross Street Width (ft) 36.1 58.7 73.1Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 858 667 536Bicycle Delay (s/bike) 14.7 20.1 24.2Bicycle Compliance Fair Fair FairBicycle LOS Score 2.09 2.32 3.05Bicycle LOS B B CAvila Ranch Cumulative AM11: Higuera & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 11 185 54 76 54 543 109 163 359 22v/c Ratio 0.04 0.51 0.26 0.21 0.28 0.65 0.14 0.52 0.35 0.02Control Delay 21.1 25.8 24.7 17.5 31.3 18.5 2.0 29.7 9.6 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.1 25.8 24.7 17.5 31.3 18.5 2.0 29.7 9.6 0.1Queue Length 50th (ft) 3 52 15 15 17 145 0 48 70 0Queue Length 95th (ft) 16 121 48 50 55 288 17 122 142 0Internal Link Dist (ft) 2022 1650 1242 1906Turn Bay Length (ft) 150 150 150 150 150 150Base Capacity (vph) 396 555 315 550 199 1049 952 398 1259 1095Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.03 0.33 0.17 0.14 0.27 0.52 0.11 0.41 0.29 0.02Intersection Summary Avila Ranch Cumulative AM11: Higuera & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 150 20 50 50 20 50 500 100 150 330 20Future Volume (veh/h) 10 150 20 50 50 20 50 500 100 150 330 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 11 163 22 54 54 22 54 543 109 163 359 22Adj No. of Lanes110110111111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 376 320 43 290 250 102 78 768 652 214 911 775Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.04 0.41 0.41 0.12 0.49 0.49Sat Flow, veh/h 1318 1607 217 1194 1259 513 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 11 0 185 54 0 76 54 543 109 163 359 22Grp Sat Flow(s),veh/h/ln 1318 0 1824 1194 0 1772 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 0.3 0.0 4.0 1.9 0.0 1.6 1.3 10.8 1.9 4.0 5.5 0.3Cycle Q Clear(g_c), s 1.9 0.0 4.0 5.9 0.0 1.6 1.3 10.8 1.9 4.0 5.5 0.3Prop In Lane 1.00 0.12 1.00 0.29 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 376 0 363 290 0 352 78 768 652 214 911 775V/C Ratio(X) 0.03 0.00 0.51 0.19 0.00 0.22 0.70 0.71 0.17 0.76 0.39 0.03Avail Cap(c_a), veh/h 585 0 652 480 0 634 238 1249 1062 476 1499 1274HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 15.8 0.0 16.0 18.6 0.0 15.0 21.1 10.9 8.3 19.0 7.2 5.9Incr Delay (d2), s/veh 0.0 0.0 1.1 0.3 0.0 0.3 10.7 1.2 0.1 5.5 0.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 2.1 0.6 0.0 0.8 0.9 5.7 0.9 2.3 2.9 0.1LnGrp Delay(d),s/veh 15.8 0.0 17.1 18.9 0.0 15.3 31.8 12.1 8.4 24.5 7.5 5.9LnGrp LOS B B B B C B A C A AApproach Vol, veh/h 196 130 706 544Approach Delay, s/veh 17.0 16.8 13.1 12.5Approach LOS BBBBTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.4 22.4 12.9 6.0 25.9 12.9Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 12.0 30.0 16.0 6.0 36.0 16.0Max Q Clear Time (g_c+I1), s 6.0 12.8 6.0 3.3 7.5 7.9Green Ext Time (p_c), s 0.2 5.6 1.3 0.0 6.6 1.1Intersection SummaryHCM 2010 Ctrl Delay 13.7HCM 2010 LOS BAvila Ranch Cumulative AM11: Higuera & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 37.1 40.5 51.2 54.9Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3344Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase6248Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 35.0 35.0 35.0 35.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.05 2.12 2.55 2.54Pedestrian Crosswalk LOSBBBB Avila Ranch Cumulative AM11: Higuera & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 196 130 706 544Effct. Green for Bike (s) 10.9 10.9 25.0 31.0Cross Street Width (ft) 51.2 54.9 40.5 37.1Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 311 311 714 886Bicycle Delay (s/bike) 24.9 24.9 14.5 10.9Bicycle Compliance Fair Fair Fair FairBicycle LOS Score 2.67 2.61 3.34 3.02Bicycle LOS B B C CAvila Ranch Cumulative AM12: Buckley & Vachell6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 100 300 100 200 120 20Future Volume (Veh/h) 100 300 100 200 120 20Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 109 326 109 217 130 22PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 326 762 218vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 326 762 218tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 91 62 97cM capacity (veh/h) 1234 340 822Direction, Lane # EB 1 WB 1 SB 1Volume Total 435 326 152Volume Left 109 0 130Volume Right 0 217 22cSH 1234 1700 372Volume to Capacity 0.09 0.19 0.41Queue Length 95th (ft) 7 0 48Control Delay (s) 2.7 0.0 21.2Lane LOS A CApproach Delay (s) 2.7 0.0 21.2Approach LOS CIntersection SummaryAverage Delay 4.8Intersection Capacity Utilization 56.7% ICU Level of Service BAnalysis Period (min) 15 Avila Ranch Cumulative AM12: Buckley & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? YesApproach Delay(s) 3.8Level of Service ACrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 300 100Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.47 0.19Prob of Blocked Lane 0.47 0.19Delay for adq Gap 6.37 4.51Avg Ped Delay (s) 2.98 0.86ApproachApproach Direction WBMedian Present? YesApproach Delay(s) 3.8Level of Service ACrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 100 300Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.19 0.47Prob of Blocked Lane 0.19 0.47Delay for adq Gap 4.51 6.37Avg Ped Delay (s) 0.86 2.98Avila Ranch Cumulative AM13: Buckley & Project Entry6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 320 300 0 0 0Future Volume (Veh/h) 0 320 300 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 348 326 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 326 674 326vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 326 674 326tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1234 420 715Direction, Lane # EB 1 WB 1 SB 1Volume Total 348 326 0Volume Left 0 0 0Volume Right 0 0 0cSH 1234 1700 1700Volume to Capacity 0.00 0.19 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 20.2% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative AM13: Buckley & Project Entry7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 29.1Level of Service DCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 620Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.88Prob of Blocked Lane 0.65Delay for adq Gap 33.15Avg Ped Delay (s) 29.06ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 29.1Level of Service DCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 620Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.88Prob of Blocked Lane 0.65Delay for adq Gap 33.15Avg Ped Delay (s) 29.06Avila Ranch Cumulative AM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 92 174 15 380 1527 5 815 163v/c Ratio 0.34 0.23 0.12 0.70 0.60 0.04 0.67 0.26Control Delay 31.7 3.0 31.1 29.5 8.1 35.4 22.3 4.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 31.7 3.0 31.1 29.5 8.1 35.4 22.3 4.8Queue Length 50th (ft) 34 4 4 131 111 2 137 0Queue Length 95th (ft) 85 27 24 #308 412 13 267 40Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 522 942 130 759 2626 128 1607 792Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.18 0.18 0.12 0.50 0.58 0.04 0.51 0.21Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative AM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 80 5 160 5 5 5 350 1400 5 5 750 150Future Volume (veh/h) 80 5 160 5 5 5 350 1400 5 5 750 150Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 87 5 174 5 5 5 380 1522 5 5 815 163Adj No. of Lanes011010120121Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 202 12 590 8 8 8 440 2141 7 9 1254 548Arrive On Green 0.12 0.12 0.12 0.01 0.01 0.01 0.26 0.61 0.61 0.01 0.36 0.36Sat Flow, veh/h 1665 96 1543 562 562 562 1712 3491 11 1739 3468 1517Grp Volume(v), veh/h 92 0 174 15 0 0 380 744 783 5 815 163Grp Sat Flow(s),veh/h/ln 1761 0 1543 1685 0 0 1712 1708 1795 1739 1734 1517Q Serve(g_s), s 3.2 0.0 5.1 0.6 0.0 0.0 13.8 19.5 19.5 0.2 12.8 5.0Cycle Q Clear(g_c), s 3.2 0.0 5.1 0.6 0.0 0.0 13.8 19.5 19.5 0.2 12.8 5.0Prop In Lane 0.95 1.00 0.33 0.33 1.00 0.01 1.00 1.00Lane Grp Cap(c), veh/h 214 0 590 25 0 0 440 1047 1101 9 1254 548V/C Ratio(X) 0.43 0.00 0.29 0.61 0.00 0.00 0.86 0.71 0.71 0.54 0.65 0.30Avail Cap(c_a), veh/h 432 0 782 103 0 0 630 1179 1240 107 1330 582HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 26.5 0.0 14.2 31.9 0.0 0.0 23.1 8.6 8.6 32.3 17.4 14.9Incr Delay (d2), s/veh 1.4 0.0 0.3 22.0 0.0 0.0 8.6 1.8 1.7 41.4 1.0 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.6 0.0 2.2 0.4 0.0 0.0 7.6 9.6 10.1 0.2 6.3 2.1LnGrp Delay(d),s/veh 27.9 0.0 14.5 53.9 0.0 0.0 31.7 10.4 10.3 73.8 18.4 15.2LnGrp LOS C BD CBBEBBApproach Vol, veh/h 266 15 1907 983Approach Delay, s/veh 19.1 53.9 14.6 18.2Approach LOS B D B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 4.3 44.0 11.9 20.8 27.6 5.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 45.0 16.0 24.0 25.0 4.0Max Q Clear Time (g_c+I1), s 2.2 21.5 7.1 15.8 14.8 2.6Green Ext Time (p_c), s 0.0 17.7 0.8 1.0 8.8 0.0Intersection SummaryHCM 2010 Ctrl Delay 16.3HCM 2010 LOS BAvila Ranch Cumulative AM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.3 24.0 61.1 72.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3256Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 20 0 0 1085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14563.0 36428.8 24285.8 14563.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 6898.2 0.0 7561.8 7767.3Crosswalk Circulation Code A - A APedestrian Delay (s/p) 34.0 42.5 34.0 34.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.23 1.74 3.15 3.10Pedestrian Crosswalk LOS B A C C Avila Ranch Cumulative AM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 266 15 1907 983Effct. Green for Bike (s) 9.3 4.5 45.5 21.3Cross Street Width (ft) 61.1 72.1 24.0 39.3Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 219 106 1071 501Bicycle Delay (s/bike) 33.7 38.1 9.2 23.9Bicycle Compliance Poor Poor Good FairBicycle LOS Score 2.93 2.69 3.50 2.97Bicycle LOS C B D CAvila Ranch Cumulative AM15: Earthwood & Suburban6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1244pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1623 1023 1085Direction, Lane # EB 1 WB 1 NB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative AM16: Suburban & Horizon Lane6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph)000000Future Volume (vph)000000Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 0 0 0Volume Left (vph) 0 0 0Volume Right (vph) 0 0 0Hadj (s) 0.00 0.00 0.00Departure Headway (s) 3.9 3.9 3.9Degree Utilization, x 0.00 0.00 0.00Capacity (veh/h) 917 917 917Control Delay (s) 6.9 6.9 6.9Approach Delay (s) 0.0 0.0 0.0Approach LOS A A AIntersection SummaryDelay 0.0Level of Service AIntersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Cumulative AM17: Vachell & Venture Dr6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 1023 1085 1623Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative AM18: Vachell & Project Entry6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 300 0 0 140Future Volume (Veh/h) 0 0 300 0 0 140Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 326 0 0 152PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 478 326 326vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 478 326 326tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 546 715 1234Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 326 152Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1234Volume to Capacity 0.00 0.19 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 19.1% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Cumulative PM1: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 1879 1576v/c Ratio 0.53 0.85Control Delay 0.6 5.7Queue Delay 0.0 0.0Total Delay 0.6 5.7Queue Length 50th (ft) 0 0Queue Length 95th (ft) 0 #3Internal Link Dist (ft) 925 236Turn Bay Length (ft)Base Capacity (vph) 3539 1863Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.53 0.85Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM1: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 1860 1560 0Future Volume (veh/h) 0 0 0 1860 1560 0Number 1 6 2 12Initial Q (Qb), veh0000Ped-Bike Adj(A_pbT) 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863Adj Flow Rate, veh/h 0 1879 1576 0Adj No. of Lanes1211Peak Hour Factor 0.99 0.99 0.99 0.99Percent Heavy Veh, % 2222Cap, veh/h 116 3254 1713 1456Arrive On Green 0.00 0.92 0.92 0.00Sat Flow, veh/h 324 3632 1863 1583Grp Volume(v), veh/h 0 1879 1576 0Grp Sat Flow(s),veh/h/ln 324 1770 1863 1583Q Serve(g_s), s 0.0 5.7 27.5 0.0Cycle Q Clear(g_c), s 0.0 5.7 27.5 0.0Prop In Lane 1.00 1.00Lane Grp Cap(c), veh/h 116 3254 1713 1456V/C Ratio(X) 0.00 0.58 0.92 0.00Avail Cap(c_a), veh/h 116 3254 1713 1456HCM Platoon Ratio 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.75 0.74 0.00Uniform Delay (d), s/veh 0.0 0.4 1.3 0.0Incr Delay (d2), s/veh 0.0 0.6 7.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 2.6 14.9 0.0LnGrp Delay(d),s/veh 0.0 1.0 8.7 0.0LnGrp LOS A AApproach Vol, veh/h 1879 1576Approach Delay, s/veh 1.0 8.7Approach LOS A ATimer12345678Assigned Phs 2 6Phs Duration (G+Y+Rc), s 62.0 62.0Change Period (Y+Rc), s 5.0 5.0Max Green Setting (Gmax), s 57.0 57.0Max Q Clear Time (g_c+I1), s 29.5 7.7Green Ext Time (p_c), s 27.0 47.8Intersection SummaryHCM 2010 Ctrl Delay 4.5HCM 2010 LOS AAvila Ranch Cumulative PM1: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 12.7 60.0 60.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 1 5 4Number of Right-Turn Islands 0 0 0Type of Control None NoneActuatedCorresponding Signal Phase 2 0 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 31.0 31.0 31.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 1.42 3.08 3.11Pedestrian Crosswalk LOS A C C Avila Ranch Cumulative PM1: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 1879 1576Effct. Green for Bike (s) 0.0 62.0 62.0Cross Street Width (ft) 60.0 60.0 12.7Through Lanes Number 0 2 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 0 2000 2000Bicycle Delay (s/bike) 0.0 0.0 0.0Bicycle Compliance - -Bicycle LOS Score 0.00 4.03 4.35Bicycle LOS D EAvila Ranch Cumulative PM2: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBT NBR SBT SBRLane Group Flow (vph) 464 113 1454 206 1237 371v/c Ratio 0.70 0.31 0.59 0.18 0.50 0.30Control Delay 39.6 14.3 8.5 2.0 7.4 1.3Queue Delay 0.0 0.0 0.6 0.0 0.0 0.0Total Delay 39.6 14.3 9.0 2.0 7.4 1.3Queue Length 50th (ft) 128 18 187 7 144 0Queue Length 95th (ft) 169 60 288 32 222 27Internal Link Dist (ft) 471 925Turn Bay Length (ft) 50 100 180Base Capacity (vph) 820 435 2482 1157 2482 1221Starvation Cap Reductn 0 0 559 0 0 0Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.57 0.26 0.76 0.18 0.50 0.30Intersection Summary Avila Ranch Cumulative PM2: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 450 0 11000001410 200 0 1200 360Future Volume (veh/h) 450 0 11000001410 200 0 1200 360Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh 0 0 0000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 0 1863 0 1863 1863 0 1863 1863Adj Flow Rate, veh/h 464 0 113 0 1454 0 0 1237 0Adj No. of Lanes 2 0 1021021Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 202 022022Cap, veh/h 589 0 271 0 2560 1145 0 2560 1145Arrive On Green 0.17 0.00 0.17 0.00 0.72 0.00 0.00 0.72 0.00Sat Flow, veh/h 3442 0 1583 0 3632 1583 0 3632 1583Grp Volume(v), veh/h 464 0 113 0 1454 0 0 1237 0Grp Sat Flow(s),veh/h/ln 1721 0 1583 0 1770 1583 0 1770 1583Q Serve(g_s), s 11.6 0.0 5.7 0.0 17.4 0.0 0.0 13.4 0.0Cycle Q Clear(g_c), s 11.6 0.0 5.7 0.0 17.4 0.0 0.0 13.4 0.0Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00Lane Grp Cap(c), veh/h 589 0 271 0 2560 1145 0 2560 1145V/C Ratio(X) 0.79 0.00 0.42 0.00 0.57 0.00 0.00 0.48 0.00Avail Cap(c_a), veh/h 822 0 378 0 2560 1145 0 2560 1145HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.44 0.00 0.00 0.42 0.00Uniform Delay (d), s/veh 35.7 0.0 33.3 0.0 5.8 0.0 0.0 5.3 0.0Incr Delay (d2), s/veh 3.5 0.0 1.0 0.0 0.4 0.0 0.0 0.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.8 0.0 2.6 0.0 8.4 0.0 0.0 6.5 0.0LnGrp Delay(d),s/veh 39.2 0.0 34.3 0.0 6.3 0.0 0.0 5.6 0.0LnGrp LOS D C A AApproach Vol, veh/h 577 1454 1237Approach Delay, s/veh 38.3 6.3 5.6Approach LOS D A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 71.1 71.1 18.9Change Period (Y+Rc), s 6.0 6.0 3.5Max Green Setting (Gmax), s 59.0 59.0 21.5Max Q Clear Time (g_c+I1), s 15.4 19.4 13.6Green Ext Time (p_c), s 33.6 31.2 1.8Intersection SummaryHCM 2010 Ctrl Delay 11.6HCM 2010 LOS BAvila Ranch Cumulative PM2: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.3 33.5 60.7 63.2Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4144Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase2600Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.37 1.63 3.00 3.00Pedestrian Crosswalk LOS B A C C Avila Ranch Cumulative PM2: LOVR & 101 NB6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 577 0 1660 1608Effct. Green for Bike (s) 0.0 0.0 63.1 63.1Cross Street Width (ft) 60.7 63.2 33.5 48.3Through Lanes Number0022Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 0 1402 1402Bicycle Delay (s/bike) 0.0 0.0 4.0 4.0Bicycle Compliance Good GoodBicycle LOS Score 0.00 0.00 3.44 3.63Bicycle LOS C DAvila Ranch Cumulative PM3: Higuera & South6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 32 32 731 119 22 925 591 86 635v/c Ratio 0.36 0.18 0.78 0.23 0.21 0.55 0.67 0.59 0.33Control Delay 54.2 2.2 35.7 9.3 46.2 19.2 14.6 58.7 13.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5 0.6 0.0 0.0Total Delay 54.2 2.2 35.7 9.3 46.2 19.7 15.3 58.7 13.5Queue Length 50th (ft) 19 0 199 9 13 215 146 50 101Queue Length 95th (ft) #50 0 264 50 37 279 283 #117 170Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 88 178 1083 574 107 1697 886 150 1902Starvation Cap Reductn000003468400Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.36 0.18 0.67 0.21 0.21 0.68 0.74 0.57 0.33Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM3: Higuera & South6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 15 15 30 680 20 90 20 860 550 80 570 20Future Volume (veh/h) 15 15 30 680 20 90 20 860 550 80 570 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 16 16 32 731 22 97 22 925 591 86 613 22Adj No. of Lanes011210121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 33 33 55 888 77 340 34 1614 716 110 1739 62Arrive On Green 0.04 0.04 0.04 0.26 0.26 0.26 0.02 0.46 0.46 0.06 0.50 0.50Sat Flow, veh/h 909 909 1512 3442 299 1318 1774 3539 1570 1774 3483 125Grp Volume(v), veh/h 32 0 32 731 0 119 22 925 591 86 311 324Grp Sat Flow(s),veh/h/ln 1817 0 1512 1721 0 1617 1774 1770 1570 1774 1770 1839Q Serve(g_s), s 1.5 0.0 1.8 17.1 0.0 5.0 1.1 16.5 28.1 4.1 9.1 9.2Cycle Q Clear(g_c), s 1.5 0.0 1.8 17.1 0.0 5.0 1.1 16.5 28.1 4.1 9.1 9.2Prop In Lane 0.50 1.00 1.00 0.82 1.00 1.00 1.00 0.07Lane Grp Cap(c), veh/h 66 0 55 888 0 417 34 1614 716 110 883 918V/C Ratio(X) 0.48 0.00 0.58 0.82 0.00 0.29 0.65 0.57 0.83 0.78 0.35 0.35Avail Cap(c_a), veh/h 85 0 71 1047 0 492 104 1614 716 145 883 918HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 40.4 0.0 40.5 29.9 0.0 25.4 41.7 17.1 20.3 39.5 13.0 13.0Incr Delay (d2), s/veh 5.3 0.0 9.2 4.7 0.0 0.4 19.2 1.5 10.5 17.7 1.1 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.9 8.7 0.0 2.3 0.7 8.3 14.1 2.5 4.7 4.9LnGrp Delay(d),s/veh 45.7 0.0 49.8 34.6 0.0 25.8 60.8 18.6 30.8 57.2 14.1 14.1LnGrp LOS D D C C E B C E B BApproach Vol, veh/h 64 850 1538 721Approach Delay, s/veh 47.7 33.3 23.9 19.2Approach LOS D C C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.3 43.0 7.1 5.6 46.7 26.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 7.0 39.0 4.0 5.0 41.0 26.0Max Q Clear Time (g_c+I1), s 6.1 30.1 3.8 3.1 11.2 19.1Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 18.4 2.6Intersection SummaryHCM 2010 Ctrl Delay 25.8HCM 2010 LOS CAvila Ranch Cumulative PM3: Higuera & South6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h)0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0555Veh. Perm. R. Flow in Walk (v/h) 0555Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 30 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.63 2.95 2.67Pedestrian Crosswalk LOS B B C B Avila Ranch Cumulative PM3: Higuera & South6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 64 850 1538 721Effct. Green for Bike (s) 4.1 22.8 40.3 45.4Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 496 876 987Bicycle Delay (s/bike) 42.0 26.0 14.5 11.8Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.97 2.99 2.68 1.95Bicycle LOS C C B AAvila Ranch Cumulative PM4: Higuera & Madonna6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 318 322 344 11 108 312 919 564 806v/c Ratio 0.68 0.69 0.37 0.05 0.46 0.85 0.54 0.77 0.59Control Delay 35.6 35.7 2.0 33.4 40.4 57.6 18.1 39.2 14.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 35.6 35.7 2.0 33.4 40.4 57.6 18.1 39.2 14.8Queue Length 50th (ft) 157 160 0 5 53 169 186 151 143Queue Length 95th (ft) 268 271 22 20 103 #347 267 #238 221Internal Link Dist (ft) 964 1295 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 545 547 938 367 384 367 1788 824 1495Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.58 0.59 0.37 0.03 0.28 0.85 0.51 0.68 0.54Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM4: Higuera & Madonna6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 580 15 320 10 90 10 290 850 5 5 520 750Future Volume (veh/h) 580 15 320 10 90 10 290 850 5 5 520 750Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 635 0 0 11 97 11 312 914 5 5 559 806Adj No. of Lanes201110120022Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 829 0 688 151 140 16 356 1861 10 53 896 1367Arrive On Green 0.23 0.00 0.00 0.09 0.09 0.09 0.20 0.52 0.52 0.26 0.26 0.26Sat Flow, veh/h 3548 0 1583 1774 1639 186 1774 3609 20 8 3449 2755Grp Volume(v), veh/h 635 0 0 11 0 108 312 448 471 302 262 806Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1825 1774 1770 1859 1846 1610 1377Q Serve(g_s), s 12.1 0.0 0.0 0.4 0.0 4.2 12.4 11.9 11.9 0.0 10.4 15.2Cycle Q Clear(g_c), s 12.1 0.0 0.0 0.4 0.0 4.2 12.4 11.9 11.9 10.4 10.4 15.2Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.01 0.02 1.00Lane Grp Cap(c), veh/h 829 0 688 151 0 155 356 913 959 530 419 1367V/C Ratio(X) 0.77 0.00 0.00 0.07 0.00 0.70 0.88 0.49 0.49 0.57 0.63 0.59Avail Cap(c_a), veh/h 1223 0 864 391 0 403 391 952 1000 534 422 1373HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 25.9 0.0 0.0 30.5 0.0 32.3 28.1 11.4 11.4 23.7 23.7 13.1Incr Delay (d2), s/veh 1.7 0.0 0.0 0.2 0.0 5.5 18.4 0.4 0.4 1.4 2.9 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.1 0.0 0.0 0.2 0.0 2.3 7.9 5.8 6.1 5.5 4.9 8.1LnGrp Delay(d),s/veh 27.7 0.0 0.0 30.7 0.0 37.7 46.5 11.8 11.8 25.1 26.6 13.8LnGrp LOS C C D D B B C C BApproach Vol, veh/h 635 119 1231 1370Approach Delay, s/veh 27.7 37.1 20.6 18.7Approach LOS C D C BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 41.4 20.9 18.5 22.8 10.2Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 16.0 19.0 16.0Max Q Clear Time (g_c+I1), s 13.9 14.1 14.4 17.2 6.2Green Ext Time (p_c), s 16.2 2.3 0.2 1.6 0.4Intersection SummaryHCM 2010 Ctrl Delay 21.8HCM 2010 LOS CNotesAvila Ranch Cumulative PM4: Higuera & Madonna6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h)2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.93 2.00 2.93 2.85Pedestrian Crosswalk LOS C A C C Avila Ranch Cumulative PM4: Higuera & Madonna6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 984 119 1231 1370Effct. Green for Bike (s) 22.3 10.0 38.2 17.5Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 485 217 830 380Bicycle Delay (s/bike) 26.4 36.5 15.7 30.2Bicycle Compliance Fair Poor Fair PoorBicycle LOS Score 2.96 1.38 1.84 2.43Bicycle LOS C A A BAvila Ranch Cumulative PM5: Higuera & Prado6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 108 538 376 323 1054 376 559 591 43 301 484 65v/c Ratio 0.79 0.52 0.48 0.65 0.76 0.46 0.91 0.67 0.09 0.77 0.74 0.14Control Delay 89.1 32.9 13.7 48.1 31.4 5.5 63.5 39.7 0.3 59.2 47.6 0.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 89.1 32.9 13.7 48.1 31.4 5.5 63.5 39.7 0.3 59.2 47.6 0.7Queue Length 50th (ft) 39 158 104 110 317 16 201 195 0 106 167 0Queue Length 95th (ft) #93 226 196 153 403 78 #320 258 0 #175 226 0Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 250 250 150 200 220 200 175 125Base Capacity (vph) 136 1085 790 715 1579 893 613 982 543 408 772 502Starvation Cap Reductn000000000000Spillback Cap Reductn000000000000Storage Cap Reductn000000000000Reduced v/c Ratio 0.79 0.50 0.48 0.45 0.67 0.42 0.91 0.60 0.08 0.74 0.63 0.13Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM5: Higuera & Prado6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 100 500 350 300 980 350 520 550 40 280 450 60Future Volume (veh/h) 100 500 350 300 980 350 520 550 40 280 450 60Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 108 538 376 323 1054 376 559 591 43 301 484 65Adj No. of Lanes221221221221Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 135 1090 761 415 1379 611 606 917 406 368 672 296Arrive On Green 0.04 0.31 0.31 0.12 0.39 0.39 0.18 0.26 0.26 0.11 0.19 0.19Sat Flow, veh/h 3442 3539 1565 3442 3539 1569 3442 3539 1567 3442 3539 1561Grp Volume(v), veh/h 108 538 376 323 1054 376 559 591 43 301 484 65Grp Sat Flow(s),veh/h/ln 1721 1770 1565 1721 1770 1569 1721 1770 1567 1721 1770 1561Q Serve(g_s), s 3.2 12.7 16.7 9.3 26.5 19.7 16.3 15.2 2.1 8.8 13.1 3.6Cycle Q Clear(g_c), s 3.2 12.7 16.7 9.3 26.5 19.7 16.3 15.2 2.1 8.8 13.1 3.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 135 1090 761 415 1379 611 606 917 406 368 672 296V/C Ratio(X) 0.80 0.49 0.49 0.78 0.76 0.62 0.92 0.64 0.11 0.82 0.72 0.22Avail Cap(c_a), veh/h 135 1090 761 707 1558 691 606 969 429 404 762 336HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 48.7 28.9 17.9 43.6 27.1 25.1 41.4 33.7 28.8 44.7 38.9 35.0Incr Delay (d2), s/veh 28.3 0.3 0.5 3.2 2.0 1.3 19.8 1.4 0.1 11.6 2.9 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.0 6.3 7.3 4.6 13.3 8.7 9.4 7.6 0.9 4.8 6.7 1.6LnGrp Delay(d),s/veh 77.1 29.2 18.4 46.8 29.2 26.4 61.2 35.1 29.0 56.3 41.8 35.4LnGrp LOS E C B D C C E D C E D DApproach Vol, veh/h 1022 1753 1193 850Approach Delay, s/veh 30.3 31.8 47.1 46.4Approach LOS CCDDTimer12345678Assigned Phs12345678Phs Duration (G+Y+Rc), s 15.9 32.5 16.3 37.5 23.0 25.4 8.0 45.8Change Period (Y+Rc), s 5.0 6.0 4.0 * 6 5.0 6.0 4.0 6.0Max Green Setting (Gmax), s 12.0 28.0 21.0 * 29 18.0 22.0 4.0 45.0Max Q Clear Time (g_c+I1), s 10.8 17.2 11.3 18.7 18.3 15.1 5.2 28.5Green Ext Time (p_c), s 0.2 5.3 1.0 8.6 0.0 3.8 0.0 11.4Intersection SummaryHCM 2010 Ctrl Delay 37.9HCM 2010 LOS DNotesAvila Ranch Cumulative PM5: Higuera & Prado6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 84.8 84.3 85.4 85.4Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed7777Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7267.7 7267.7 7267.7 7267.7Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3727.0 3723.9 3706.2 3706.2Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 44.5 44.5 44.5 44.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.99 2.98 3.11 3.02Pedestrian Crosswalk LOSCCCC Avila Ranch Cumulative PM5: Higuera & Prado6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1022 1753 1193 850Effct. Green for Bike (s) 29.9 39.7 25.3 18.7Cross Street Width (ft) 85.4 85.4 84.3 84.8Through Lanes Number2222Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 544 722 460 340Bicycle Delay (s/bike) 29.2 22.5 32.6 37.9Bicycle Compliance Fair Fair Poor PoorBicycle LOS Score 3.71 4.31 2.55 2.27Bicycle LOS D E B BAvila Ranch Cumulative PM6: Higuera & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 20 21 345 353 438 31 542 427 292 812v/c Ratio 0.11 0.07 0.75 0.77 0.58 0.39 0.74 0.45 0.75 0.53Control Delay 40.9 0.4 46.7 47.5 7.3 64.1 42.4 3.4 50.0 23.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 40.9 0.4 46.7 47.5 7.3 64.1 42.4 3.4 50.0 23.5Queue Length 50th (ft) 12 0 209 215 0 19 162 10 165 197Queue Length 95th (ft) 34 0 #496 #510 94 #70 275 46 #385 347Internal Link Dist (ft) 369 1256 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 556 598 457 460 749 80 963 950 441 1676Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.04 0.04 0.75 0.77 0.58 0.39 0.56 0.45 0.66 0.48Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM6: Higuera & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 10 20 650 20 420 30 520 410 280 750 30Future Volume (veh/h) 10 10 20 650 20 420 30 520 410 280 750 30Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 10 21 692 0 0 31 542 427 292 781 31Adj No. of Lanes011201121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 30 30 52 825 0 368 44 948 791 338 1505 60Arrive On Green 0.03 0.03 0.03 0.23 0.00 0.00 0.02 0.27 0.27 0.19 0.43 0.43Sat Flow, veh/h 909 909 1573 3548 0 1583 1774 3539 1578 1774 3470 138Grp Volume(v), veh/h 20 0 21 692 0 0 31 542 427 292 398 414Grp Sat Flow(s),veh/h/ln 1817 0 1573 1774 0 1583 1774 1770 1578 1774 1770 1838Q Serve(g_s), s 0.9 0.0 1.1 15.5 0.0 0.0 1.4 11.0 15.4 13.3 13.7 13.7Cycle Q Clear(g_c), s 0.9 0.0 1.1 15.5 0.0 0.0 1.4 11.0 15.4 13.3 13.7 13.7Prop In Lane 0.50 1.00 1.00 1.00 1.00 1.00 1.00 0.07Lane Grp Cap(c), veh/h 60 0 52 825 0 368 44 948 791 338 768 797V/C Ratio(X) 0.33 0.00 0.41 0.84 0.00 0.00 0.71 0.57 0.54 0.86 0.52 0.52Avail Cap(c_a), veh/h 589 0 510 1023 0 456 85 1020 823 469 893 927HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.4 0.0 39.5 30.5 0.0 0.0 40.3 26.3 14.2 32.6 17.2 17.2Incr Delay (d2), s/veh 3.2 0.0 5.0 5.2 0.0 0.0 19.1 0.7 0.7 11.6 0.5 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.0 0.5 8.2 0.0 0.0 0.9 5.4 9.9 7.6 6.8 7.0LnGrp Delay(d),s/veh 42.6 0.0 44.5 35.7 0.0 0.0 59.4 27.0 14.9 44.3 17.8 17.8LnGrp LOS D D D E C B D B BApproach Vol, veh/h 41 692 1000 1104Approach Delay, s/veh 43.6 35.7 22.8 24.8Approach LOS DDCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 20.9 28.3 8.7 7.0 42.1 25.4Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 22.0 24.0 27.0 4.0 42.0 24.0Max Q Clear Time (g_c+I1), s 15.3 17.4 3.1 3.4 15.7 17.5Green Ext Time (p_c), s 0.6 4.7 0.1 0.0 12.2 1.8Intersection SummaryHCM 2010 Ctrl Delay 27.0HCM 2010 LOS CNotesAvila Ranch Cumulative PM6: Higuera & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 46.9 49.5 74.4 63.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 100 70 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2260.4 2286.2 2455.7 2391.9Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.85 3.17 2.93Pedestrian Crosswalk LOS A C C C Avila Ranch Cumulative PM6: Higuera & Tank Farm6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 41 1136 1000 1104Effct. Green for Bike (s) 9.6 25.0 19.1 39.7Cross Street Width (ft) 74.4 63.0 49.5 46.9Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 160 417 318 662Bicycle Delay (s/bike) 50.8 37.6 42.4 26.9Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.77 4.40 3.14 3.19Bicycle LOS C E C CAvila Ranch Cumulative PM7: Horizon Ln & Tank Farm6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 710 70 50 1100 70 50Future Volume (Veh/h) 710 70 50 1100 70 50Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 772 76 54 1196 76 54PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 848 1516 424vC1, stage 1 conf vol 810vC2, stage 2 conf vol 706vCu, unblocked vol 848 1516 424tC, single (s) 4.1 6.8 6.9tC, 2 stage (s) 5.8tF (s) 2.2 3.5 3.3p0 queue free % 93 75 91cM capacity (veh/h) 785 299 579Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1Volume Total 515 333 453 797 130Volume Left 0 0 54 0 76Volume Right 0 76 0 0 54cSH 1700 1700 785 1700 374Volume to Capacity 0.30 0.20 0.07 0.47 0.35Queue Length 95th (ft)006038Control Delay (s) 0.0 0.0 2.0 0.0 19.7Lane LOS A CApproach Delay (s) 0.0 0.7 19.7Approach LOS CIntersection SummaryAverage Delay 1.5Intersection Capacity Utilization 70.7% ICU Level of Service CAnalysis Period (min) 15 Avila Ranch Cumulative PM7: Horizon Ln & Tank Farm7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 209269Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1810Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.94Delay for adq Gap 209271.00Avg Ped Delay (s) 209269.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 209269Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1810Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.94Delay for adq Gap 209271.00Avg Ped Delay (s) 209269.00Avila Ranch Cumulative PM8: Higuera & Suburban6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL WBR NBT SBL SBTLane Group Flow (vph) 474 263 979 137 1232v/c Ratio 0.76 0.43 0.63 0.76 0.79Control Delay 24.6 10.5 13.6 47.5 18.8Queue Delay 0.0 0.0 0.0 0.0 0.0Total Delay 24.6 10.5 13.6 47.5 18.8Queue Length 50th (ft) 135 38 114 37 176Queue Length 95th (ft) 228 87 190 #134 #292Internal Link Dist (ft) 1245 306 1054Turn Bay Length (ft) 170 200Base Capacity (vph) 795 755 1633 191 1655Starvation Cap Reductn00000Spillback Cap Reductn00000Storage Cap Reductn00000Reduced v/c Ratio 0.60 0.35 0.60 0.72 0.74Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM8: Higuera & Suburban6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 450 250 710 220 130 1170Future Volume (veh/h) 450 250 710 220 130 1170Number 3 18 2 12 1 6Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863Adj Flow Rate, veh/h 474 263 747 232 137 1232Adj No. of Lanes112012Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 222222Cap, veh/h 582 519 1241 385 282 1651Arrive On Green 0.33 0.33 0.47 0.47 0.47 0.47Sat Flow, veh/h 1774 1583 2753 826 572 3632Grp Volume(v), veh/h 474 263 497 482 137 1232Grp Sat Flow(s),veh/h/ln 1774 1583 1770 1716 572 1770Q Serve(g_s), s 13.1 7.2 11.2 11.2 12.5 15.3Cycle Q Clear(g_c), s 13.1 7.2 11.2 11.2 23.7 15.3Prop In Lane 1.00 1.00 0.48 1.00Lane Grp Cap(c), veh/h 582 519 826 801 282 1651V/C Ratio(X) 0.81 0.51 0.60 0.60 0.49 0.75Avail Cap(c_a), veh/h 795 709 826 801 282 1651HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.5 14.5 10.6 10.6 19.4 11.7Incr Delay (d2), s/veh 4.7 0.8 1.2 1.3 1.3 1.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.1 3.2 5.7 5.5 2.1 7.8LnGrp Delay(d),s/veh 21.2 15.3 11.8 11.9 20.7 13.6LnGrp LOS C B B B C BApproach Vol, veh/h 737 979 1369Approach Delay, s/veh 19.1 11.8 14.3Approach LOS B B BTimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 31.0 31.0 22.6Change Period (Y+Rc), s 6.0 6.0 5.0Max Green Setting (Gmax), s 25.0 25.0 24.0Max Q Clear Time (g_c+I1), s 13.2 25.7 15.1Green Ext Time (p_c), s 9.9 0.0 2.5Intersection SummaryHCM 2010 Ctrl Delay 14.7HCM 2010 LOS BAvila Ranch Cumulative PM8: Higuera & Suburban6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 44.6 59.5 60.2Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 30 30 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7278.7 7278.9 7278.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 4473.5 5330.9 4748.3Crosswalk Circulation Code A A APedestrian Delay (s/p) 22.5 21.7 22.5Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.26 3.14 2.98Pedestrian Crosswalk LOS B C C Avila Ranch Cumulative PM8: Higuera & Suburban6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 737 979 1369Effct. Green for Bike (s) 19.1 24.1 24.1Cross Street Width (ft) 60.2 44.6 59.5Through Lanes Number 1 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 637 803 803Bicycle Delay (s/bike) 13.9 10.7 10.7Bicycle Compliance Fair Fair FairBicycle LOS Score 2.73 1.98 2.53Bicycle LOS B A BAvila Ranch Cumulative PM9: Higuera & Vachell6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 130 800 170 0 1620Future Volume (Veh/h) 0 130 800 170 0 1620Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 0 137 842 179 0 1705PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 433 386pX, platoon unblocked 0.69vC, conflicting volume 1784 510 1021vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1247 510 1021tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 73 100cM capacity (veh/h) 115 508 675Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 137 561 460 852 852Volume Left00000Volume Right 137 0 179 0 0cSH 508 1700 1700 1700 1700Volume to Capacity 0.27 0.33 0.27 0.50 0.50Queue Length 95th (ft) 270000Control Delay (s) 14.7 0.0 0.0 0.0 0.0Lane LOS BApproach Delay (s) 14.7 0.0 0.0Approach LOS BIntersection SummaryAverage Delay 0.7Intersection Capacity Utilization 48.1% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative PM9: Higuera & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 524053Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2420Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 524055.00Avg Ped Delay (s) 524053.00ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 524053Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2420Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 524055.00Avg Ped Delay (s) 524053.00Avila Ranch Cumulative PM10: Higuera & LOVR6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 823 31 104 188 563 1125v/c Ratio 0.56 0.05 0.62 0.24 0.89 0.93Control Delay 21.2 7.8 33.3 15.9 45.3 23.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.2 7.8 33.3 15.9 45.3 23.0Queue Length 50th (ft) 181 2 33 62 297 271Queue Length 95th (ft) 240 19 #77 106 #488 #876Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1534 721 167 922 697 1235Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.54 0.04 0.62 0.20 0.81 0.91Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM10: Higuera & LOVR6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 790 30 100 180 540 1080Future Volume (veh/h) 790 30 100 180 540 1080Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 823 31 104 188 562 1125Adj No. of Lanes211111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1035 476 232 1007 763 1123Arrive On Green 0.30 0.30 0.05 0.54 0.41 0.41Sat Flow, veh/h 3442 1583 1774 1863 1863 1579Grp Volume(v), veh/h 823 31 104 188 562 1125Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1579Q Serve(g_s), s 16.6 1.1 2.4 3.9 19.3 31.0Cycle Q Clear(g_c), s 16.6 1.1 2.4 3.9 19.3 31.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1035 476 232 1007 763 1123V/C Ratio(X) 0.80 0.07 0.45 0.19 0.74 1.00Avail Cap(c_a), veh/h 1683 774 234 1009 763 1123HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.3 18.9 15.2 8.9 18.9 7.7Incr Delay (d2), s/veh 1.4 0.1 1.4 0.1 3.8 27.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 8.1 1.1 1.2 2.0 10.6 31.6LnGrp Delay(d),s/veh 25.8 18.9 16.6 9.0 22.6 34.9LnGrp LOS C B B A C FApproach Vol, veh/h 854 292 1687Approach Delay, s/veh 25.5 11.7 30.8Approach LOS C B CTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 46.9 28.8 9.9 37.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 41.0 37.0 4.0 31.0Max Q Clear Time (g_c+I1), s 5.9 18.6 4.4 33.0Green Ext Time (p_c), s 18.3 4.1 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 27.2HCM 2010 LOS CAvila Ranch Cumulative PM10: Higuera & LOVR6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 73.0 36.1 58.5Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 5 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 0 2Ped. Right-Left Flow Rate (p/h) 2 0 2Ped. R. Sidewalk Flow Rate (p/h) 2 0 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 12131.2 18196.9 7267.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.0 0.0 0.1Crosswalk Circulation Code F - FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.78 2.38 2.80Pedestrian Crosswalk LOS C B C Avila Ranch Cumulative PM10: Higuera & LOVR6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 854 292 1687Effct. Green for Bike (s) 36.0 36.3 28.8Cross Street Width (ft) 36.1 58.5 73.0Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 800 807 640Bicycle Delay (s/bike) 16.2 16.0 20.8Bicycle Compliance Fair Fair FairBicycle LOS Score 1.74 1.86 4.39Bicycle LOS A A EAvila Ranch Cumulative PM11: Higuera & Buckley6/19/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 11 543 163 500 217 228 33 109 489 22v/c Ratio 0.06 0.73 0.99 0.67 0.81 0.33 0.05 0.55 0.87 0.04Control Delay 17.8 25.0 98.1 26.6 63.8 25.4 3.0 51.9 48.8 0.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 17.8 25.0 98.1 26.6 63.8 25.4 3.0 51.9 48.8 0.8Queue Length 50th (ft) 4 228 97 239 138 109 0 67 290 0Queue Length 95th (ft) 16 355 #230 351 #270 176 11 122 #463 3Internal Link Dist (ft) 2016 1779 852 1929Turn Bay Length (ft) 150 150 150 150 150 150Base Capacity (vph) 240 889 201 909 285 711 638 245 666 601Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.05 0.61 0.81 0.55 0.76 0.32 0.05 0.44 0.73 0.04Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM11: Higuera & Buckley6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 200 300 150 400 60 200 210 30 100 450 20Future Volume (veh/h) 10 200 300 150 400 60 200 210 30 100 450 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 11 217 326 163 435 65 217 228 33 109 489 22Adj No. of Lanes110110111111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 286 300 451 232 707 106 249 655 557 138 538 457Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.14 0.35 0.35 0.08 0.29 0.29Sat Flow, veh/h 894 673 1011 860 1584 237 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 11 0 543 163 0 500 217 228 33 109 489 22Grp Sat Flow(s),veh/h/ln 894 0 1684 860 0 1821 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 0.9 0.0 25.4 17.6 0.0 20.2 11.5 8.7 1.3 5.8 24.4 1.0Cycle Q Clear(g_c), s 21.1 0.0 25.4 43.0 0.0 20.2 11.5 8.7 1.3 5.8 24.4 1.0Prop In Lane 1.00 0.60 1.00 0.13 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 286 0 752 232 0 813 249 655 557 138 538 457V/C Ratio(X) 0.04 0.00 0.72 0.70 0.00 0.62 0.87 0.35 0.06 0.79 0.91 0.05Avail Cap(c_a), veh/h 286 0 752 232 0 813 258 655 557 221 599 509HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 28.4 0.0 21.8 39.7 0.0 20.4 40.6 23.1 20.7 43.7 33.1 24.7Incr Delay (d2), s/veh 0.1 0.0 3.4 9.2 0.0 1.4 25.4 0.3 0.0 9.6 16.9 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.0 12.5 4.9 0.0 10.5 7.4 4.6 0.6 3.2 15.0 0.4LnGrp Delay(d),s/veh 28.5 0.0 25.2 48.9 0.0 21.8 66.0 23.4 20.7 53.3 49.9 24.8LnGrp LOS C CD CECCDDCApproach Vol, veh/h 554 663 478 620Approach Delay, s/veh 25.3 28.4 42.6 49.6Approach LOS CCDDTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 11.5 37.9 47.0 17.5 31.8 47.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 12.0 33.0 43.0 14.0 31.0 43.0Max Q Clear Time (g_c+I1), s 7.8 10.7 27.4 13.5 26.4 45.0Green Ext Time (p_c), s 0.1 4.5 7.8 0.0 1.4 0.0Intersection SummaryHCM 2010 Ctrl Delay 36.3HCM 2010 LOS DAvila Ranch Cumulative PM11: Higuera & Buckley6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 36.4 39.0 53.0 57.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3344Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase6248Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 50.0 50.0 50.0 50.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.35 2.29 2.68 2.48Pedestrian Crosswalk LOSBBBB Avila Ranch Cumulative PM11: Higuera & Buckley6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 554 663 478 620Effct. Green for Bike (s) 36.6 36.6 33.7 27.1Cross Street Width (ft) 53.0 57.1 39.0 36.4Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 732 732 674 542Bicycle Delay (s/bike) 20.1 20.1 22.0 26.6Bicycle Compliance Fair Fair Fair FairBicycle LOS Score 3.28 3.53 2.94 3.14Bicycle LOS CDCCAvila Ranch Cumulative PM12: Buckley & Vachell6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 50 280 510 100 100 100Future Volume (Veh/h) 50 280 510 100 100 100Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 54 304 554 109 109 109PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 663 1020 608vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 663 1020 608tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 94 56 78cM capacity (veh/h) 926 247 495Direction, Lane # EB 1 WB 1 SB 1Volume Total 358 663 218Volume Left 54 0 109Volume Right 0 109 109cSH 926 1700 329Volume to Capacity 0.06 0.39 0.66Queue Length 95th (ft) 5 0 111Control Delay (s) 1.9 0.0 34.9Lane LOS A DApproach Delay (s) 1.9 0.0 34.9Approach LOS DIntersection SummaryAverage Delay 6.7Intersection Capacity Utilization 72.1% ICU Level of Service CAnalysis Period (min) 15 Avila Ranch Cumulative PM12: Buckley & Vachell7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? YesApproach Delay(s) 8.7Level of Service BCrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 280 510Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.45 0.66Prob of Blocked Lane 0.45 0.66Delay for adq Gap 6.16 9.12Avg Ped Delay (s) 2.74 6.00ApproachApproach Direction WBMedian Present? YesApproach Delay(s) 8.7Level of Service BCrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 510 280Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.66 0.45Prob of Blocked Lane 0.66 0.45Delay for adq Gap 9.12 6.16Avg Ped Delay (s) 6.00 2.74Avila Ranch Cumulative PM13: Buckley & Project Entry6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 0 380 610 0 0 0Future Volume (Veh/h) 0 380 610 0 0 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 413 663 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 663 1076 663vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 663 1076 663tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 926 243 461Direction, Lane # EB 1 WB 1 SB 1Volume Total 413 663 0Volume Left 0 0 0Volume Right 0 0 0cSH 926 1700 1700Volume to Capacity 0.00 0.39 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative PM13: Buckley & Project Entry7/9/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 86.8Level of Service FCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 990Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.96Prob of Blocked Lane 0.81Delay for adq Gap 89.95Avg Ped Delay (s) 86.76ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 86.8Level of Service FCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 990Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.96Prob of Blocked Lane 0.81Delay for adq Gap 89.95Avg Ped Delay (s) 86.76Avila Ranch Cumulative PM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBT SBRLane Group Flow (vph) 78 365 15 260 833 1563 208v/c Ratio 0.38 0.80 0.17 0.92 0.30 0.78 0.22Control Delay 48.5 38.9 46.6 78.9 3.7 17.9 2.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 48.5 38.9 46.6 78.9 3.7 17.9 2.1Queue Length 50th (ft) 38 128 5 136 46 296 1Queue Length 95th (ft) 105 #370 31 #432 124 524 31Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360Base Capacity (vph) 360 457 90 284 3041 2807 1267Starvation Cap Reductn0000000Spillback Cap Reductn0000000Storage Cap Reductn0000000Reduced v/c Ratio 0.22 0.80 0.17 0.92 0.27 0.56 0.16Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative PM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 70 5 350 5 5 5 250 800 0 0 1500 200Future Volume (veh/h) 70 5 350 5 5 5 250 800 0 0 1500 200Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 73 5 365 5 5 5 260 833 0 0 1562 208Adj No. of Lanes011010120121Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 241 16 411 7 7 7 203 2497 0 2 1998 874Arrive On Green 0.15 0.15 0.15 0.01 0.01 0.01 0.12 0.73 0.00 0.00 0.58 0.58Sat Flow, veh/h 1649 113 1539 555 555 555 1712 3505 0 1739 3468 1517Grp Volume(v), veh/h 78 0 365 15 0 0 260 833 0 0 1562 208Grp Sat Flow(s),veh/h/ln 1762 0 1539 1666 0 0 1712 1708 0 1739 1734 1517Q Serve(g_s), s 4.3 0.0 16.0 1.0 0.0 0.0 13.0 9.5 0.0 0.0 38.1 7.4Cycle Q Clear(g_c), s 4.3 0.0 16.0 1.0 0.0 0.0 13.0 9.5 0.0 0.0 38.1 7.4Prop In Lane 0.94 1.00 0.33 0.33 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 257 0 411 22 0 0 203 2497 0 2 1998 874V/C Ratio(X) 0.30 0.00 0.89 0.67 0.00 0.00 1.28 0.33 0.00 0.00 0.78 0.24Avail Cap(c_a), veh/h 257 0 411 61 0 0 203 2497 0 63 2247 983HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 41.8 0.0 38.8 53.8 0.0 0.0 48.3 5.2 0.0 0.0 17.9 11.4Incr Delay (d2), s/veh 0.7 0.0 20.5 29.8 0.0 0.0 158.4 0.1 0.0 0.0 1.7 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 0.0 12.9 0.6 0.0 0.0 15.0 4.4 0.0 0.0 18.5 3.1LnGrp Delay(d),s/veh 42.5 0.0 59.3 83.6 0.0 0.0 206.7 5.3 0.0 0.0 19.6 11.6LnGrp LOS D E F F A B BApproach Vol, veh/h 443 15 1093 1770Approach Delay, s/veh 56.4 83.6 53.2 18.6Approach LOS E F D BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 0.0 84.1 20.0 17.0 67.1 5.5Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 13.0 71.0 4.0Max Q Clear Time (g_c+I1), s 0.0 11.5 18.0 15.0 40.1 3.0Green Ext Time (p_c), s 0.0 38.7 0.0 0.0 23.1 0.0Intersection SummaryHCM 2010 Ctrl Delay 35.3HCM 2010 LOS DAvila Ranch Cumulative PM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.7 24.1 60.4 72.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3256Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4897.5 0.0 5344.9 5503.5Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.34 1.75 3.20 3.12Pedestrian Crosswalk LOS B A C C Avila Ranch Cumulative PM14: Broad & Buckley6/22/2015Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 443 15 1093 1770Effct. Green for Bike (s) 10.1 4.5 70.7 50.3Cross Street Width (ft) 60.4 72.3 24.1 39.7Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 168 75 1178 838Bicycle Delay (s/bike) 50.3 55.6 10.1 20.2Bicycle Compliance Poor Poor Fair FairBicycle LOS Score 3.21 2.69 2.83 3.63Bicycle LOS C B C DAvila Ranch Cumulative PM15: Earthwood & Suburban6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 100cM capacity (veh/h) 1623 1023 1085Direction, Lane # EB 1 WB 1 NB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative PM16: Horizon Ln & Suburban6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph)000000Future Volume (vph)000000Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 0 0 0Volume Left (vph) 0 0 0Volume Right (vph) 0 0 0Hadj (s) 0.00 0.00 0.00Departure Headway (s) 3.9 3.9 3.9Degree Utilization, x 0.00 0.00 0.00Capacity (veh/h) 917 917 917Control Delay (s) 6.9 6.9 6.9Approach Delay (s) 0.0 0.0 0.0Approach LOS A A AIntersection SummaryDelay 0.0Level of Service AIntersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Cumulative PM17: Vachell & Venture Dr6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h)000000Future Volume (Veh/h)000000Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 000000PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 0 0 0vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 0 0 0tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 1023 1085 1623Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 0 0Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1700Volume to Capacity 0.00 0.00 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative PM18: Vachell & Project Entry6/19/2015Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 250 0 0 200Future Volume (Veh/h) 0 0 250 0 0 200Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 272 0 0 217PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 489 272 272vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 489 272 272tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 538 767 1291Direction, Lane # WB 1 NB 1 SB 1Volume Total 0 272 217Volume Left 0 0 0Volume Right 0 0 0cSH 1700 1700 1291Volume to Capacity 0.00 0.16 0.00Queue Length 95th (ft) 0 0 0Control Delay (s) 0.0 0.0 0.0Lane LOS AApproach Delay (s) 0.0 0.0 0.0Approach LOS AIntersection SummaryAverage Delay 0.0Intersection Capacity Utilization 16.5% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Cumulative Plus Project without BP AM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 1108 1453v/c Ratio 0.31 0.78Control Delay 0.2 3.3Queue Delay 0.0 0.0Total Delay 0.2 3.3Queue Length 50th (ft) 0 0Queue Length 95th (ft) 0 0Internal Link Dist (ft) 872 236Turn Bay Length (ft)Base Capacity (vph) 3539 1863Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.31 0.78Intersection Summary Avila Ranch Cumulative Plus Project without BP AM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 1019 1337 0Future Volume (veh/h) 0 0 0 1019 1337 0Number 1 6 2 12Initial Q (Qb), veh0000Ped-Bike Adj(A_pbT) 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863Adj Flow Rate, veh/h 0 1108 1453 0Adj No. of Lanes1211Peak Hour Factor 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2222Cap, veh/h 81 3340 1758 1494Arrive On Green 0.00 0.94 0.94 0.00Sat Flow, veh/h 365 3632 1863 1583Grp Volume(v), veh/h 0 1108 1453 0Grp Sat Flow(s),veh/h/ln 365 1770 1863 1583Q Serve(g_s), s 0.0 2.3 17.7 0.0Cycle Q Clear(g_c), s 0.0 2.3 17.7 0.0Prop In Lane 1.00 1.00Lane Grp Cap(c), veh/h 81 3340 1758 1494V/C Ratio(X) 0.00 0.33 0.83 0.00Avail Cap(c_a), veh/h 81 3340 1758 1494HCM Platoon Ratio 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.89 0.82 0.00Uniform Delay (d), s/veh 0.0 0.2 0.6 0.0Incr Delay (d2), s/veh 0.0 0.2 3.8 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 1.0 9.5 0.0LnGrp Delay(d),s/veh 0.0 0.4 4.4 0.0LnGrp LOS A AApproach Vol, veh/h 1108 1453Approach Delay, s/veh 0.4 4.4Approach LOS A ATimer12345678Assigned Phs 2 6Phs Duration (G+Y+Rc), s 89.0 89.0Change Period (Y+Rc), s 5.0 5.0Max Green Setting (Gmax), s 84.0 84.0Max Q Clear Time (g_c+I1), s 19.7 4.3Green Ext Time (p_c), s 51.6 61.0Intersection SummaryHCM 2010 Ctrl Delay 2.7HCM 2010 LOS AAvila Ranch Cumulative Plus Project without BP AM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 12.4 60.0 60.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 1 5 4Number of Right-Turn Islands 0 0 0Type of Control None NoneActuatedCorresponding Signal Phase 2 0 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 50 500 085th percentile speed (mph) 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 44.5 44.5 44.5Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 1.50 3.60 2.87Pedestrian Crosswalk LOS A D C Avila Ranch Cumulative Plus Project without BP AM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 1108 1453Effct. Green for Bike (s) 0.0 89.0 89.0Cross Street Width (ft) 60.0 60.0 12.4Through Lanes Number 0 2 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 0 2000 2000Bicycle Delay (s/bike) 0.0 0.0 0.0Bicycle Compliance - -Bicycle LOS Score 0.00 3.39 4.15Bicycle LOS C DAvila Ranch Cumulative Plus Project without BP AM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBT NBR SBT SBRLane Group Flow (vph) 521 214 563 150 1273 149v/c Ratio 0.69 0.54 0.24 0.13 0.53 0.13Control Delay 36.7 25.7 6.5 1.5 9.1 1.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.7 25.7 6.5 1.5 9.1 1.6Queue Length 50th (ft) 141 75 56 0 168 0Queue Length 95th (ft) 177 132 98 21 271 21Internal Link Dist (ft) 385 872Turn Bay Length (ft) 50 100 180Base Capacity (vph) 1010 511 2383 1115 2383 1114Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.52 0.42 0.24 0.13 0.53 0.13Intersection Summary Avila Ranch Cumulative Plus Project without BP AM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 490 0 201000052914101197 140Future Volume (veh/h) 490 0 201000052914101197 140Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh 0 0 0000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 0 1863 0 1863 1863 0 1863 1863Adj Flow Rate, veh/h 521 0 214 0 563 0 0 1273 0Adj No. of Lanes 2 0 1021021Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 202 022022Cap, veh/h 679 0 312 0 2468 1104 0 2468 1104Arrive On Green 0.20 0.00 0.20 0.00 0.70 0.00 0.00 0.70 0.00Sat Flow, veh/h 3442 0 1583 0 3632 1583 0 3632 1583Grp Volume(v), veh/h 521 0 214 0 563 0 0 1273 0Grp Sat Flow(s),veh/h/ln 1721 0 1583 0 1770 1583 0 1770 1583Q Serve(g_s), s 12.9 0.0 11.3 0.0 5.2 0.0 0.0 15.3 0.0Cycle Q Clear(g_c), s 12.9 0.0 11.3 0.0 5.2 0.0 0.0 15.3 0.0Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00Lane Grp Cap(c), veh/h 679 0 312 0 2468 1104 0 2468 1104V/C Ratio(X) 0.77 0.00 0.69 0.00 0.23 0.00 0.00 0.52 0.00Avail Cap(c_a), veh/h 1013 0 466 0 2468 1104 0 2468 1104HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.00 0.00 0.53 0.00Uniform Delay (d), s/veh 34.2 0.0 33.5 0.0 4.9 0.0 0.0 6.4 0.0Incr Delay (d2), s/veh 2.0 0.0 2.7 0.0 0.2 0.0 0.0 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.3 0.0 5.2 0.0 2.6 0.0 0.0 7.6 0.0LnGrp Delay(d),s/veh 36.2 0.0 36.2 0.0 5.1 0.0 0.0 6.9 0.0LnGrp LOS D D A AApproach Vol, veh/h 735 563 1273Approach Delay, s/veh 36.2 5.1 6.9Approach LOS D A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 68.8 68.8 21.2Change Period (Y+Rc), s 6.0 6.0 3.5Max Green Setting (Gmax), s 54.0 54.0 26.5Max Q Clear Time (g_c+I1), s 17.3 7.2 14.9Green Ext Time (p_c), s 19.7 22.2 2.9Intersection SummaryHCM 2010 Ctrl Delay 14.9HCM 2010 LOS BAvila Ranch Cumulative Plus Project without BP AM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.1 18.5 65.0 62.2Crosswalk Width (ft) 10.0 12.0 10.0 10.0Total Number of Lanes Crossed4144Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase2636Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.36 1.58 2.77 2.75Pedestrian Crosswalk LOS B A C C Avila Ranch Cumulative Plus Project without BP AM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 735 0 713 1422Effct. Green for Bike (s) 0.0 0.0 60.6 60.6Cross Street Width (ft) 65.0 62.2 18.5 48.1Through Lanes Number0022Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 0 1347 1347Bicycle Delay (s/bike) 0.0 0.0 4.8 4.8Bicycle Compliance Good GoodBicycle LOS Score 0.00 0.00 2.43 3.47Bicycle LOS B CAvila Ranch Cumulative Plus Project without BP AM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 31 10 523 125 40 461 527 125 566v/c Ratio 0.33 0.04 0.59 0.26 0.30 0.34 0.46 0.56 0.35Control Delay 51.8 0.3 30.0 10.6 46.5 22.5 2.5 46.3 17.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.8 0.3 30.0 10.6 46.5 22.5 2.5 46.3 17.9Queue Length 50th (ft) 17 0 132 13 22 106 13 66 118Queue Length 95th (ft) 47 0 182 55 56 157 38 127 173Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 93 238 1141 604 135 1339 1198 271 1605Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.33 0.04 0.46 0.21 0.30 0.34 0.44 0.46 0.35Intersection Summary Avila Ranch Cumulative Plus Project without BP AM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 20 10 502 30 90 40 443 506 120 514 30Future Volume (veh/h) 10 20 10 502 30 90 40 443 506 120 514 30Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 21 10 523 31 94 40 461 527 125 535 31Adj No. of Lanes011210121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 1.00 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 18 38 46 730 86 260 53 1288 906 191 1501 87Arrive On Green 0.03 0.03 0.03 0.21 0.21 0.21 0.03 0.36 0.36 0.11 0.44 0.44Sat Flow, veh/h 591 1242 1519 3442 405 1227 1774 3539 1566 1774 3398 197Grp Volume(v), veh/h 31 0 10 523 0 125 40 461 527 125 278 288Grp Sat Flow(s),veh/h/ln 1833 0 1519 1721 0 1632 1774 1770 1566 1774 1770 1825Q Serve(g_s), s 1.3 0.0 0.5 10.9 0.0 5.0 1.7 7.3 16.5 5.2 8.0 8.0Cycle Q Clear(g_c), s 1.3 0.0 0.5 10.9 0.0 5.0 1.7 7.3 16.5 5.2 8.0 8.0Prop In Lane 0.32 1.00 1.00 0.75 1.00 1.00 1.00 0.11Lane Grp Cap(c), veh/h 56 0 46 730 0 346 53 1288 906 191 782 806V/C Ratio(X) 0.56 0.00 0.22 0.72 0.00 0.36 0.75 0.36 0.58 0.65 0.36 0.36Avail Cap(c_a), veh/h 95 0 79 1163 0 551 138 1288 906 277 782 806HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 36.8 0.0 36.4 28.2 0.0 25.9 37.0 17.9 10.4 32.9 14.2 14.2Incr Delay (d2), s/veh 8.4 0.0 2.3 1.3 0.0 0.6 19.2 0.8 2.7 3.7 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.2 5.3 0.0 2.3 1.1 3.7 11.4 2.7 4.1 4.3LnGrp Delay(d),s/veh 45.2 0.0 38.7 29.5 0.0 26.5 56.3 18.7 13.2 36.7 15.5 15.5LnGrp LOS D D C C E B B D B BApproach Vol, veh/h 41 648 1028 691Approach Delay, s/veh 43.7 28.9 17.3 19.3Approach LOS D C B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.3 40.0 22.3 13.3 34.0 7.3Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 5.0Max Green Setting (Gmax), s 6.0 34.0 26.0 12.0 28.0 4.0Max Q Clear Time (g_c+I1), s 3.7 10.0 12.9 7.2 18.5 3.3Green Ext Time (p_c), s 0.1 3.7 2.7 0.2 4.1 0.0Intersection SummaryHCM 2010 Ctrl Delay 21.5HCM 2010 LOS CAvila Ranch Cumulative Plus Project without BP AM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase2684Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h)0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0 10 10 10Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 40 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.66 2.81 2.56Pedestrian Crosswalk LOS B B C B Avila Ranch Cumulative Plus Project without BP AM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 41 648 1028 691Effct. Green for Bike (s) 4.1 20.8 30.5 36.8Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 452 663 800Bicycle Delay (s/bike) 42.0 27.6 20.6 16.6Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.93 2.66 2.26 1.92Bicycle LOS C B B AAvila Ranch Cumulative Plus Project without BP AM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 323 319 478 5 22 109 493 675 457v/c Ratio 0.63 0.62 0.52 0.03 0.12 0.46 0.28 0.66 0.27Control Delay 28.2 27.8 3.8 33.6 25.3 39.1 11.5 24.7 5.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 28.2 27.8 3.8 33.6 25.3 39.1 11.5 24.7 5.4Queue Length 50th (ft) 101 100 8 2 4 38 48 111 23Queue Length 95th (ft) 256 252 48 13 27 #120 120 226 78Internal Link Dist (ft) 964 964 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 694 699 942 467 463 263 2275 1447 1977Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.47 0.46 0.51 0.01 0.05 0.41 0.22 0.47 0.23Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative Plus Project without BP AM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 560 30 440 5 10 10 100 449 5 5 616 420Future Volume (veh/h) 560 30 440 5 10 10 100 449 5 5 616 420Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 633 0 0 5 11 11 109 488 5 5 670 457Adj No. of Lanes201110120022Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 901 0 528 56 27 27 141 1789 18 68 1200 1666Arrive On Green 0.25 0.00 0.00 0.03 0.03 0.03 0.08 0.50 0.50 0.35 0.35 0.35Sat Flow, veh/h 3548 0 1583 1774 844 844 1774 3589 37 6 3461 2763Grp Volume(v), veh/h 633005022109241252362313457Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1688 1774 1770 1856 1856 1610 1381Q Serve(g_s), s 9.0 0.0 0.0 0.2 0.0 0.7 3.3 4.4 4.4 0.0 8.8 4.4Cycle Q Clear(g_c), s 9.0 0.0 0.0 0.2 0.0 0.7 3.3 4.4 4.4 8.7 8.8 4.4Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.02 0.01 1.00Lane Grp Cap(c), veh/h 901 0 528 56 0 54 141 882 925 709 558 1666V/C Ratio(X) 0.70 0.00 0.00 0.09 0.00 0.41 0.77 0.27 0.27 0.51 0.56 0.27Avail Cap(c_a), veh/h 1596 0 838 511 0 486 287 1242 1303 932 753 2000HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 18.8 0.0 0.0 26.1 0.0 26.4 25.1 8.1 8.1 14.7 14.7 5.3Incr Delay (d2), s/veh 1.0 0.0 0.0 0.7 0.0 5.0 8.6 0.2 0.2 0.6 0.9 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.5 0.0 0.0 0.1 0.0 0.4 2.0 2.2 2.3 4.5 4.0 2.7LnGrp Delay(d),s/veh 19.8 0.0 0.0 26.8 0.0 31.4 33.6 8.3 8.3 15.3 15.6 5.4LnGrp LOS B C CCAABBAApproach Vol, veh/h 633 27 602 1132Approach Delay, s/veh 19.8 30.5 12.9 11.4Approach LOS B C B BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 31.7 18.1 8.4 23.3 5.8Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 9.0 26.0 16.0Max Q Clear Time (g_c+I1), s 6.4 11.0 5.3 10.8 2.7Green Ext Time (p_c), s 12.4 2.6 0.1 8.5 0.0Intersection SummaryHCM 2010 Ctrl Delay 14.2HCM 2010 LOS BNotesAvila Ranch Cumulative Plus Project without BP AM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands1001Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h)2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 100 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.74 1.97 2.82 2.50Pedestrian Crosswalk LOS B A C B Avila Ranch Cumulative Plus Project without BP AM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1120 27 602 1132Effct. Green for Bike (s) 19.8 6.9 32.8 19.8Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 430 150 713 430Bicycle Delay (s/bike) 28.3 39.4 19.0 28.3Bicycle Compliance Fair Poor Fair FairBicycle LOS Score 3.19 1.23 1.32 2.23Bicycle LOS C A A BAvila Ranch Cumulative Plus Project without BP AM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 109 1304 496 218 543 217 353 386 101 348 585 98v/c Ratio 0.45 0.94 0.62 0.77 0.39 0.29 1.00 0.51 0.23 0.98 0.77 0.22Control Delay 50.4 43.2 16.6 63.2 22.6 4.0 92.6 35.8 4.2 89.1 43.1 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 50.4 43.2 16.6 63.2 22.6 4.0 92.6 35.8 4.2 89.1 43.1 3.8Queue Length 50th (ft) 34 408 161 70 126 0 ~116 111 0 113 179 0Queue Length 95th (ft) 62 #576 267 #130 177 46 #214 156 25 #211 240 23Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 250 250 150 200 220 200 175 125Base Capacity (vph) 248 1387 804 283 1394 755 354 876 481 354 876 484Starvation Cap Reductn000000000000Spillback Cap Reductn000000000000Storage Cap Reductn000000000000Reduced v/c Ratio 0.44 0.94 0.62 0.77 0.39 0.29 1.00 0.44 0.21 0.98 0.67 0.20Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative Plus Project without BP AM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 100 1200 456 201 500 200 325 355 93 320 538 90Future Volume (veh/h) 100 1200 456 201 500 200 325 355 93 320 538 90Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 109 1304 496 218 543 217 353 386 101 348 585 98Adj No. of Lanes221221221221Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 170 1366 768 282 1481 657 353 758 335 353 758 335Arrive On Green 0.05 0.39 0.39 0.08 0.42 0.42 0.10 0.21 0.21 0.10 0.21 0.21Sat Flow, veh/h 3442 3539 1569 3442 3539 1570 3442 3539 1563 3442 3539 1563Grp Volume(v), veh/h 109 1304 496 218 543 217 353 386 101 348 585 98Grp Sat Flow(s),veh/h/ln 1721 1770 1569 1721 1770 1570 1721 1770 1563 1721 1770 1563Q Serve(g_s), s 3.0 34.9 23.1 6.1 10.3 9.1 10.0 9.4 5.3 9.8 15.2 5.1Cycle Q Clear(g_c), s 3.0 34.9 23.1 6.1 10.3 9.1 10.0 9.4 5.3 9.8 15.2 5.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 170 1366 768 282 1481 657 353 758 335 353 758 335V/C Ratio(X) 0.64 0.95 0.65 0.77 0.37 0.33 1.00 0.51 0.30 0.99 0.77 0.29Avail Cap(c_a), veh/h 247 1379 773 282 1481 657 353 871 385 353 871 385HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 45.5 29.1 18.7 43.9 19.5 19.1 43.8 33.8 32.2 43.7 36.1 32.1Incr Delay (d2), s/veh 4.0 14.7 1.9 12.4 0.2 0.3 48.1 0.5 0.5 44.1 3.8 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 19.8 10.3 3.4 5.0 4.0 7.1 4.6 2.3 6.8 7.8 2.3LnGrp Delay(d),s/veh 49.5 43.8 20.5 56.3 19.6 19.4 91.9 34.3 32.7 87.8 39.9 32.6LnGrp LOS D D C E B B F C C F D CApproach Vol, veh/h 1909 978 840 1031Approach Delay, s/veh 38.1 27.8 58.3 55.4Approach LOS D C E ETimer12345678Assigned Phs12345678Phs Duration (G+Y+Rc), s 15.0 26.9 12.0 43.7 15.0 26.9 8.8 46.8Change Period (Y+Rc), s 5.0 6.0 4.0 * 6 5.0 6.0 4.0 6.0Max Green Setting (Gmax), s 10.0 24.0 8.0 * 38 10.0 24.0 7.0 38.0Max Q Clear Time (g_c+I1), s 11.8 11.4 8.1 36.9 12.0 17.2 5.0 12.3Green Ext Time (p_c), s 0.0 5.6 0.0 0.7 0.0 3.7 0.1 19.9Intersection SummaryHCM 2010 Ctrl Delay 43.3HCM 2010 LOS DNotesAvila Ranch Cumulative Plus Project without BP AM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 84.8 84.3 85.4 85.4Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed7777Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7270.2 7270.2 7270.2 7270.2Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4102.3 4099.0 4081.9 4081.9Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 39.6 39.6 39.6 39.6Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 3.01 2.99 3.06 2.98Pedestrian Crosswalk LOSCCCC Avila Ranch Cumulative Plus Project without BP AM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1909 978 840 1031Effct. Green for Bike (s) 38.0 38.2 20.9 20.9Cross Street Width (ft) 85.4 85.4 84.3 84.8Through Lanes Number2222Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 760 764 418 418Bicycle Delay (s/bike) 19.2 19.1 31.3 31.3Bicycle Compliance Fair Fair Poor PoorBicycle LOS Score 4.44 3.67 2.26 2.42Bicycle LOS E D B BAvila Ranch Cumulative Plus Project without BP AM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 43 32 170 167 258 11 526 956 484 524v/c Ratio 0.23 0.10 0.46 0.45 0.47 0.11 0.66 0.90 1.19 0.30Control Delay 43.5 0.6 40.1 39.9 8.1 52.7 39.0 18.2 142.8 17.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 43.5 0.6 40.1 39.9 8.1 52.7 39.0 18.2 142.8 17.6Queue Length 50th (ft) 25 0 92 91 0 7 151 74 ~367 91Queue Length 95th (ft) 59 0 205 202 73 29 257 #518 #740 208Internal Link Dist (ft) 407 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 531 584 405 407 577 96 1047 1078 407 1779Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.08 0.05 0.42 0.41 0.45 0.11 0.50 0.89 1.19 0.29Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative Plus Project without BP AM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 30 10 30 303 10 240 10 489 889 450 477 10Future Volume (veh/h) 30 10 30 303 10 240 10 489 889 450 477 10Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 32 11 32 334 0 0 11 526 956 484 513 11Adj No. of Lanes011201121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 69 24 81 439 0 196 24 1110 691 433 1928 41Arrive On Green 0.05 0.05 0.05 0.12 0.00 0.00 0.01 0.31 0.31 0.24 0.54 0.54Sat Flow, veh/h 1336 459 1575 3548 0 1583 1774 3539 1579 1774 3543 76Grp Volume(v), veh/h 43 0 32 334 0 0 11 526 956 484 256 268Grp Sat Flow(s),veh/h/ln 1796 0 1575 1774 0 1583 1774 1770 1579 1774 1770 1849Q Serve(g_s), s 2.0 0.0 1.7 7.8 0.0 0.0 0.5 10.3 27.0 21.0 6.6 6.7Cycle Q Clear(g_c), s 2.0 0.0 1.7 7.8 0.0 0.0 0.5 10.3 27.0 21.0 6.6 6.7Prop In Lane 0.74 1.00 1.00 1.00 1.00 1.00 1.00 0.04Lane Grp Cap(c), veh/h 93 0 81 439 0 196 24 1110 691 433 963 1006V/C Ratio(X) 0.46 0.00 0.39 0.76 0.00 0.00 0.46 0.47 1.38 1.12 0.27 0.27Avail Cap(c_a), veh/h 563 0 494 907 0 405 103 1110 691 433 963 1006HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.7 0.0 39.5 36.5 0.0 0.0 42.2 23.8 21.2 32.5 10.5 10.5Incr Delay (d2), s/veh 1.3 0.0 1.1 1.0 0.0 0.0 5.1 0.7 181.5 79.6 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 0.0 0.8 3.9 0.0 0.0 0.3 5.1 51.2 19.8 3.3 3.4LnGrp Delay(d),s/veh 41.0 0.0 40.7 37.5 0.0 0.0 47.3 24.5 202.7 112.2 10.8 10.8LnGrp LOS D D D D C F F B BApproach Vol, veh/h 75 334 1493 1008Approach Delay, s/veh 40.9 37.5 138.8 59.5Approach LOS D D F ETimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 26.0 33.0 10.4 6.2 52.8 16.7Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 21.0 27.0 27.0 5.0 43.0 22.0Max Q Clear Time (g_c+I1), s 23.0 29.0 4.0 2.5 8.7 9.8Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 27.9 0.7Intersection SummaryHCM 2010 Ctrl Delay 97.2HCM 2010 LOS FNotesAvila Ranch Cumulative Plus Project without BP AM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 46.8 49.3 74.7 62.6Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h)2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 150 50 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2259.4 2284.3 2457.1 2389.3Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.96 3.12 2.85Pedestrian Crosswalk LOS A C C C Avila Ranch Cumulative Plus Project without BP AM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 75 595 1493 1008Effct. Green for Bike (s) 9.7 20.9 21.4 46.8Cross Street Width (ft) 74.7 62.6 49.3 46.8Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 162 348 357 780Bicycle Delay (s/bike) 50.7 40.9 40.5 22.3Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.83 2.21 2.26 1.82Bicycle LOS C B B AAvila Ranch Cumulative Plus Project without BP AM7: Horizon Lane & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 1209 80 26 683 70 48Future Volume (Veh/h) 1209 80 26 683 70 48Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 1314 87 28 742 76 52PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 1401 1784 700vC1, stage 1 conf vol 1358vC2, stage 2 conf vol 427vCu, unblocked vol 1401 1784 700tC, single (s) 4.1 6.8 6.9tC, 2 stage (s) 5.8tF (s) 2.2 3.5 3.3p0 queue free % 94 61 86cM capacity (veh/h) 484 193 381Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1Volume Total 876 525 275 495 128Volume Left 0 0 28 0 76Volume Right 0 87 0 0 52cSH 1700 1700 484 1700 241Volume to Capacity 0.52 0.31 0.06 0.29 0.53Queue Length 95th (ft)005071Control Delay (s) 0.0 0.0 2.1 0.0 35.7Lane LOS A EApproach Delay (s) 0.0 0.8 35.7Approach LOS EIntersection SummaryAverage Delay 2.2Intersection Capacity Utilization 51.3% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$0+RUL]RQ/DQH 7DQN)DUP2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 338068Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1892Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 338070.00Avg Ped Delay (s) 338068.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 338068Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1892Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 338070.00Avg Ped Delay (s) 338068.00Avila Ranch Cumulative Plus Project without BP AM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBL SBTLane Group Flow (vph) 262 1816 136 799v/c Ratio 0.54 0.86 0.83 0.30Control Delay 24.3 20.2 79.4 4.5Queue Delay 0.0 0.0 0.0 0.0Total Delay 24.3 20.2 79.4 4.5Queue Length 50th (ft) 40 348 72 51Queue Length 95th (ft) 74 #763 #207 141Internal Link Dist (ft) 1164 234 1054Turn Bay Length (ft) 200Base Capacity (vph) 979 2108 163 2660Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.27 0.86 0.83 0.30Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative Plus Project without BP AM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 142 99 1289 382 125 735Future Volume (vph) 142 99 1289 382 125 735Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 6.0 4.0 6.0Lane Util. Factor 0.97 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.94 0.97 1.00 1.00Flt Protected 0.97 1.00 0.95 1.00Satd. Flow (prot) 3252 3401 1770 3539Flt Permitted 0.97 1.00 0.95 1.00Satd. Flow (perm) 3252 3401 1770 3539Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 154 108 1401 415 136 799RTOR Reduction (vph) 95 0 23 0 0 0Lane Group Flow (vph) 167 0 1793 0 136 799Confl. Peds. (#/hr) 6 1 1Turn Type Prot NA Prot NAProtected Phases 8 2 1 6Permitted PhasesActuated Green, G (s) 10.5 53.4 8.0 65.4Effective Green, g (s) 10.5 53.4 8.0 65.4Actuated g/C Ratio 0.12 0.61 0.09 0.75Clearance Time (s) 5.0 6.0 4.0 6.0Vehicle Extension (s) 2.0 5.5 3.0 5.5Lane Grp Cap (vph) 392 2089 162 2663v/s Ratio Prot c0.05 c0.53 c0.08 0.23v/s Ratio Permv/c Ratio 0.43 0.86 0.84 0.30Uniform Delay, d1 35.4 13.7 38.8 3.4Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 4.2 29.9 0.2Delay (s) 35.7 17.9 68.7 3.6Level of Service D B E AApproach Delay (s) 35.7 17.9 13.1Approach LOS D B BIntersection SummaryHCM 2000 Control Delay 17.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.79Actuated Cycle Length (s) 86.9 Sum of lost time (s) 15.0Intersection Capacity Utilization 77.0% ICU Level of Service DAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Cumulative Plus Project without BP AM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 45.9 59.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 10 40 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7268.8 7269.1 7269.1Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 2700.3 3195.7 2847.4Crosswalk Circulation Code A A APedestrian Delay (s/p) 42.3 41.4 42.3Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.18 3.21 3.02Pedestrian Crosswalk LOS B C C Avila Ranch Cumulative Plus Project without BP AM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 262 1816 935Effct. Green for Bike (s) 10.5 53.3 65.3Cross Street Width (ft) 60.1 45.9 59.3Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 210 1066 1306Bicycle Delay (s/bike) 40.1 10.9 6.0Bicycle Compliance Poor Fair GoodBicycle LOS Score 1.73 2.69 2.17Bicycle LOS A B BAvila Ranch Cumulative Plus Project without BP AM9: Higuera & Vachell1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 214 1457 164 0 877Future Volume (Veh/h) 0 214 1457 164 0 877Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Hourly flow rate (vph) 0 228 1550 174 0 933PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 504 314pX, platoon unblocked 0.93vC, conflicting volume 2104 862 1724vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 2038 862 1724tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 24 100cM capacity (veh/h) 46 298 363Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 228 1033 691 466 466Volume Left00000Volume Right 228 0 174 0 0cSH 298 1700 1700 1700 1700Volume to Capacity 0.76 0.61 0.41 0.27 0.27Queue Length 95th (ft) 1460000Control Delay (s) 47.5 0.0 0.0 0.0 0.0Lane LOS EApproach Delay (s) 47.5 0.0 0.0Approach LOS EIntersection SummaryAverage Delay 3.8Intersection Capacity Utilization 65.4% ICU Level of Service CAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$0+LJXHUD 9DFKHOO2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 345112Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2334Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 345113.00Avg Ped Delay (s) 345112.00ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 345112Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2334Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 345113.00Avg Ped Delay (s) 345112.00Avila Ranch Cumulative Plus Project without BP AM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1198 106 53 527 431 502v/c Ratio 0.73 0.13 0.24 0.76 0.78 0.41Control Delay 21.8 7.7 18.6 30.1 38.3 3.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.8 7.7 18.6 30.1 38.3 3.3Queue Length 50th (ft) 290 14 18 235 222 56Queue Length 95th (ft) 373 43 40 350 #362 87Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1708 819 222 880 625 1253Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.70 0.13 0.24 0.60 0.69 0.40Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative Plus Project without BP AM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1126 100 50 495 405 472Future Volume (veh/h) 1126 100 50 495 405 472Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1198 106 53 527 431 502Adj No. of Lanes211111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1519 699 215 771 557 1171Arrive On Green 0.44 0.44 0.04 0.41 0.30 0.30Sat Flow, veh/h 3442 1583 1774 1863 1863 1578Grp Volume(v), veh/h 1198 106 53 527 431 502Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1578Q Serve(g_s), s 24.7 3.3 1.6 19.2 17.5 10.0Cycle Q Clear(g_c), s 24.7 3.3 1.6 19.2 17.5 10.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1519 699 215 771 557 1171V/C Ratio(X) 0.79 0.15 0.25 0.68 0.77 0.43Avail Cap(c_a), veh/h 1660 764 246 853 606 1212HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 19.9 13.9 19.7 19.9 26.5 4.1Incr Delay (d2), s/veh 3.3 0.3 0.2 2.2 6.0 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 12.3 3.8 0.8 10.3 9.9 11.5LnGrp Delay(d),s/veh 23.2 14.1 19.9 22.0 32.5 4.4LnGrp LOS C B B C C AApproach Vol, veh/h 1304 580 933Approach Delay, s/veh 22.4 21.8 17.4Approach LOS C C BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 40.3 42.6 9.5 30.8Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 38.0 40.0 5.0 27.0Max Q Clear Time (g_c+I1), s 21.2 26.7 3.6 19.5Green Ext Time (p_c), s 9.5 9.9 0.0 5.2Intersection SummaryHCM 2010 Ctrl Delay 20.6HCM 2010 LOS CAvila Ranch Cumulative Plus Project without BP AM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 73.1 36.1 58.7Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 5 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 1 1 1Ped. Right-Left Flow Rate (p/h) 1 0 0Ped. R. Sidewalk Flow Rate (p/h) 2 1 1Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 14557.5 24281.2 18210.9Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.1 0.3 0.2Crosswalk Circulation Code F F FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.73 2.49 2.79Pedestrian Crosswalk LOS B B C Avila Ranch Cumulative Plus Project without BP AM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 8 8 8Total Flow Rate (veh/h) 1304 580 933Effct. Green for Bike (s) 39.2 30.5 24.5Cross Street Width (ft) 36.1 58.7 73.1Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 871 678 544Bicycle Delay (s/bike) 14.4 19.7 23.9Bicycle Compliance Fair Fair FairBicycle LOS Score 2.12 2.34 3.15Bicycle LOS B B CAvila Ranch Cumulative Plus Project without BP AM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 11 187 85 123 54 543 118 168 359 22v/c Ratio 0.04 0.48 0.42 0.32 0.25 0.56 0.13 0.49 0.31 0.02Control Delay 21.2 25.1 29.0 19.3 30.6 16.8 2.4 28.9 9.2 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.2 25.1 29.0 19.3 30.6 16.8 2.4 28.9 9.2 0.1Queue Length 50th (ft) 3 53 25 26 17 147 0 50 71 0Queue Length 95th (ft) 16 122 71 75 55 288 20 125 142 0Internal Link Dist (ft) 2022 1650 1242 1906Turn Bay Length (ft) 150 150 150 150 150 150Base Capacity (vph) 421 616 331 612 221 1148 1029 443 1303 1131Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.03 0.30 0.26 0.20 0.24 0.47 0.11 0.38 0.28 0.02Intersection Summary Avila Ranch Cumulative Plus Project without BP AM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 152 20 78 78 35 50 500 109 155 330 20Future Volume (veh/h) 10 152 20 78 78 35 50 500 109 155 330 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 11 165 22 85 85 38 54 543 118 168 359 22Adj No. of Lanes110110111111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 358 358 48 310 272 121 76 750 638 219 901 766Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.04 0.40 0.40 0.12 0.48 0.48Sat Flow, veh/h 1263 1610 215 1192 1221 546 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 11 0 187 85 0 123 54 543 118 168 359 22Grp Sat Flow(s),veh/h/ln 1263 0 1825 1192 0 1766 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 0.4 0.0 4.2 3.2 0.0 2.8 1.4 11.7 2.3 4.4 5.9 0.3Cycle Q Clear(g_c), s 3.1 0.0 4.2 7.4 0.0 2.8 1.4 11.7 2.3 4.4 5.9 0.3Prop In Lane 1.00 0.12 1.00 0.31 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 358 0 406 310 0 393 76 750 638 219 901 766V/C Ratio(X) 0.03 0.00 0.46 0.27 0.00 0.31 0.71 0.72 0.18 0.77 0.40 0.03Avail Cap(c_a), veh/h 500 0 611 444 0 591 223 1169 993 445 1402 1192HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.8 0.0 16.1 19.3 0.0 15.5 22.6 12.0 9.2 20.3 7.9 6.5Incr Delay (d2), s/veh 0.0 0.0 0.8 0.5 0.0 0.5 11.6 1.3 0.1 5.5 0.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 2.2 1.1 0.0 1.4 0.9 6.2 1.0 2.5 3.1 0.2LnGrp Delay(d),s/veh 16.9 0.0 16.9 19.8 0.0 16.0 34.1 13.4 9.3 25.8 8.2 6.5LnGrp LOS B B B B C B A C A AApproach Vol, veh/h 198 208 715 549Approach Delay, s/veh 16.9 17.5 14.3 13.5Approach LOS BBBBTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.9 23.3 14.6 6.0 27.1 14.6Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 12.0 30.0 16.0 6.0 36.0 16.0Max Q Clear Time (g_c+I1), s 6.4 13.7 6.2 3.4 7.9 9.4Green Ext Time (p_c), s 0.2 5.5 1.6 0.0 6.7 1.3Intersection SummaryHCM 2010 Ctrl Delay 14.7HCM 2010 LOS BAvila Ranch Cumulative Plus Project without BP AM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 37.1 40.5 51.2 54.9Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3344Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase6248Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h)0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 35.0 35.0 35.0 35.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.06 2.15 2.56 2.55Pedestrian Crosswalk LOSBBBB Avila Ranch Cumulative Plus Project without BP AM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 198 208 715 549Effct. Green for Bike (s) 11.2 10.8 27.7 33.4Cross Street Width (ft) 51.2 54.9 40.5 37.1Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 320 309 791 954Bicycle Delay (s/bike) 24.7 25.0 12.8 9.6Bicycle Compliance Fair Fair Fair GoodBicycle LOS Score 2.67 2.74 3.36 3.03Bicycle LOS B B C CAvila Ranch Cumulative Plus Project without BP AM12: Buckley & Vachell1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 113 303 118 214 130 72Future Volume (Veh/h) 113 303 118 214 130 72Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 123 329 128 233 141 78PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 361 820 244vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 361 820 244tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 90 54 90cM capacity (veh/h) 1198 309 794Direction, Lane # EB 1 WB 1 SB 1Volume Total 452 361 219Volume Left 123 0 141Volume Right 0 233 78cSH 1198 1700 395Volume to Capacity 0.10 0.21 0.55Queue Length 95th (ft) 9 0 81Control Delay (s) 3.0 0.0 24.8Lane LOS A CApproach Delay (s) 3.0 0.0 24.8Approach LOS CIntersection SummaryAverage Delay 6.6Intersection Capacity Utilization 63.1% ICU Level of Service BAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$0%XFNOH\ 9DFKHOO2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? YesApproach Delay(s) 4Level of Service ACrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 303 118Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.47 0.22Prob of Blocked Lane 0.47 0.22Delay for adq Gap 6.40 4.65Avg Ped Delay (s) 3.02 1.02ApproachApproach Direction WBMedian Present? YesApproach Delay(s) 4Level of Service ACrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 118 303Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.22 0.47Prob of Blocked Lane 0.22 0.47Delay for adq Gap 4.65 6.40Avg Ped Delay (s) 1.02 3.02Avila Ranch Cumulative Plus Project without BP AM13: Buckley & Project Entry1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 7 326 302 10 31 31Future Volume (Veh/h) 7 326 302 10 31 31Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 8 354 328 11 34 34PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 339 704 334vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 339 704 334tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 92 95cM capacity (veh/h) 1220 401 708Direction, Lane # EB 1 WB 1 SB 1Volume Total 362 339 68Volume Left 8 0 34Volume Right 0 11 34cSH 1220 1700 512Volume to Capacity 0.01 0.20 0.13Queue Length 95th (ft) 0 0 11Control Delay (s) 0.2 0.0 13.1Lane LOS A BApproach Delay (s) 0.2 0.0 13.1Approach LOS BIntersection SummaryAverage Delay 1.3Intersection Capacity Utilization 33.1% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$0%XFNOH\ 3URMHFW(QWU\2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 29.8Level of Service DCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 628Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.88Prob of Blocked Lane 0.65Delay for adq Gap 33.87Avg Ped Delay (s) 29.80ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 29.8Level of Service DCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 628Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.88Prob of Blocked Lane 0.65Delay for adq Gap 33.87Avg Ped Delay (s) 29.80Avila Ranch Cumulative Plus Project without BP AM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 95 190 15 386 1527 5 815 164v/c Ratio 0.41 0.23 0.15 0.62 0.57 0.05 0.66 0.25Control Delay 40.1 3.8 39.1 30.0 7.0 44.2 23.8 4.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 40.1 3.8 39.1 30.0 7.0 44.2 23.8 4.3Queue Length 50th (ft) 40 5 4 139 115 2 165 0Queue Length 95th (ft) 110 43 28 #417 413 16 280 39Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 397 846 100 650 3237 97 2683 1211Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.24 0.22 0.15 0.59 0.47 0.05 0.30 0.14Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Cumulative Plus Project without BP AM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 83 5 175 5 5 5 355 1400 5 5 750 151Future Volume (veh/h) 83 5 175 5 5 5 355 1400 5 5 750 151Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 90 5 190 5 5 5 386 1522 5 5 815 164Adj No. of Lanes011010120121Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 195 11 567 8 8 8 422 2430 8 9 1577 690Arrive On Green 0.12 0.12 0.12 0.01 0.01 0.01 0.25 0.70 0.70 0.01 0.45 0.45Sat Flow, veh/h 1668 93 1543 561 561 561 1712 3491 11 1739 3468 1518Grp Volume(v), veh/h 95 0 190 15 0 0 386 744 783 5 815 164Grp Sat Flow(s),veh/h/ln 1761 0 1543 1683 0 0 1712 1708 1795 1739 1734 1518Q Serve(g_s), s 4.8 0.0 8.5 0.8 0.0 0.0 20.9 22.4 22.4 0.3 16.0 6.3Cycle Q Clear(g_c), s 4.8 0.0 8.5 0.8 0.0 0.0 20.9 22.4 22.4 0.3 16.0 6.3Prop In Lane 0.95 1.00 0.33 0.33 1.00 0.01 1.00 1.00Lane Grp Cap(c), veh/h 206 0 567 23 0 0 422 1189 1250 9 1577 690V/C Ratio(X) 0.46 0.00 0.33 0.65 0.00 0.00 0.91 0.63 0.63 0.55 0.52 0.24Avail Cap(c_a), veh/h 296 0 646 71 0 0 485 1434 1507 73 2075 908HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.3 0.0 22.0 46.8 0.0 0.0 34.9 7.8 7.8 47.3 18.5 15.9Incr Delay (d2), s/veh 1.6 0.0 0.3 26.5 0.0 0.0 20.2 0.6 0.6 43.6 0.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.4 0.0 3.7 0.6 0.0 0.0 12.2 10.5 11.1 0.2 7.6 2.7LnGrp Delay(d),s/veh 40.9 0.0 22.3 73.2 0.0 0.0 55.1 8.4 8.4 90.9 18.8 16.1LnGrp LOS D C E E A A F B BApproach Vol, veh/h 285 15 1913 984Approach Delay, s/veh 28.5 73.2 17.8 18.7Approach LOS C E B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 4.5 70.3 15.2 27.5 47.3 5.3Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 27.0 57.0 4.0Max Q Clear Time (g_c+I1), s 2.3 24.4 10.5 22.9 18.0 2.8Green Ext Time (p_c), s 0.0 31.2 0.6 0.6 25.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 19.3HCM 2010 LOS BAvila Ranch Cumulative Plus Project without BP AM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.3 24.0 61.1 72.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3256Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h)1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 20 0 0 1085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4885.4 0.0 5355.6 5501.2Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.26 1.75 3.17 3.12Pedestrian Crosswalk LOS B A C C Avila Ranch Cumulative Plus Project without BP AM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 285 15 1913 984Effct. Green for Bike (s) 10.0 4.3 58.9 26.9Cross Street Width (ft) 61.1 72.1 24.0 39.3Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 167 72 982 448Bicycle Delay (s/bike) 50.4 55.8 15.6 36.1Bicycle Compliance Poor Poor Fair PoorBicycle LOS Score 2.96 2.69 3.51 2.97Bicycle LOS C B D CAvila Ranch Cumulative Plus Project without BP AM15: Earthwood & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 12 23 2 49 77 6Future Volume (Veh/h) 12 23 2 49 77 6Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 13 25 2 53 84 7PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1244pX, platoon unblockedvC, conflicting volume 38 82 26vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 38 82 26tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 91 99cM capacity (veh/h) 1572 918 1050Direction, Lane # EB 1 WB 1 NB 1Volume Total 38 55 91Volume Left 0 2 84Volume Right 25 0 7cSH 1700 1572 927Volume to Capacity 0.02 0.00 0.10Queue Length 95th (ft) 0 0 8Control Delay (s) 0.0 0.3 9.3Lane LOS A AApproach Delay (s) 0.0 0.3 9.3Approach LOS AIntersection SummaryAverage Delay 4.7Intersection Capacity Utilization 15.5% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$0(DUWKZRRG 6XEXUEDQ2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 2.2Level of Service ACrosswalkLength (ft) 44Lanes Crossed 2Veh Vol Crossed 61Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 15.57Prob of Delayed X-ing 0.23Prob of Blocked Lane 0.12Delay for adq Gap 9.69Avg Ped Delay (s) 2.25ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 1.3Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 61Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.19Prob of Blocked Lane 0.10Delay for adq Gap 7.20Avg Ped Delay (s) 1.34Avila Ranch Cumulative Plus Project without BP AM16: Suburban & Horizon Lane1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 6 19 71 12 4 2Future Volume (vph) 6 19 71 12 4 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 7 21 77 13 4 2Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 28 90 6Volume Left (vph) 7 77 0Volume Right (vph) 21 0 2Hadj (s) -0.37 0.21 -0.17Departure Headway (s) 3.7 4.2 3.9Degree Utilization, x 0.03 0.10 0.01Capacity (veh/h) 932 847 913Control Delay (s) 6.9 7.7 6.9Approach Delay (s) 6.9 7.7 6.9Approach LOS A A AIntersection SummaryDelay 7.4Level of Service AIntersection Capacity Utilization 21.2% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Cumulative Plus Project without BP AM17: Vachell & Venture Dr1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 34 12 21 11 15 9Future Volume (Veh/h) 34 12 21 11 15 9Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 37 13 23 12 16 10PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 71 29 35vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 71 29 35tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 99 99cM capacity (veh/h) 924 1046 1576Direction, Lane # WB 1 NB 1 SB 1Volume Total 50 35 26Volume Left 37 0 16Volume Right 13 12 0cSH 953 1700 1576Volume to Capacity 0.05 0.02 0.01Queue Length 95th (ft) 4 0 1Control Delay (s) 9.0 0.0 4.5Lane LOS A AApproach Delay (s) 9.0 0.0 4.5Approach LOS AIntersection SummaryAverage Delay 5.1Intersection Capacity Utilization 18.0% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$09DFKHOO 9HQWXUH'U2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 0.6Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 30Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.10Prob of Blocked Lane 0.05Delay for adq Gap 6.60Avg Ped Delay (s) 0.64ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 0.6Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 30Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.10Prob of Blocked Lane 0.05Delay for adq Gap 6.60Avg Ped Delay (s) 0.64 Avila Ranch Cumulative Plus Project without BP AM18: Vachell & Project Entry1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 25 9 323 4 5 178Future Volume (Veh/h) 25 9 323 4 5 178Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 27 10 351 4 5 193PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 556 353 355vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 556 353 355tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 94 99 100cM capacity (veh/h) 490 691 1204Direction, Lane # WB 1 NB 1 SB 1Volume Total 37 355 198Volume Left 27 0 5Volume Right 10 4 0cSH 532 1700 1204Volume to Capacity 0.07 0.21 0.00Queue Length 95th (ft) 6 0 0Control Delay (s) 12.3 0.0 0.2Lane LOS B AApproach Delay (s) 12.3 0.0 0.2Approach LOS BIntersection SummaryAverage Delay 0.8Intersection Capacity Utilization 27.2% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3$09DFKHOO 3URMHFW(QWU\2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 19.6Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 501Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.82Prob of Blocked Lane 0.57Delay for adq Gap 24.05Avg Ped Delay (s) 19.61ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 19.6Level of Service CCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 501Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.82Prob of Blocked Lane 0.57Delay for adq Gap 24.05Avg Ped Delay (s) 19.61 Avila Ranch Cumulative Plus Project without BP PM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group NBT SBTLane Group Flow (vph) 1913 1669v/c Ratio 0.54 0.90Control Delay 0.6 8.7Queue Delay 0.0 0.0Total Delay 0.6 8.7Queue Length 50th (ft) 0 0Queue Length 95th (ft) 0 #81Internal Link Dist (ft) 925 236Turn Bay Length (ft)Base Capacity (vph) 3539 1863Starvation Cap Reductn 0 0Spillback Cap Reductn 0 0Storage Cap Reductn 0 0Reduced v/c Ratio 0.54 0.90Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 0 1894 1652 0Future Volume (veh/h) 0 0 0 1894 1652 0Number 1 6 2 12Initial Q (Qb), veh0000Ped-Bike Adj(A_pbT) 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863Adj Flow Rate, veh/h 0 1913 1669 0Adj No. of Lanes1211Peak Hour Factor 0.99 0.99 0.99 0.99Percent Heavy Veh, % 2222Cap, veh/h 116 3254 1713 1456Arrive On Green 0.00 0.92 0.92 0.00Sat Flow, veh/h 296 3632 1863 1583Grp Volume(v), veh/h 0 1913 1669 0Grp Sat Flow(s),veh/h/ln 296 1770 1863 1583Q Serve(g_s), s 0.0 5.9 43.1 0.0Cycle Q Clear(g_c), s 0.0 5.9 43.1 0.0Prop In Lane 1.00 1.00Lane Grp Cap(c), veh/h 116 3254 1713 1456V/C Ratio(X) 0.00 0.59 0.97 0.00Avail Cap(c_a), veh/h 116 3254 1713 1456HCM Platoon Ratio 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.74 0.74 0.00Uniform Delay (d), s/veh 0.0 0.4 1.9 0.0Incr Delay (d2), s/veh 0.0 0.6 13.6 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 2.7 24.5 0.0LnGrp Delay(d),s/veh 0.0 1.0 15.5 0.0LnGrp LOS A BApproach Vol, veh/h 1913 1669Approach Delay, s/veh 1.0 15.5Approach LOS A BTimer12345678Assigned Phs 2 6Phs Duration (G+Y+Rc), s 62.0 62.0Change Period (Y+Rc), s 5.0 5.0Max Green Setting (Gmax), s 57.0 57.0Max Q Clear Time (g_c+I1), s 45.1 7.9Green Ext Time (p_c), s 11.9 48.2Intersection SummaryHCM 2010 Ctrl Delay 7.8HCM 2010 LOS A Avila Ranch Cumulative Plus Project without BP PM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 12.7 60.0 60.0Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 1 5 4Number of Right-Turn Islands 0 0 0Type of Control None NoneActuatedCorresponding Signal Phase 2 0 8Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 0 0 0Ped. Right-Left Flow Rate (p/h) 0 0 0Ped. R. Sidewalk Flow Rate (p/h) 0 0 0Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 30 35 35Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0Right Corner Quality of Service - - -Ped. Circulation Area (sq.ft) 0.0 0.0 0.0Crosswalk Circulation Code - - -Pedestrian Delay (s/p) 31.0 31.0 31.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 1.42 3.11 3.14Pedestrian Crosswalk LOS A C CAvila Ranch Cumulative Plus Project without BP PM1: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 0 1913 1669Effct. Green for Bike (s) 0.0 62.0 62.0Cross Street Width (ft) 60.0 60.0 12.7Through Lanes Number 0 2 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? No No NoOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 0 2000 2000Bicycle Delay (s/bike) 0.0 0.0 0.0Bicycle Compliance - -Bicycle LOS Score 0.00 4.06 4.51Bicycle LOS D E Avila Ranch Cumulative Plus Project without BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBT NBR SBT SBRLane Group Flow (vph) 464 116 1489 228 1332 371v/c Ratio 0.70 0.32 0.60 0.20 0.54 0.30Control Delay 39.6 15.2 8.7 2.1 7.9 1.3Queue Delay 0.0 0.0 0.6 0.0 0.0 0.0Total Delay 39.6 15.2 9.3 2.1 7.9 1.3Queue Length 50th (ft) 128 21 194 9 162 0Queue Length 95th (ft) 169 63 299 35 250 27Internal Link Dist (ft) 471 925Turn Bay Length (ft) 50 100 180Base Capacity (vph) 820 433 2482 1160 2482 1221Starvation Cap Reductn 0 0 549 0 0 0Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.57 0.27 0.77 0.20 0.54 0.30Intersection SummaryAvila Ranch Cumulative Plus Project without BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 450 0 1130000144422101292 360Future Volume (veh/h) 450 0 1130000144422101292 360Number 3 8 18 1 6 16 5 2 12Initial Q (Qb), veh 0 0 0000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 0 1863 0 1863 1863 0 1863 1863Adj Flow Rate, veh/h 464 0 116 0 1489 0 0 1332 0Adj No. of Lanes 2 0 1021021Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 202 022022Cap, veh/h 589 0 271 0 2560 1145 0 2560 1145Arrive On Green 0.17 0.00 0.17 0.00 0.72 0.00 0.00 0.72 0.00Sat Flow, veh/h 3442 0 1583 0 3632 1583 0 3632 1583Grp Volume(v), veh/h 464 0 116 0 1489 0 0 1332 0Grp Sat Flow(s),veh/h/ln 1721 0 1583 0 1770 1583 0 1770 1583Q Serve(g_s), s 11.6 0.0 5.9 0.0 18.1 0.0 0.0 15.0 0.0Cycle Q Clear(g_c), s 11.6 0.0 5.9 0.0 18.1 0.0 0.0 15.0 0.0Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00Lane Grp Cap(c), veh/h 589 0 271 0 2560 1145 0 2560 1145V/C Ratio(X) 0.79 0.00 0.43 0.00 0.58 0.00 0.00 0.52 0.00Avail Cap(c_a), veh/h 822 0 378 0 2560 1145 0 2560 1145HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.44 0.00 0.00 0.32 0.00Uniform Delay (d), s/veh 35.7 0.0 33.4 0.0 5.9 0.0 0.0 5.5 0.0Incr Delay (d2), s/veh 3.5 0.0 1.1 0.0 0.4 0.0 0.0 0.2 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.8 0.0 2.7 0.0 8.8 0.0 0.0 7.3 0.0LnGrp Delay(d),s/veh 39.2 0.0 34.4 0.0 6.4 0.0 0.0 5.8 0.0LnGrp LOS D C A AApproach Vol, veh/h 580 1489 1332Approach Delay, s/veh 38.2 6.4 5.8Approach LOS D A ATimer12345678Assigned Phs 2 6 8Phs Duration (G+Y+Rc), s 71.1 71.1 18.9Change Period (Y+Rc), s 6.0 6.0 3.5Max Green Setting (Gmax), s 59.0 59.0 21.5Max Q Clear Time (g_c+I1), s 17.0 20.1 13.6Green Ext Time (p_c), s 34.0 32.0 1.8Intersection SummaryHCM 2010 Ctrl Delay 11.6HCM 2010 LOS B Avila Ranch Cumulative Plus Project without BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 48.3 33.5 60.7 63.2Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4144Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase2600Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h) 0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 35 30Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 45.0 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.37 1.66 3.04 3.03Pedestrian Crosswalk LOS B A C CAvila Ranch Cumulative Plus Project without BP PM2: LOVR & 101 NB1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 580 0 1717 1703Effct. Green for Bike (s) 0.0 0.0 63.1 63.1Cross Street Width (ft) 60.7 63.2 33.5 48.3Through Lanes Number0022Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 0 0 1402 1402Bicycle Delay (s/bike) 0.0 0.0 4.0 4.0Bicycle Compliance Good GoodBicycle LOS Score 0.00 0.00 3.49 3.70Bicycle LOS C D Avila Ranch Cumulative Plus Project without BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 32 32 739 119 22 957 596 86 687v/c Ratio 0.36 0.18 0.79 0.23 0.21 0.56 0.68 0.59 0.36Control Delay 54.2 2.2 36.0 9.3 46.2 19.5 15.2 58.9 13.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5 0.7 0.0 0.0Total Delay 54.2 2.2 36.0 9.3 46.2 20.1 15.9 58.9 13.8Queue Length 50th (ft) 19 0 202 9 13 225 153 50 111Queue Length 95th (ft) #50 0 268 50 37 292 293 #117 186Internal Link Dist (ft) 208 629 338 507Turn Bay Length (ft) 50 130 60 60 100Base Capacity (vph) 88 178 1082 574 107 1695 881 150 1899Starvation Cap Reductn000003418300Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.36 0.18 0.68 0.21 0.21 0.71 0.75 0.57 0.36Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 15 15 30 687 20 90 20 890 554 80 618 20Future Volume (veh/h) 15 15 30 687 20 90 20 890 554 80 618 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 16 16 32 739 22 97 22 957 596 86 665 22Adj No. of Lanes011210121120Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 33 33 55 893 78 342 34 1611 714 110 1741 58Arrive On Green 0.04 0.04 0.04 0.26 0.26 0.26 0.02 0.46 0.46 0.06 0.50 0.50Sat Flow, veh/h 909 909 1512 3442 299 1318 1774 3539 1570 1774 3495 116Grp Volume(v), veh/h 32 0 32 739 0 119 22 957 596 86 337 350Grp Sat Flow(s),veh/h/ln 1817 0 1512 1721 0 1617 1774 1770 1570 1774 1770 1841Q Serve(g_s), s 1.5 0.0 1.8 17.4 0.0 5.0 1.1 17.3 28.6 4.1 10.1 10.1Cycle Q Clear(g_c), s 1.5 0.0 1.8 17.4 0.0 5.0 1.1 17.3 28.6 4.1 10.1 10.1Prop In Lane 0.50 1.00 1.00 0.82 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 66 0 55 893 0 420 34 1611 714 110 882 917V/C Ratio(X) 0.48 0.00 0.58 0.83 0.00 0.28 0.65 0.59 0.83 0.78 0.38 0.38Avail Cap(c_a), veh/h 85 0 71 1044 0 491 104 1611 714 145 882 917HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 40.5 0.0 40.6 29.9 0.0 25.4 41.8 17.4 20.5 39.6 13.3 13.3Incr Delay (d2), s/veh 5.3 0.0 9.3 4.9 0.0 0.4 19.2 1.6 11.0 17.8 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.9 8.8 0.0 2.3 0.7 8.7 14.4 2.6 5.2 5.5LnGrp Delay(d),s/veh 45.8 0.0 49.9 34.8 0.0 25.7 61.0 19.1 31.6 57.4 14.6 14.5LnGrp LOS D D C C E B C E B BApproach Vol, veh/h 64 858 1575 773Approach Delay, s/veh 47.9 33.6 24.4 19.3Approach LOS D C C BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.3 43.0 7.1 5.6 46.7 26.2Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 7.0 39.0 4.0 5.0 41.0 26.0Max Q Clear Time (g_c+I1), s 6.1 30.6 3.8 3.1 12.1 19.4Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 18.9 2.6Intersection SummaryHCM 2010 Ctrl Delay 26.1HCM 2010 LOS C Avila Ranch Cumulative Plus Project without BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 56.5 60.2 85.2 71.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3565Number of Right-Turn Islands0000Type of Control NoneActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 0.0 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0555Ped. Right-Left Flow Rate (p/h) 0555Ped. R. Sidewalk Flow Rate (p/h)0555Veh. Perm. L. Flow in Walk (v/h) 0555Veh. Perm. R. Flow in Walk (v/h) 0555Veh. RTOR Flow in Walk (v/h) 10 10 10 1085th percentile speed (mph) 30 30 30 30Right Corner Area per Ped (sq.ft) 7266.6 2896.8 2897.1 4844.0Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 0.0 1211.1 1448.5 1251.0Crosswalk Circulation Code - A A APedestrian Delay (s/p) 46.0 38.3 37.4 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.01 2.63 2.97 2.68Pedestrian Crosswalk LOS B B C BAvila Ranch Cumulative Plus Project without BP PM3: Higuera & South1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 64 858 1575 773Effct. Green for Bike (s) 4.1 22.9 40.3 45.4Cross Street Width (ft) 85.2 71.8 60.2 56.5Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 89 498 876 987Bicycle Delay (s/bike) 42.0 26.0 14.5 11.8Bicycle Compliance Poor Fair Fair FairBicycle LOS Score 2.97 3.00 2.71 1.99Bicycle LOS C C B A Avila Ranch Cumulative Plus Project without BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT NBL NBT SBT SBRLane Group Flow (vph) 318 322 344 11 108 312 956 623 806v/c Ratio 0.68 0.69 0.37 0.05 0.47 0.86 0.56 0.83 0.58Control Delay 35.8 36.0 2.1 33.4 40.6 59.1 18.4 42.4 14.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 35.8 36.0 2.1 33.4 40.6 59.1 18.4 42.4 14.7Queue Length 50th (ft) 157 160 0 5 53 169 196 171 143Queue Length 95th (ft) 268 271 22 20 103 #347 281 #278 221Internal Link Dist (ft) 964 1295 1563 338Turn Bay Length (ft) 110 160Base Capacity (vph) 538 541 933 362 379 362 1765 815 1500Starvation Cap Reductn000000000Spillback Cap Reductn000000000Storage Cap Reductn000000000Reduced v/c Ratio 0.59 0.60 0.37 0.03 0.28 0.86 0.54 0.76 0.54Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 580 15 320 10 90 10 290 884 5 5 575 750Future Volume (veh/h) 580 15 320 10 90 10 290 884 5 5 575 750Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1900 1863 1863Adj Flow Rate, veh/h 635 0 0 11 97 11 312 951 5 5 618 806Adj No. of Lanes201110120022Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 829 0 688 151 140 16 356 1862 10 52 897 1367Arrive On Green 0.23 0.00 0.00 0.09 0.09 0.09 0.20 0.52 0.52 0.26 0.26 0.26Sat Flow, veh/h 3548 0 1583 1774 1639 186 1774 3610 19 7 3450 2755Grp Volume(v), veh/h 635 0 0 11 0 108 312 466 490 333 290 806Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 0 1825 1774 1770 1859 1847 1610 1377Q Serve(g_s), s 12.1 0.0 0.0 0.4 0.0 4.2 12.4 12.6 12.6 0.0 11.8 15.2Cycle Q Clear(g_c), s 12.1 0.0 0.0 0.4 0.0 4.2 12.4 12.6 12.6 11.7 11.8 15.2Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.01 0.01 1.00Lane Grp Cap(c), veh/h 829 0 688 151 0 155 356 913 959 531 419 1367V/C Ratio(X) 0.77 0.00 0.00 0.07 0.00 0.70 0.88 0.51 0.51 0.63 0.69 0.59Avail Cap(c_a), veh/h 1223 0 863 391 0 403 391 951 1000 534 422 1373HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 25.9 0.0 0.0 30.5 0.0 32.3 28.1 11.5 11.5 24.2 24.2 13.1Incr Delay (d2), s/veh 1.7 0.0 0.0 0.2 0.0 5.5 18.4 0.4 0.4 2.3 4.7 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.1 0.0 0.0 0.2 0.0 2.3 7.9 6.2 6.5 6.4 5.8 8.1LnGrp Delay(d),s/veh 27.7 0.0 0.0 30.7 0.0 37.8 46.5 12.0 12.0 26.5 29.0 13.8LnGrp LOS C C D D B B C C BApproach Vol, veh/h 635 119 1268 1429Approach Delay, s/veh 27.7 37.1 20.5 19.8Approach LOS C D C BTimer12345678Assigned Phs 2 4 5 6 8Phs Duration (G+Y+Rc), s 41.4 20.9 18.6 22.9 10.2Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 39.0 25.0 16.0 19.0 16.0Max Q Clear Time (g_c+I1), s 14.6 14.1 14.4 17.2 6.2Green Ext Time (p_c), s 16.6 2.3 0.2 1.7 0.4Intersection SummaryHCM 2010 Ctrl Delay 22.1HCM 2010 LOS CNotes Avila Ranch Cumulative Plus Project without BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 67.0 36.1 69.7 59.8Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed4354Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 0.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2022Ped. Right-Left Flow Rate (p/h) 2022Ped. R. Sidewalk Flow Rate (p/h)2022Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 10 0 0 0Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 40 30 45 30Right Corner Area per Ped (sq.ft) 7270.8 18201.0 12134.0 7270.8Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3092.2 0.0 3172.1 3092.4Crosswalk Circulation Code A - A APedestrian Delay (s/p) 38.3 46.0 38.3 38.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.93 2.00 2.96 2.87Pedestrian Crosswalk LOS C A C CAvila Ranch Cumulative Plus Project without BP PM4: Higuera & Madonna1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 984 119 1268 1429Effct. Green for Bike (s) 22.3 10.0 38.8 18.1Cross Street Width (ft) 69.7 59.8 36.1 67.0Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 6.0 6.0 6.0 6.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 485 217 843 393Bicycle Delay (s/bike) 26.4 36.5 15.4 29.7Bicycle Compliance Fair Poor Fair FairBicycle LOS Score 2.96 1.38 1.87 2.48Bicycle LOS C A A B Avila Ranch Cumulative Plus Project without BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 108 538 399 326 1054 376 577 632 45 301 551 65v/c Ratio 0.81 0.52 0.51 0.65 0.77 0.46 0.96 0.70 0.09 0.78 0.81 0.14Control Delay 91.6 33.4 14.7 48.8 31.9 5.5 71.5 40.5 0.3 60.5 51.1 0.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 91.6 33.4 14.7 48.8 31.9 5.5 71.5 40.5 0.3 60.5 51.1 0.6Queue Length 50th (ft) 39 161 119 113 323 16 ~224 213 0 108 195 0Queue Length 95th (ft) #93 226 215 154 403 78 #335 278 0 #175 259 0Internal Link Dist (ft) 363 386 1342 828Turn Bay Length (ft) 250 250 150 200 220 200 175 125Base Capacity (vph) 134 1073 783 704 1556 885 603 968 537 402 760 497Starvation Cap Reductn000000000000Spillback Cap Reductn000000000000Storage Cap Reductn000000000000Reduced v/c Ratio 0.81 0.50 0.51 0.46 0.68 0.42 0.96 0.65 0.08 0.75 0.72 0.13Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 100 500 371 303 980 350 537 588 42 280 512 60Future Volume (veh/h) 100 500 371 303 980 350 537 588 42 280 512 60Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 108 538 399 326 1054 376 577 632 45 301 551 65Adj No. of Lanes221221221221Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 222222222222Cap, veh/h 133 1076 751 417 1369 607 599 939 416 366 700 309Arrive On Green 0.04 0.30 0.30 0.12 0.39 0.39 0.17 0.27 0.27 0.11 0.20 0.20Sat Flow, veh/h 3442 3539 1565 3442 3539 1569 3442 3539 1567 3442 3539 1562Grp Volume(v), veh/h 108 538 399 326 1054 376 577 632 45 301 551 65Grp Sat Flow(s),veh/h/ln 1721 1770 1565 1721 1770 1569 1721 1770 1567 1721 1770 1562Q Serve(g_s), s 3.2 12.9 18.5 9.5 26.9 20.0 17.2 16.5 2.2 8.9 15.3 3.6Cycle Q Clear(g_c), s 3.2 12.9 18.5 9.5 26.9 20.0 17.2 16.5 2.2 8.9 15.3 3.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 133 1076 751 417 1369 607 599 939 416 366 700 309V/C Ratio(X) 0.81 0.50 0.53 0.78 0.77 0.62 0.96 0.67 0.11 0.82 0.79 0.21Avail Cap(c_a), veh/h 133 1076 751 698 1539 682 599 958 424 399 752 332HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 49.4 29.6 18.9 44.1 27.7 25.6 42.4 34.0 28.8 45.3 39.4 34.7Incr Delay (d2), s/veh 30.3 0.4 0.7 3.2 2.2 1.4 27.9 1.8 0.1 12.1 5.2 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 6.3 8.1 4.7 13.6 8.9 10.5 8.3 1.0 4.8 8.0 1.6LnGrp Delay(d),s/veh 79.7 29.9 19.6 47.4 29.9 27.0 70.3 35.8 28.9 57.4 44.7 35.1LnGrp LOS E C B D C C E D C E D DApproach Vol, veh/h 1045 1756 1254 917Approach Delay, s/veh 31.1 32.5 51.4 48.2Approach LOS CCDDTimer12345678Assigned Phs12345678Phs Duration (G+Y+Rc), s 16.0 33.5 16.5 37.5 23.0 26.5 8.0 46.0Change Period (Y+Rc), s 5.0 6.0 4.0 * 6 5.0 6.0 4.0 6.0Max Green Setting (Gmax), s 12.0 28.0 21.0 * 29 18.0 22.0 4.0 45.0Max Q Clear Time (g_c+I1), s 10.9 18.5 11.5 20.5 19.2 17.3 5.2 28.9Green Ext Time (p_c), s 0.2 5.2 1.0 7.3 0.0 3.0 0.0 11.1Intersection SummaryHCM 2010 Ctrl Delay 39.9HCM 2010 LOS DNotes Avila Ranch Cumulative Plus Project without BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 84.8 84.3 85.4 85.4Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed7777Number of Right-Turn Islands0000Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 11.0 11.0 11.0 11.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0055Veh. Perm. R. Flow in Walk (v/h) 5555Veh. RTOR Flow in Walk (v/h) 555585th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 7267.7 7267.7 7267.7 7267.7Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 3727.0 3723.9 3706.2 3706.2Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 44.5 44.5 44.5 44.5Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.99 2.98 3.15 3.04Pedestrian Crosswalk LOSCCCCAvila Ranch Cumulative Plus Project without BP PM5: Higuera & Prado1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 1045 1756 1254 917Effct. Green for Bike (s) 30.1 40.0 26.3 19.8Cross Street Width (ft) 85.4 85.4 84.3 84.8Through Lanes Number2222Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 6.0 6.0Paved Shoulder Width (ft) 0.0 6.0 0.0 0.0Curb Is Present? Yes Yes Yes YesOn Street Parking? No Yes No NoBicycle Lane Capacity (bike/h) 547 727 478 360Bicycle Delay (s/bike) 29.0 22.3 31.8 37.0Bicycle Compliance Fair Fair Poor PoorBicycle LOS Score 3.73 4.31 2.60 2.33Bicycle LOS D E B B Avila Ranch Cumulative Plus Project without BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 20 21 351 358 438 31 605 433 292 908v/c Ratio 0.11 0.07 0.79 0.80 0.59 0.40 0.77 0.46 0.76 0.58Control Delay 41.4 0.4 49.8 50.6 7.4 65.5 43.3 4.2 51.5 24.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 41.4 0.4 49.8 50.6 7.4 65.5 43.3 4.2 51.5 24.2Queue Length 50th (ft) 12 0 223 228 0 19 185 19 172 229Queue Length 95th (ft) 34 0 #508 #518 94 #70 #331 58 #385 398Internal Link Dist (ft) 369 1256 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 543 588 447 449 742 78 941 941 431 1639Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.04 0.04 0.79 0.80 0.59 0.40 0.64 0.46 0.68 0.55Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 10 20 660 20 420 30 581 416 280 842 30Future Volume (veh/h) 10 10 20 660 20 420 30 581 416 280 842 30Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 10 10 21 703 0 0 31 605 433 292 877 31Adj No. of Lanes011201121120Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 30 30 52 832 0 371 43 953 796 337 1517 54Arrive On Green 0.03 0.03 0.03 0.23 0.00 0.00 0.02 0.27 0.27 0.19 0.44 0.44Sat Flow, veh/h 909 909 1573 3548 0 1583 1774 3539 1578 1774 3487 123Grp Volume(v), veh/h 20 0 21 703 0 0 31 605 433 292 445 463Grp Sat Flow(s),veh/h/ln 1817 0 1573 1774 0 1583 1774 1770 1578 1774 1770 1840Q Serve(g_s), s 0.9 0.0 1.1 15.9 0.0 0.0 1.5 12.7 15.8 13.4 16.0 16.0Cycle Q Clear(g_c), s 0.9 0.0 1.1 15.9 0.0 0.0 1.5 12.7 15.8 13.4 16.0 16.0Prop In Lane 0.50 1.00 1.00 1.00 1.00 1.00 1.00 0.07Lane Grp Cap(c), veh/h 60 0 52 832 0 371 43 953 796 337 770 801V/C Ratio(X) 0.34 0.00 0.41 0.84 0.00 0.00 0.71 0.63 0.54 0.87 0.58 0.58Avail Cap(c_a), veh/h 583 0 505 1012 0 451 84 1009 821 464 883 918HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.8 0.0 39.9 30.8 0.0 0.0 40.8 27.1 14.3 33.0 17.9 17.9Incr Delay (d2), s/veh 3.3 0.0 5.1 5.7 0.0 0.0 19.3 1.2 0.7 12.0 0.7 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.0 0.6 8.5 0.0 0.0 0.9 6.3 10.1 7.7 7.9 8.3LnGrp Delay(d),s/veh 43.1 0.0 45.0 36.4 0.0 0.0 60.1 28.3 15.0 45.1 18.7 18.6LnGrp LOS D D D E C B D B BApproach Vol, veh/h 41 703 1069 1200Approach Delay, s/veh 44.1 36.4 23.8 25.1Approach LOS DDCCTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 21.0 28.7 8.8 7.1 42.6 25.7Change Period (Y+Rc), s 5.0 6.0 6.0 5.0 6.0 6.0Max Green Setting (Gmax), s 22.0 24.0 27.0 4.0 42.0 24.0Max Q Clear Time (g_c+I1), s 15.4 17.8 3.1 3.5 18.0 17.9Green Ext Time (p_c), s 0.6 4.8 0.1 0.0 13.0 1.8Intersection SummaryHCM 2010 Ctrl Delay 27.5HCM 2010 LOS CNotes Avila Ranch Cumulative Plus Project without BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 46.9 49.5 74.4 63.0Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3465Number of Right-Turn Islands0100Type of Control ActuatedActuatedActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 8.0 8.0 8.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)2222Ped. Right-Left Flow Rate (p/h) 2222Ped. R. Sidewalk Flow Rate (p/h)2222Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 0 100 70 085th percentile speed (mph) 25 45 45 45Right Corner Area per Ped (sq.ft) 7263.9 7263.9 7263.9 7263.9Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 2260.4 2286.2 2455.7 2391.9Crosswalk Circulation CodeAAAAPedestrian Delay (s/p) 52.3 52.3 52.3 52.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 1.99 2.85 3.22 2.97Pedestrian Crosswalk LOS A C C CAvila Ranch Cumulative Plus Project without BP PM6: Higuera & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 41 1147 1069 1200Effct. Green for Bike (s) 9.6 24.9 20.8 41.4Cross Street Width (ft) 74.4 63.0 49.5 46.9Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 160 415 347 690Bicycle Delay (s/bike) 50.8 37.7 41.0 25.7Bicycle Compliance Poor Poor Poor FairBicycle LOS Score 2.77 4.42 3.20 3.27Bicycle LOS C E C C Avila Ranch Cumulative Plus Project without BP PM7: Horizon Ln & Tank Farm1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 716 70 71 1110 70 63Future Volume (Veh/h) 716 70 71 1110 70 63Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 778 76 77 1207 76 68PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 854 1574 427vC1, stage 1 conf vol 816vC2, stage 2 conf vol 758vCu, unblocked vol 854 1574 427tC, single (s) 4.1 6.8 6.9tC, 2 stage (s) 5.8tF (s) 2.2 3.5 3.3p0 queue free % 90 73 88cM capacity (veh/h) 781 282 576Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1Volume Total 519 335 479 805 144Volume Left 0 0 77 0 76Volume Right 0 76 0 0 68cSH 1700 1700 781 1700 372Volume to Capacity 0.31 0.20 0.10 0.47 0.39Queue Length 95th (ft)008045Control Delay (s) 0.0 0.0 2.7 0.0 20.7Lane LOS A CApproach Delay (s) 0.0 1.0 20.7Approach LOS CIntersection SummaryAverage Delay 1.9Intersection Capacity Utilization 72.5% ICU Level of Service CAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%330+RUL]RQ/Q 7DQN)DUP2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 229764Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1826Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 229766.00Avg Ped Delay (s) 229764.00ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 229764Level of Service FCrosswalkLength (ft) 70Lanes Crossed 4Veh Vol Crossed 1826Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 23.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.95Delay for adq Gap 229766.00Avg Ped Delay (s) 229764.00 Avila Ranch Cumulative Plus Project without BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group WBL NBT SBL SBTLane Group Flow (vph) 811 1022 227 1249v/c Ratio 0.77 0.87 0.77 0.63Control Delay 23.3 31.6 49.1 12.9Queue Delay 0.0 0.0 0.0 0.0Total Delay 23.3 31.6 49.1 12.9Queue Length 50th (ft) 130 211 98 185Queue Length 95th (ft) 192 #346 #215 272Internal Link Dist (ft) 1245 306 1054Turn Bay Length (ft) 200Base Capacity (vph) 1257 1221 309 2057Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.65 0.84 0.73 0.61Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 486 284 744 227 216 1187Future Volume (vph) 486 284 744 227 216 1187Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 6.0 4.0 6.0Lane Util. Factor 0.97 0.95 1.00 0.95Frpb, ped/bikes 0.99 0.99 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.94 0.96 1.00 1.00Flt Protected 0.97 1.00 0.95 1.00Satd. Flow (prot) 3275 3398 1770 3539Flt Permitted 0.97 1.00 0.95 1.00Satd. Flow (perm) 3275 3398 1770 3539Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 512 299 783 239 227 1249RTOR Reduction (vph) 127 0 37 0 0 0Lane Group Flow (vph) 684 0 985 0 227 1249Confl. Peds. (#/hr) 6 1 1Turn Type Prot NA Prot NAProtected Phases 8 2 1 6Permitted PhasesActuated Green, G (s) 19.6 23.3 11.5 38.8Effective Green, g (s) 19.6 23.3 11.5 38.8Actuated g/C Ratio 0.28 0.34 0.17 0.56Clearance Time (s) 5.0 6.0 4.0 6.0Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 924 1140 293 1978v/s Ratio Prot c0.21 c0.29 c0.13 0.35v/s Ratio Permv/c Ratio 0.74 0.86 0.77 0.63Uniform Delay, d1 22.6 21.6 27.7 10.4Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 3.2 7.0 12.0 0.7Delay (s) 25.8 28.5 39.8 11.1Level of Service C C D BApproach Delay (s) 25.8 28.5 15.5Approach LOS C C BIntersection SummaryHCM 2000 Control Delay 22.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.80Actuated Cycle Length (s) 69.4 Sum of lost time (s) 15.0Intersection Capacity Utilization 75.4% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group Avila Ranch Cumulative Plus Project without BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach WB NB SBCrosswalk Length (ft) 44.9 59.3 60.1Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 3 4 5Number of Right-Turn Islands 0 0 0Type of Control ActuatedActuatedActuatedCorresponding Signal Phase 2 6 8Effective Walk Time (s) 8.0 9.0 8.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 2 2Ped. Right-Left Flow Rate (p/h) 2 2 2Ped. R. Sidewalk Flow Rate (p/h) 2 2 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 30 30 085th percentile speed (mph) 25 45 45Right Corner Area per Ped (sq.ft) 7275.0 7275.3 7275.3Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 3583.7 4261.7 3797.2Crosswalk Circulation Code A A APedestrian Delay (s/p) 29.9 29.0 29.9Pedestrian Compliance Code Fair Fair FairPedestrian Crosswalk Score 2.32 3.18 3.04Pedestrian Crosswalk LOS B C CAvila Ranch Cumulative Plus Project without BP PM8: Higuera & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach WB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 811 1022 1476Effct. Green for Bike (s) 19.6 23.2 38.8Cross Street Width (ft) 60.1 44.9 59.3Through Lanes Number 2 2 2Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 5.0 5.0Paved Shoulder Width (ft) 6.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 523 619 1035Bicycle Delay (s/bike) 20.5 17.9 8.7Bicycle Compliance Fair Fair GoodBicycle LOS Score 2.18 2.02 2.61Bicycle LOS B B B Avila Ranch Cumulative Plus Project without BP PM9: Higuera & Vachell1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 153 817 252 0 1673Future Volume (Veh/h) 0 153 817 252 0 1673Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 0 161 860 265 0 1761PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 433 386pX, platoon unblocked 0.75vC, conflicting volume 1873 562 1125vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1500 562 1125tC, single (s) 6.8 6.9 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 66 100cM capacity (veh/h) 85 470 617Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 161 573 552 880 880Volume Left00000Volume Right 161 0 265 0 0cSH 470 1700 1700 1700 1700Volume to Capacity 0.34 0.34 0.32 0.52 0.52Queue Length 95th (ft) 380000Control Delay (s) 16.6 0.0 0.0 0.0 0.0Lane LOS CApproach Delay (s) 16.6 0.0 0.0Approach LOS CIntersection SummaryAverage Delay 0.9Intersection Capacity Utilization 49.6% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%330+LJXHUD 9DFKHOO2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 736961Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2490Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 736962.00Avg Ped Delay (s) 736961.00ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 736961Level of Service FCrosswalkLength (ft) 56Lanes Crossed 4Veh Vol Crossed 2490Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 19.00Prob of Delayed X-ing 1.00Prob of Blocked Lane 0.96Delay for adq Gap 736962.00Avg Ped Delay (s) 736961.00 Avila Ranch Cumulative Plus Project without BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 916 31 104 199 580 1163v/c Ratio 0.62 0.04 0.64 0.25 0.92 0.96Control Delay 22.2 8.6 34.8 16.3 50.5 27.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 22.2 8.6 34.8 16.3 50.5 27.4Queue Length 50th (ft) 210 3 33 67 310 307Queue Length 95th (ft) 275 20 #78 112 #511 #922Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1487 697 163 893 675 1212Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.62 0.04 0.64 0.22 0.86 0.96Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 879 30 100 191 557 1116Future Volume (veh/h) 879 30 100 191 557 1116Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 916 31 104 199 580 1162Adj No. of Lanes211111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1122 516 215 971 734 1139Arrive On Green 0.33 0.33 0.05 0.52 0.39 0.39Sat Flow, veh/h 3442 1583 1774 1863 1863 1579Grp Volume(v), veh/h 916 31 104 199 580 1162Grp Sat Flow(s),veh/h/ln 1721 1583 1774 1863 1863 1579Q Serve(g_s), s 19.2 1.1 2.6 4.5 21.5 31.0Cycle Q Clear(g_c), s 19.2 1.1 2.6 4.5 21.5 31.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1122 516 215 971 734 1139V/C Ratio(X) 0.82 0.06 0.48 0.20 0.79 1.02Avail Cap(c_a), veh/h 1619 745 215 971 734 1139HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.3 18.2 17.1 10.1 21.0 7.4Incr Delay (d2), s/veh 2.2 0.0 1.7 0.1 5.8 31.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 9.4 1.1 1.3 2.3 12.1 34.5LnGrp Delay(d),s/veh 26.6 18.3 18.8 10.2 26.8 39.3LnGrp LOS C B B B C FApproach Vol, veh/h 947 303 1742Approach Delay, s/veh 26.3 13.1 35.1Approach LOS C B DTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 47.0 31.6 10.0 37.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 41.0 37.0 4.0 31.0Max Q Clear Time (g_c+I1), s 6.5 21.2 4.6 33.0Green Ext Time (p_c), s 19.2 4.4 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 30.1HCM 2010 LOS C Avila Ranch Cumulative Plus Project without BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB NB SBCrosswalk Length (ft) 73.0 36.1 58.5Crosswalk Width (ft) 12.0 12.0 12.0Total Number of Lanes Crossed 5 3 4Number of Right-Turn Islands 0 0 0Type of Control None None NoneCorresponding Signal Phase 6 4 2Effective Walk Time (s) 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h) 2 0 2Ped. Right-Left Flow Rate (p/h) 2 0 2Ped. R. Sidewalk Flow Rate (p/h) 2 0 2Veh. Perm. L. Flow in Walk (v/h) 0 0 0Veh. Perm. R. Flow in Walk (v/h) 0 0 0Veh. RTOR Flow in Walk (v/h) 0 0 085th percentile speed (mph) 35 45 30Right Corner Area per Ped (sq.ft) 12131.2 18196.9 7267.5Right Corner Quality of Service A A APed. Circulation Area (sq.ft) 0.0 0.0 0.1Crosswalk Circulation Code F - FPedestrian Delay (s/p) 45.0 45.0 45.0Pedestrian Compliance Code Poor Poor PoorPedestrian Crosswalk Score 2.81 2.40 2.84Pedestrian Crosswalk LOS C B CAvila Ranch Cumulative Plus Project without BP PM10: Higuera & LOVR1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB NB SBBicycle Flow Rate (bike/h) 0 0 0Total Flow Rate (veh/h) 947 303 1742Effct. Green for Bike (s) 37.3 36.8 29.1Cross Street Width (ft) 36.1 58.5 73.0Through Lanes Number 2 1 1Through Lane Width (ft) 12.0 12.0 12.0Bicycle Lane Width (ft) 5.0 5.0 5.0Paved Shoulder Width (ft) 0.0 0.0 0.0Curb Is Present? Yes Yes YesOn Street Parking? No No NoBicycle Lane Capacity (bike/h) 829 818 647Bicycle Delay (s/bike) 15.4 15.7 20.6Bicycle Compliance Fair Fair FairBicycle LOS Score 1.82 1.88 4.48Bicycle LOS A A E Avila Ranch Cumulative Plus Project without BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 11 551 184 532 217 228 66 127 489 22v/c Ratio 0.05 0.69 0.91 0.65 0.87 0.38 0.12 0.65 0.90 0.04Control Delay 17.7 23.7 72.4 26.1 74.7 27.8 6.7 58.3 54.5 0.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 17.7 23.7 72.4 26.1 74.7 27.8 6.7 58.3 54.5 0.8Queue Length 50th (ft) 4 235 109 260 138 110 0 78 290 0Queue Length 95th (ft) 15 365 #250 381 #270 176 29 #140 #463 3Internal Link Dist (ft) 2016 1779 852 1929Turn Bay Length (ft) 150 150 150 150 150 150Base Capacity (vph) 218 804 203 814 255 634 582 219 595 543Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.05 0.69 0.91 0.65 0.85 0.36 0.11 0.58 0.82 0.04Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 207 300 169 419 71 200 210 61 117 450 20Future Volume (veh/h) 10 207 300 169 419 71 200 210 61 117 450 20Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 11 225 326 184 455 77 217 228 66 127 489 22Adj No. of Lanes110110111111Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 260 306 443 223 690 117 249 639 543 158 543 461Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.14 0.34 0.34 0.09 0.29 0.29Sat Flow, veh/h 868 689 998 853 1553 263 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 11 0 551 184 0 532 217 228 66 127 489 22Grp Sat Flow(s),veh/h/ln 868 0 1687 853 0 1816 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 1.0 0.0 26.1 16.9 0.0 22.3 11.6 8.9 2.8 6.8 24.4 1.0Cycle Q Clear(g_c), s 23.3 0.0 26.1 43.0 0.0 22.3 11.6 8.9 2.8 6.8 24.4 1.0Prop In Lane 1.00 0.59 1.00 0.14 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 260 0 749 223 0 807 249 639 543 158 543 461V/C Ratio(X) 0.04 0.00 0.74 0.82 0.00 0.66 0.87 0.36 0.12 0.81 0.90 0.05Avail Cap(c_a), veh/h 260 0 749 223 0 807 257 639 543 220 597 507HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 30.3 0.0 22.2 41.6 0.0 21.1 40.7 23.8 21.8 43.3 33.0 24.6Incr Delay (d2), s/veh 0.1 0.0 3.8 21.5 0.0 2.0 25.7 0.3 0.1 13.7 15.9 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.0 12.9 6.2 0.0 11.5 7.4 4.6 1.2 3.9 14.9 0.4LnGrp Delay(d),s/veh 30.3 0.0 26.0 63.0 0.0 23.1 66.4 24.2 21.9 57.0 48.9 24.7LnGrp LOS C C E C E C C E D CApproach Vol, veh/h 562 716 511 638Approach Delay, s/veh 26.1 33.4 41.8 49.7Approach LOS CCDDTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 12.6 37.2 47.0 17.6 32.2 47.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 12.0 33.0 43.0 14.0 31.0 43.0Max Q Clear Time (g_c+I1), s 8.8 10.9 28.1 13.6 26.4 45.0Green Ext Time (p_c), s 0.1 4.6 8.0 0.0 1.8 0.0Intersection SummaryHCM 2010 Ctrl Delay 37.7HCM 2010 LOS D Avila Ranch Cumulative Plus Project without BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 36.4 39.0 53.0 57.1Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3344Number of Right-Turn Islands0000Type of Control None None None NoneCorresponding Signal Phase6248Effective Walk Time (s) 0.0 0.0 0.0 0.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)0000Ped. Right-Left Flow Rate (p/h) 0000Ped. R. Sidewalk Flow Rate (p/h)0000Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 000085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 0.0 0.0 0.0 0.0Right Corner Quality of Service----Ped. Circulation Area (sq.ft) 0.0 0.0 0.0 0.0Crosswalk Circulation Code----Pedestrian Delay (s/p) 50.0 50.0 50.0 50.0Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.36 2.32 2.70 2.49Pedestrian Crosswalk LOSBBBBAvila Ranch Cumulative Plus Project without BP PM11: Higuera & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 562 716 511 638Effct. Green for Bike (s) 43.1 43.1 31.3 28.3Cross Street Width (ft) 53.0 57.1 39.0 36.4Through Lanes Number1111Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 862 862 626 566Bicycle Delay (s/bike) 16.2 16.2 23.6 25.7Bicycle Compliance Fair Fair Fair FairBicycle LOS Score 3.30 3.61 3.00 3.17Bicycle LOS CDCC Avila Ranch Cumulative Plus Project without BP PM12: Buckley & Vachell1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 94 290 523 115 118 136Future Volume (Veh/h) 94 290 523 115 118 136Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 102 315 568 125 128 148PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 693 1150 630vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 693 1150 630tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 89 34 69cM capacity (veh/h) 902 195 481Direction, Lane # EB 1 WB 1 SB 1Volume Total 417 693 276Volume Left 102 0 128Volume Right 0 125 148cSH 902 1700 286Volume to Capacity 0.11 0.41 0.97Queue Length 95th (ft) 10 0 239Control Delay (s) 3.3 0.0 84.2Lane LOS A FApproach Delay (s) 3.3 0.0 84.2Approach LOS FIntersection SummaryAverage Delay 17.8Intersection Capacity Utilization 79.9% ICU Level of Service DAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%330%XFNOH\ 9DFKHOO2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? YesApproach Delay(s) 9.1Level of Service BCrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 290 523Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.46 0.67Prob of Blocked Lane 0.46 0.67Delay for adq Gap 6.26 9.33Avg Ped Delay (s) 2.86 6.22ApproachApproach Direction WBMedian Present? YesApproach Delay(s) 9.1Level of Service BCrosswalkLength (ft) 16 16Lanes Crossed 1 1Veh Vol Crossed 523 290Ped Vol Crossed 0 0Yield Rate(%) 0 0Ped Platooning No NoCritical Headway (s) 7.57 7.57Prob of Delayed X-ing 0.67 0.46Prob of Blocked Lane 0.67 0.46Delay for adq Gap 9.33 6.26Avg Ped Delay (s) 6.22 2.86 Avila Ranch Cumulative Plus Project without BP PM13: Buckley & Project Entry1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (veh/h) 24 384 617 34 21 21Future Volume (Veh/h) 24 384 617 34 21 21Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 26 417 671 37 23 23PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 708 1158 690vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 708 1158 690tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 97 89 95cM capacity (veh/h) 891 210 445Direction, Lane # EB 1 WB 1 SB 1Volume Total 443 708 46Volume Left 26 0 23Volume Right 0 37 23cSH 891 1700 286Volume to Capacity 0.03 0.42 0.16Queue Length 95th (ft) 2 0 14Control Delay (s) 0.9 0.0 20.0Lane LOS A CApproach Delay (s) 0.9 0.0 20.0Approach LOS CIntersection SummaryAverage Delay 1.1Intersection Capacity Utilization 49.9% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%330%XFNOH\ 3URMHFW(QWU\2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 89.5Level of Service FCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 1001Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.97Prob of Blocked Lane 0.82Delay for adq Gap 92.68Avg Ped Delay (s) 89.51ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 89.5Level of Service FCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 1001Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.97Prob of Blocked Lane 0.82Delay for adq Gap 92.68Avg Ped Delay (s) 89.51 Avila Ranch Cumulative Plus Project without BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBT SBRLane Group Flow (vph) 80 376 15 278 833 1563 211v/c Ratio 0.39 0.82 0.17 0.98 0.30 0.78 0.22Control Delay 48.8 41.1 46.7 93.2 3.8 17.9 2.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 48.8 41.1 46.7 93.2 3.8 17.9 2.1Queue Length 50th (ft) 40 137 5 ~163 46 297 1Queue Length 95th (ft) 108 #396 31 #467 126 528 32Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360Base Capacity (vph) 359 458 90 283 3030 2795 1263Starvation Cap Reductn0000000Spillback Cap Reductn0000000Storage Cap Reductn0000000Reduced v/c Ratio 0.22 0.82 0.17 0.98 0.27 0.56 0.17Intersection Summary~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Cumulative Plus Project without BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 72 5 361 5 5 5 267 800 0 0 1500 203Future Volume (veh/h) 72 5 361 5 5 5 267 800 0 0 1500 203Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 75 5 376 5 5 5 278 833 0 0 1562 211Adj No. of Lanes011010120121Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 241 16 411 7 7 7 203 2497 0 2 1998 874Arrive On Green 0.15 0.15 0.15 0.01 0.01 0.01 0.12 0.73 0.00 0.00 0.58 0.58Sat Flow, veh/h 1651 110 1539 555 555 555 1712 3505 0 1739 3468 1517Grp Volume(v), veh/h 80 0 376 15 0 0 278 833 0 0 1562 211Grp Sat Flow(s),veh/h/ln 1762 0 1539 1666 0 0 1712 1708 0 1739 1734 1517Q Serve(g_s), s 4.5 0.0 16.0 1.0 0.0 0.0 13.0 9.5 0.0 0.0 38.1 7.5Cycle Q Clear(g_c), s 4.5 0.0 16.0 1.0 0.0 0.0 13.0 9.5 0.0 0.0 38.1 7.5Prop In Lane 0.94 1.00 0.33 0.33 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 257 0 411 22 0 0 203 2497 0 2 1998 874V/C Ratio(X) 0.31 0.00 0.92 0.67 0.00 0.00 1.37 0.33 0.00 0.00 0.78 0.24Avail Cap(c_a), veh/h 257 0 411 61 0 0 203 2497 0 63 2247 982HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 41.9 0.0 39.2 53.8 0.0 0.0 48.3 5.2 0.0 0.0 17.9 11.4Incr Delay (d2), s/veh 0.7 0.0 24.9 29.8 0.0 0.0 194.2 0.1 0.0 0.0 1.7 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 0.0 13.9 0.6 0.0 0.0 17.0 4.4 0.0 0.0 18.5 3.1LnGrp Delay(d),s/veh 42.6 0.0 64.1 83.7 0.0 0.0 242.5 5.3 0.0 0.0 19.6 11.6LnGrp LOS D E F F A B BApproach Vol, veh/h 456 15 1111 1773Approach Delay, s/veh 60.3 83.7 64.7 18.6Approach LOS E F E BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 0.0 84.1 20.0 17.0 67.1 5.5Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 13.0 71.0 4.0Max Q Clear Time (g_c+I1), s 0.0 11.5 18.0 15.0 40.1 3.0Green Ext Time (p_c), s 0.0 38.8 0.0 0.0 23.1 0.0Intersection SummaryHCM 2010 Ctrl Delay 39.8HCM 2010 LOS D Avila Ranch Cumulative Plus Project without BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-PedestriansApproach EB WB NB SBCrosswalk Length (ft) 39.7 24.1 60.4 72.3Crosswalk Width (ft) 12.0 12.0 12.0 12.0Total Number of Lanes Crossed3256Number of Right-Turn Islands0000Type of Control Actuated NoneActuatedActuatedCorresponding Signal Phase6248Effective Walk Time (s) 9.0 0.0 9.0 9.0Right Corner Size A (ft) 9.0 9.0 9.0 9.0Right Corner Size B (ft) 9.0 9.0 9.0 9.0Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00Ped. Left-Right Flow Rate (p/h)1011Ped. Right-Left Flow Rate (p/h) 1011Ped. R. Sidewalk Flow Rate (p/h)1011Veh. Perm. L. Flow in Walk (v/h) 0000Veh. Perm. R. Flow in Walk (v/h) 0000Veh. RTOR Flow in Walk (v/h) 60 0 0 085th percentile speed (mph) 30 30 45 45Right Corner Area per Ped (sq.ft) 14554.3 36417.9 24278.6 14554.3Right Corner Quality of ServiceAAAAPed. Circulation Area (sq.ft) 4897.5 0.0 5344.9 5503.5Crosswalk Circulation Code A - A APedestrian Delay (s/p) 51.3 60.0 51.3 51.3Pedestrian Compliance Code Poor Poor Poor PoorPedestrian Crosswalk Score 2.35 1.75 3.21 3.12Pedestrian Crosswalk LOS B A C CAvila Ranch Cumulative Plus Project without BP PM14: Broad & Buckley1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signals-BicyclesApproach EB WB NB SBBicycle Flow Rate (bike/h) 0000Total Flow Rate (veh/h) 456 15 1111 1773Effct. Green for Bike (s) 10.2 4.5 70.9 50.5Cross Street Width (ft) 60.4 72.3 24.1 39.7Through Lanes Number1122Through Lane Width (ft) 12.0 12.0 12.0 12.0Bicycle Lane Width (ft) 0.0 0.0 0.0 0.0Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0Curb Is Present? No No No NoOn Street Parking? No No No NoBicycle Lane Capacity (bike/h) 170 75 1182 842Bicycle Delay (s/bike) 50.2 55.6 10.0 20.1Bicycle Compliance Poor Poor Fair FairBicycle LOS Score 3.24 2.69 2.84 3.63Bicycle LOS C B C D Avila Ranch Cumulative Plus Project without BP PM15: Earthwood & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 41 79 7 34 53 4Future Volume (Veh/h) 41 79 7 34 53 4Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 45 86 8 37 58 4PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 131 141 88vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 131 141 88tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 99 93 100cM capacity (veh/h) 1454 847 970Direction, Lane # EB 1 WB 1 NB 1Volume Total 131 45 62Volume Left 0 8 58Volume Right 86 0 4cSH 1700 1454 854Volume to Capacity 0.08 0.01 0.07Queue Length 95th (ft) 0 0 6Control Delay (s) 0.0 1.4 9.5Lane LOS A AApproach Delay (s) 0.0 1.4 9.5Approach LOS AIntersection SummaryAverage Delay 2.7Intersection Capacity Utilization 17.8% ICU Level of Service AAnalysis Period (min) 15$YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%330(DUWKZRRG 6XEXUEDQ2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction EBMedian Present? NoApproach Delay(s) 2.8Level of Service ACrosswalkLength (ft) 44Lanes Crossed 2Veh Vol Crossed 75Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 15.57Prob of Delayed X-ing 0.28Prob of Blocked Lane 0.15Delay for adq Gap 10.19Avg Ped Delay (s) 2.82ApproachApproach Direction WBMedian Present? NoApproach Delay(s) 1.7Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 75Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.22Prob of Blocked Lane 0.12Delay for adq Gap 7.49Avg Ped Delay (s) 1.67 Avila Ranch Cumulative Plus Project without BP PM16: Horizon Ln & Suburban1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Stop StopTraffic Volume (vph) 4 65 49 8 14 7Future Volume (vph) 4 65 49 8 14 7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 4 71 53 9 15 8Direction, Lane # EB 1 NB 1 SB 1Volume Total (vph) 75 62 23Volume Left (vph) 4 53 0Volume Right (vph) 71 0 8Hadj (s) -0.52 0.20 -0.17Departure Headway (s) 3.6 4.3 3.9Degree Utilization, x 0.07 0.07 0.03Capacity (veh/h) 982 818 891Control Delay (s) 6.8 7.6 7.0Approach Delay (s) 6.8 7.6 7.0Approach LOS A A AIntersection SummaryDelay 7.2Level of Service AIntersection Capacity Utilization 20.7% ICU Level of Service AAnalysis Period (min) 15Avila Ranch Cumulative Plus Project without BP PM17: Vachell & Venture Dr1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 23 8 15 38 51 31Future Volume (Veh/h) 23 8 15 38 51 31Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 25 9 16 41 55 34PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 180 36 57vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 180 36 57tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 97 99 96cM capacity (veh/h) 780 1036 1547Direction, Lane # WB 1 NB 1 SB 1Volume Total 34 57 89Volume Left 25 0 55Volume Right 9 41 0cSH 835 1700 1547Volume to Capacity 0.04 0.03 0.04Queue Length 95th (ft) 3 0 3Control Delay (s) 9.5 0.0 4.7Lane LOS A AApproach Delay (s) 9.5 0.0 4.7Approach LOS AIntersection SummaryAverage Delay 4.1Intersection Capacity Utilization 21.1% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3309DFKHOO 9HQWXUH'U2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 1Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 46Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.14Prob of Blocked Lane 0.07Delay for adq Gap 6.91Avg Ped Delay (s) 0.99ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 1Level of Service ACrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 46Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.14Prob of Blocked Lane 0.07Delay for adq Gap 6.91Avg Ped Delay (s) 0.99Avila Ranch Cumulative Plus Project without BP PM18: Vachell & Project Entry1/15/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 17 6 296 14 17 237Future Volume (Veh/h) 17 6 296 14 17 237Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 18 7 322 15 18 258PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 624 330 337vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 624 330 337tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 99 99cM capacity (veh/h) 443 712 1222Direction, Lane # WB 1 NB 1 SB 1Volume Total 25 337 276Volume Left 18 0 18Volume Right 7 15 0cSH 495 1700 1222Volume to Capacity 0.05 0.20 0.01Queue Length 95th (ft) 4 0 1Control Delay (s) 12.7 0.0 0.7Lane LOS B AApproach Delay (s) 12.7 0.0 0.7Approach LOS BIntersection SummaryAverage Delay 0.8Intersection Capacity Utilization 36.5% ICU Level of Service AAnalysis Period (min) 15 $YLOD5DQFK &XPXODWLYH3OXV3URMHFWZLWKRXW%3309DFKHOO 3URMHFW(QWU\2/1/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 TWSC-PedestriansApproachApproach Direction NBMedian Present? NoApproach Delay(s) 21.9Level of Service DCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 533Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.83Prob of Blocked Lane 0.59Delay for adq Gap 26.22Avg Ped Delay (s) 21.87ApproachApproach Direction SBMedian Present? NoApproach Delay(s) 21.9Level of Service DCrosswalkLength (ft) 32Lanes Crossed 2Veh Vol Crossed 533Ped Vol Crossed 0Yield Rate(%) 0Ped Platooning NoCritical Headway (s) 12.14Prob of Delayed X-ing 0.83Prob of Blocked Lane 0.59Delay for adq Gap 26.22Avg Ped Delay (s) 21.87$YLOD5DQFK 0LWLJDWHG([LVWLQJ3OXV3URMHFWQR%330%URDG %XFNOH\2/26/2016Central Coast Transportation Consulting Synchro 9 ReportPage 1Lane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 56 298 20 86 489 17 1091 30v/c Ratio 0.20 0.61 0.13 0.32 0.34 0.09 0.60 0.04Control Delay 26.1 14.2 23.8 29.9 6.0 29.7 11.2 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 26.1 14.2 23.8 29.9 6.0 29.7 11.2 0.1Queue Length 50th (ft) 15 29 3 23 43 5 117 0Queue Length 95th (ft) 56 107 25 #92 214 27 242 0Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360 470Base Capacity (vph) 624 488 150 265 1797 192 3468 1517Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.09 0.61 0.13 0.32 0.27 0.09 0.31 0.02Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. $YLOD5DQFK 0LWLJDWHG([LVWLQJ3OXV3URMHFWQR%330%URDG %XFNOH\2/26/2016Central Coast Transportation Consulting Synchro 9 ReportPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 52 2 286 7 2 11 83 468 1 16 1047 29Future Volume (veh/h) 52 2 286 7 2 11 83 468 1 16 1047 29Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.94 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 54 2 298 7 2 11 86 488 1 17 1091 30Adj No. of Lanes011010110121Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 350 13 418 10 3 16 109 960 2 28 1691 739Arrive On Green 0.21 0.21 0.21 0.02 0.02 0.02 0.06 0.54 0.54 0.02 0.49 0.49Sat Flow, veh/h 1696 63 1542 553 158 869 1712 1793 4 1739 3468 1516Grp Volume(v), veh/h 56 0 298 20 0 0 86 0 489 17 1091 30Grp Sat Flow(s),veh/h/ln 1759 0 1542 1580 0 0 1712 0 1797 1739 1734 1516Q Serve(g_s), s 1.9 0.0 12.5 0.9 0.0 0.0 3.5 0.0 12.4 0.7 16.8 0.7Cycle Q Clear(g_c), s 1.9 0.0 12.5 0.9 0.0 0.0 3.5 0.0 12.4 0.7 16.8 0.7Prop In Lane 0.96 1.00 0.35 0.55 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 363 0 418 29 0 0 109 0 962 28 1691 739V/C Ratio(X) 0.15 0.00 0.71 0.69 0.00 0.00 0.79 0.00 0.51 0.61 0.65 0.04Avail Cap(c_a), veh/h 394 0 445 88 0 0 168 0 1987 122 3738 1634HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 23.2 0.0 23.6 34.9 0.0 0.0 33.0 0.0 10.6 34.9 13.7 9.6Incr Delay (d2), s/veh 0.2 0.0 4.9 25.3 0.0 0.0 12.8 0.0 0.4 19.6 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 0.0 5.9 0.6 0.0 0.0 2.1 0.0 6.2 0.5 8.1 0.3LnGrp Delay(d),s/veh 23.4 0.0 28.5 60.2 0.0 0.0 45.7 0.0 11.0 54.5 14.1 9.6LnGrp LOS C C E D B D B AApproach Vol, veh/h 354 20 575 1138Approach Delay, s/veh 27.7 60.2 16.2 14.6Approach LOS C E B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.1 42.2 18.8 8.6 38.8 5.3Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 79.0 16.0 7.0 77.0 4.0Max Q Clear Time (g_c+I1), s 2.7 14.4 14.5 5.5 18.8 2.9Green Ext Time (p_c), s 0.0 16.3 0.3 0.0 16.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 17.7HCM 2010 LOS BAvila Ranch Mitigated Near Term Plus Project PM7: Horizon Ln & Tank Farm2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT WBL WBT NBLLane Group Flow (vph) 898 55 1217 80v/c Ratio 0.70 0.21 0.95 0.21Control Delay 10.8 6.5 28.3 15.4Queue Delay 0.0 0.0 0.0 0.0Total Delay 10.8 6.5 28.3 15.4Queue Length 50th (ft) 217 8 440 14Queue Length 95th (ft) 342 23 #834 49Internal Link Dist (ft) 691 1690 960Turn Bay Length (ft)Base Capacity (vph) 1355 281 1358 387Starvation Cap Reductn0000Spillback Cap Reductn0000Storage Cap Reductn0000Reduced v/c Ratio 0.66 0.20 0.90 0.21Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Mitigated Near Term Plus Project PM7: Horizon Ln & Tank Farm2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (vph) 806 20 51 1120 30 43Future Volume (vph) 806 20 51 1120 30 43Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.92Flt Protected 1.00 0.95 1.00 0.98Satd. Flow (prot) 1857 1770 1863 1680Flt Permitted 1.00 0.21 1.00 0.98Satd. Flow (perm) 1857 385 1863 1680Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 876 22 55 1217 33 47RTOR Reduction (vph)1000370Lane Group Flow (vph) 897 0 55 1217 43 0Turn Type NA Perm NA ProtProtected Phases 4 8 2Permitted Phases 8Actuated Green, G (s) 53.1 53.1 53.1 16.1Effective Green, g (s) 53.1 53.1 53.1 16.1Actuated g/C Ratio 0.69 0.69 0.69 0.21Clearance Time (s) 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 1277 264 1281 350v/s Ratio Prot 0.48 c0.65 c0.03v/s Ratio Perm 0.14v/c Ratio 0.70 0.21 0.95 0.12Uniform Delay, d1 7.3 4.4 10.9 24.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.8 0.4 14.8 0.7Delay (s) 9.0 4.8 25.7 25.5Level of Service A A C CApproach Delay (s) 9.0 24.8 25.5Approach LOS A C CIntersection SummaryHCM 2000 Control Delay 18.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.76Actuated Cycle Length (s) 77.2 Sum of lost time (s) 8.0Intersection Capacity Utilization 69.9% ICU Level of Service CAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Mitigated Near Term Plus Project PM14: Broad & Buckley2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 75 306 41 91 520 21 1135 34v/c Ratio 0.29 0.64 0.29 0.40 0.41 0.13 0.67 0.04Control Delay 31.2 16.5 27.6 37.6 8.4 34.6 14.7 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 31.2 16.5 27.6 37.6 8.4 34.6 14.7 0.2Queue Length 50th (ft) 28 42 8 35 92 8 180 0Queue Length 95th (ft) 73 124 #41 #107 239 32 264 2Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360 470Base Capacity (vph) 534 477 140 226 1789 164 3446 1508Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.14 0.64 0.29 0.40 0.29 0.13 0.33 0.02Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Mitigated Near Term Plus Project PM14: Broad & Buckley2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 62 10 294 10 10 20 87 490 10 20 1090 33Future Volume (veh/h) 62 10 294 10 10 20 87 490 10 20 1090 33Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.94 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 65 10 306 10 10 21 91 510 10 21 1135 34Adj No. of Lanes011010110121Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 313 48 421 12 12 25 115 952 19 33 1711 748Arrive On Green 0.20 0.20 0.20 0.03 0.03 0.03 0.07 0.54 0.54 0.02 0.49 0.49Sat Flow, veh/h 1532 236 1542 389 389 818 1712 1756 34 1739 3468 1516Grp Volume(v), veh/h 75 0 306 41 0 0 91 0 520 21 1135 34Grp Sat Flow(s),veh/h/ln 1768 0 1542 1597 0 0 1712 0 1790 1739 1734 1516Q Serve(g_s), s 2.8 0.0 14.1 2.0 0.0 0.0 4.1 0.0 14.7 0.9 19.3 0.9Cycle Q Clear(g_c), s 2.8 0.0 14.1 2.0 0.0 0.0 4.1 0.0 14.7 0.9 19.3 0.9Prop In Lane 0.87 1.00 0.24 0.51 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 362 0 421 48 0 0 115 0 970 33 1711 748V/C Ratio(X) 0.21 0.00 0.73 0.85 0.00 0.00 0.79 0.00 0.54 0.64 0.66 0.05Avail Cap(c_a), veh/h 362 0 421 82 0 0 153 0 1809 111 3415 1493HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 25.8 0.0 25.9 37.7 0.0 0.0 35.9 0.0 11.6 38.1 14.9 10.3Incr Delay (d2), s/veh 0.3 0.0 6.2 31.8 0.0 0.0 17.9 0.0 0.5 19.3 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 0.0 6.7 1.3 0.0 0.0 2.5 0.0 7.3 0.6 9.2 0.4LnGrp Delay(d),s/veh 26.1 0.0 32.0 69.6 0.0 0.0 53.8 0.0 12.0 57.4 15.4 10.3LnGrp LOS C CE D BEBBApproach Vol, veh/h 381 41 611 1190Approach Delay, s/veh 30.9 69.6 18.2 16.0Approach LOS C E B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 5.5 46.4 20.0 9.3 42.6 6.4Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 79.0 16.0 7.0 77.0 4.0Max Q Clear Time (g_c+I1), s 2.9 16.7 16.1 6.1 21.3 4.0Green Ext Time (p_c), s 0.0 17.7 0.0 0.0 17.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 20.1HCM 2010 LOS CAvila Ranch Mitigated Cumulative Plus Project no BP AM6: Higuera & Tank Farm2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTLane Group Flow (vph) 43 32 170 167 258 11 526 956 484 524v/c Ratio 0.23 0.10 0.44 0.43 0.46 0.11 0.64 0.89 0.71 0.31Control Delay 43.0 0.6 39.1 38.9 7.9 52.3 37.5 16.7 43.2 18.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 43.0 0.6 39.1 38.9 7.9 52.3 37.5 16.7 43.2 18.0Queue Length 50th (ft) 25 0 90 89 0 6 147 66 138 91Queue Length 95th (ft) 59 0 205 202 73 29 257 #518 #260 208Internal Link Dist (ft) 407 1317 1054 1668Turn Bay Length (ft) 250 140 100 165Base Capacity (vph) 562 608 429 431 596 102 1108 1099 836 1847Starvation Cap Reductn0000000000Spillback Cap Reductn0000000000Storage Cap Reductn0000000000Reduced v/c Ratio 0.08 0.05 0.40 0.39 0.43 0.11 0.47 0.87 0.58 0.28Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Avila Ranch Mitigated Cumulative Plus Project no BP AM6: Higuera & Tank Farm2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 30 10 30 303 10 240 10 489 889 450 477 10Future Volume (vph) 30 10 30 303 10 240 10 489 889 450 477 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00Flt Protected 0.96 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1796 1563 1681 1691 1583 1766 3539 1569 3433 3526Flt Permitted 0.96 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (perm) 1796 1563 1681 1691 1583 1766 3539 1569 3433 3526Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 32 11 32 326 11 258 11 526 956 484 513 11RTOR Reduction (vph) 0 0 29 0 0 201 0 0 331 0 1 0Lane Group Flow (vph) 0 43 3 170 167 57 11 526 625 484 523 0Confl. Peds. (#/hr) 1 1 3 3 3 3Turn Type Split NA Perm Split NA Perm Prot NA pm+ov Prot NAProtected Phases 44 88 52816Permitted Phases 4 8 2Actuated Green, G (s) 8.1 8.1 21.2 21.2 21.2 0.8 26.0 47.2 18.2 43.4Effective Green, g (s) 8.1 8.1 21.2 21.2 21.2 0.8 26.0 47.2 18.2 43.4Actuated g/C Ratio 0.08 0.08 0.22 0.22 0.22 0.01 0.27 0.49 0.19 0.45Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 6.0 6.0 5.0 6.0Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 5.0 2.0 3.5 5.0Lane Grp Cap (vph) 150 131 369 371 347 14 953 767 647 1585v/s Ratio Prot c0.02 0.10 0.10 0.01 0.15 c0.18 c0.14 0.15v/s Ratio Perm 0.00 0.04 0.22v/c Ratio 0.29 0.02 0.46 0.45 0.16 0.79 0.55 0.82 0.75 0.33Uniform Delay, d1 41.5 40.6 32.7 32.6 30.5 47.8 30.3 20.9 37.0 17.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 0.0 0.3 0.3 0.1 123.8 1.2 6.3 4.9 0.3Delay (s) 41.9 40.6 33.0 32.9 30.6 171.6 31.4 27.3 41.9 17.4Level of ServiceDDCCCFCCDBApproach Delay (s) 41.3 31.9 29.8 29.2Approach LOS DCCCIntersection SummaryHCM 2000 Control Delay 30.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.74Actuated Cycle Length (s) 96.5 Sum of lost time (s) 23.0Intersection Capacity Utilization 87.1% ICU Level of Service EAnalysis Period (min) 15c Critical Lane GroupAvila Ranch Mitigated Cumulative Plus Project no BP AM7: Horizon Lane & Tank Farm2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Unsignalized Intersection Capacity AnalysisMovement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 1209 80 26 683 70 48Future Volume (Veh/h) 1209 80 26 683 70 48Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 1314 87 28 742 76 52PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 1401 1784 700vC1, stage 1 conf vol 1358vC2, stage 2 conf vol 427vCu, unblocked vol 1401 1784 700tC, single (s) 4.1 6.8 6.9tC, 2 stage (s) 5.8tF (s) 2.2 3.5 3.3p0 queue free % 94 61 86cM capacity (veh/h) 484 193 381Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2Volume Total 876 525 275 495 93 35Volume Left 0 0 28 0 76 0Volume Right 0 87 0 0 17 35cSH 1700 1700 484 1700 212 381Volume to Capacity 0.52 0.31 0.06 0.29 0.44 0.09Queue Length 95th (ft)0050527Control Delay (s) 0.0 0.0 2.1 0.0 34.7 15.4Lane LOS A D CApproach Delay (s) 0.0 0.8 29.4Approach LOS DIntersection SummaryAverage Delay 1.9Intersection Capacity Utilization 49.4% ICU Level of Service AAnalysis Period (min) 15 Avila Ranch Mitigated Cumulative Plus Project no BP AM10: Higuera & LOVR2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 1198 106 53 527 431 502v/c Ratio 0.73 0.13 0.12 0.76 0.78 0.41Control Delay 21.8 7.7 16.2 30.1 38.3 3.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 21.8 7.7 16.2 30.1 38.3 3.3Queue Length 50th (ft) 290 14 8 235 222 56Queue Length 95th (ft) 373 43 19 350 #362 87Internal Link Dist (ft) 407 1906 424Turn Bay Length (ft) 100 225Base Capacity (vph) 1708 819 431 880 625 1253Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.70 0.13 0.12 0.60 0.69 0.40Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Mitigated Cumulative Plus Project no BP AM10: Higuera & LOVR2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 1126 100 50 495 405 472Future Volume (veh/h) 1126 100 50 495 405 472Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 1198 106 53 527 431 502Adj No. of Lanes212111Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94Percent Heavy Veh, % 222222Cap, veh/h 1519 699 422 771 557 1171Arrive On Green 0.44 0.44 0.04 0.41 0.30 0.30Sat Flow, veh/h 3442 1583 3442 1863 1863 1578Grp Volume(v), veh/h 1198 106 53 527 431 502Grp Sat Flow(s),veh/h/ln 1721 1583 1721 1863 1863 1578Q Serve(g_s), s 24.7 3.3 0.8 19.2 17.5 10.0Cycle Q Clear(g_c), s 24.7 3.3 0.8 19.2 17.5 10.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1519 699 422 771 557 1171V/C Ratio(X) 0.79 0.15 0.13 0.68 0.77 0.43Avail Cap(c_a), veh/h 1660 764 483 853 606 1212HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 19.9 13.9 19.3 19.9 26.5 4.1Incr Delay (d2), s/veh 3.3 0.3 0.0 2.2 6.0 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 12.3 3.8 0.4 10.3 9.9 11.5LnGrp Delay(d),s/veh 23.2 14.1 19.4 22.0 32.5 4.4LnGrp LOS C B B C C AApproach Vol, veh/h 1304 580 933Approach Delay, s/veh 22.4 21.8 17.4Approach LOS C C BTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 40.3 42.6 9.5 30.8Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 38.0 40.0 5.0 27.0Max Q Clear Time (g_c+I1), s 21.2 26.7 2.8 19.5Green Ext Time (p_c), s 9.5 9.9 0.0 5.2Intersection SummaryHCM 2010 Ctrl Delay 20.6HCM 2010 LOS C Avila Ranch Mitigated Cumulative Plus Project no BP AM14: Broad & Buckley2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBL SBT SBRLane Group Flow (vph) 95 190 15 386 1527 5 815 164v/c Ratio 0.41 0.23 0.15 0.62 0.57 0.05 0.66 0.25Control Delay 40.1 3.8 39.1 30.0 7.0 44.2 23.8 4.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 40.1 3.8 39.1 30.0 7.0 44.2 23.8 4.3Queue Length 50th (ft) 40 5 4 139 115 2 165 0Queue Length 95th (ft) 110 43 28 #417 413 16 280 39Internal Link Dist (ft) 9507 310 439 1035Turn Bay Length (ft) 150 360 470 470Base Capacity (vph) 397 846 100 650 3237 97 2683 1211Starvation Cap Reductn00000000Spillback Cap Reductn00000000Storage Cap Reductn00000000Reduced v/c Ratio 0.24 0.22 0.15 0.59 0.47 0.05 0.30 0.14Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Mitigated Cumulative Plus Project no BP AM14: Broad & Buckley2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 83 5 175 5 5 5 355 1400 5 5 750 151Future Volume (veh/h) 83 5 175 5 5 5 355 1400 5 5 750 151Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 90 5 190 5 5 5 386 1522 5 5 815 164Adj No. of Lanes011010120121Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 222222222222Cap, veh/h 195 11 567 8 8 8 422 2430 8 9 1577 690Arrive On Green 0.12 0.12 0.12 0.01 0.01 0.01 0.25 0.70 0.70 0.01 0.45 0.45Sat Flow, veh/h 1668 93 1543 561 561 561 1712 3491 11 1739 3468 1518Grp Volume(v), veh/h 95 0 190 15 0 0 386 744 783 5 815 164Grp Sat Flow(s),veh/h/ln 1761 0 1543 1683 0 0 1712 1708 1795 1739 1734 1518Q Serve(g_s), s 4.8 0.0 8.5 0.8 0.0 0.0 20.9 22.4 22.4 0.3 16.0 6.3Cycle Q Clear(g_c), s 4.8 0.0 8.5 0.8 0.0 0.0 20.9 22.4 22.4 0.3 16.0 6.3Prop In Lane 0.95 1.00 0.33 0.33 1.00 0.01 1.00 1.00Lane Grp Cap(c), veh/h 206 0 567 23 0 0 422 1189 1250 9 1577 690V/C Ratio(X) 0.46 0.00 0.33 0.65 0.00 0.00 0.91 0.63 0.63 0.55 0.52 0.24Avail Cap(c_a), veh/h 296 0 646 71 0 0 485 1434 1507 73 2075 908HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.3 0.0 22.0 46.8 0.0 0.0 34.9 7.8 7.8 47.3 18.5 15.9Incr Delay (d2), s/veh 1.6 0.0 0.3 26.5 0.0 0.0 20.2 0.6 0.6 43.6 0.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.4 0.0 3.7 0.6 0.0 0.0 12.2 10.5 11.1 0.2 7.6 2.7LnGrp Delay(d),s/veh 40.9 0.0 22.3 73.2 0.0 0.0 55.1 8.4 8.4 90.9 18.8 16.1LnGrp LOS D C E E A A F B BApproach Vol, veh/h 285 15 1913 984Approach Delay, s/veh 28.5 73.2 17.8 18.7Approach LOS C E B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 4.5 70.3 15.2 27.5 47.3 5.3Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 27.0 57.0 4.0Max Q Clear Time (g_c+I1), s 2.3 24.4 10.5 22.9 18.0 2.8Green Ext Time (p_c), s 0.0 31.2 0.6 0.6 25.3 0.0Intersection SummaryHCM 2010 Ctrl Delay 19.3HCM 2010 LOS B Avila Ranch Mitigated Cumulative Plus Project no BP PM10: Higuera & LOVR2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBL EBR NBL NBT SBT SBRLane Group Flow (vph) 916 31 104 199 580 1163v/c Ratio 0.62 0.04 0.33 0.25 0.92 0.96Control Delay 22.2 8.6 16.7 16.3 50.5 27.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 22.2 8.6 16.7 16.3 50.5 27.4Queue Length 50th (ft) 210 3 16 67 310 307Queue Length 95th (ft) 275 20 30 112 #511 #922Internal Link Dist (ft) 407 1929 353Turn Bay Length (ft) 100 225Base Capacity (vph) 1487 697 316 893 675 1212Starvation Cap Reductn000000Spillback Cap Reductn000000Storage Cap Reductn000000Reduced v/c Ratio 0.62 0.04 0.33 0.22 0.86 0.96Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Mitigated Cumulative Plus Project no BP PM10: Higuera & LOVR2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 879 30 100 191 557 1116Future Volume (veh/h) 879 30 100 191 557 1116Number 7 14 5 2 6 16Initial Q (Qb), veh000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 916 31 104 199 580 1162Adj No. of Lanes212111Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222Cap, veh/h 1124 517 409 968 739 1144Arrive On Green 0.33 0.33 0.05 0.52 0.40 0.40Sat Flow, veh/h 3442 1583 3442 1863 1863 1579Grp Volume(v), veh/h 916 31 104 199 580 1162Grp Sat Flow(s),veh/h/ln 1721 1583 1721 1863 1863 1579Q Serve(g_s), s 19.1 1.1 1.3 4.5 21.3 31.0Cycle Q Clear(g_c), s 19.1 1.1 1.3 4.5 21.3 31.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1124 517 409 968 739 1144V/C Ratio(X) 0.81 0.06 0.25 0.21 0.78 1.02Avail Cap(c_a), veh/h 1631 750 427 978 739 1144HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.1 18.1 15.7 10.1 20.6 7.3Incr Delay (d2), s/veh 2.1 0.0 0.3 0.1 5.5 30.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 9.4 1.1 0.6 2.3 11.9 34.2LnGrp Delay(d),s/veh 26.3 18.1 16.0 10.2 26.2 37.8LnGrp LOS C B B B C FApproach Vol, veh/h 947 303 1742Approach Delay, s/veh 26.0 12.2 33.9Approach LOS C B CTimer12345678Assigned Phs 2 4 5 6Phs Duration (G+Y+Rc), s 46.6 31.5 9.6 37.0Change Period (Y+Rc), s 6.0 6.0 6.0 6.0Max Green Setting (Gmax), s 41.0 37.0 4.0 31.0Max Q Clear Time (g_c+I1), s 6.5 21.1 3.3 33.0Green Ext Time (p_c), s 19.2 4.4 0.0 0.0Intersection SummaryHCM 2010 Ctrl Delay 29.2HCM 2010 LOS C Avila Ranch Mitigated Cumulative Plus Project no BP PM12: Buckley & Vachell2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT WBT SBLLane Group Flow (vph) 417 693 276v/c Ratio 0.97 0.81 0.40Control Delay 52.4 18.4 9.4Queue Delay 0.0 0.0 0.0Total Delay 52.4 18.4 9.4Queue Length 50th (ft) 95 131 30Queue Length 95th (ft) #249 240 82Internal Link Dist (ft) 1779 1135 721Turn Bay Length (ft)Base Capacity (vph) 543 1074 684Starvation Cap Reductn 0 0 0Spillback Cap Reductn 0 0 0Storage Cap Reductn 0 0 0Reduced v/c Ratio 0.77 0.65 0.40Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Mitigated Cumulative Plus Project no BP PM12: Buckley & Vachell2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM Signalized Intersection Capacity AnalysisMovement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 94 290 523 115 118 136Future Volume (vph) 94 290 523 115 118 136Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00Frt 1.00 0.98 0.93Flt Protected 0.99 1.00 0.98Satd. Flow (prot) 1840 1817 1689Flt Permitted 0.50 1.00 0.98Satd. Flow (perm) 932 1817 1689Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 102 315 568 125 128 148RTOR Reduction (vph) 0 0 18 0 78 0Lane Group Flow (vph) 0 417 675 0 198 0Turn Type Perm NA NA ProtProtected Phases 4 8 6Permitted Phases 4Actuated Green, G (s) 20.9 20.9 16.2Effective Green, g (s) 20.9 20.9 16.2Actuated g/C Ratio 0.46 0.46 0.36Clearance Time (s) 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0Lane Grp Cap (vph) 431 842 606v/s Ratio Prot 0.37 c0.12v/s Ratio Perm c0.45v/c Ratio 0.97 0.80 0.33Uniform Delay, d1 11.8 10.3 10.5Progression Factor 1.00 1.00 1.00Incremental Delay, d2 34.6 5.5 1.4Delay (s) 46.4 15.9 11.9Level of Service D B BApproach Delay (s) 46.4 15.9 11.9Approach LOS D B BIntersection SummaryHCM 2000 Control Delay 24.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.69Actuated Cycle Length (s) 45.1 Sum of lost time (s) 8.0Intersection Capacity Utilization 79.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group Avila Ranch Mitigated Cumulative Plus Project no BP PM14: Broad & Buckley2/26/2016Central Coast Transportation Consulting Synchro 9 ReportQueuesLane Group EBT EBR WBT NBL NBT SBT SBRLane Group Flow (vph) 80 376 15 278 833 1563 211v/c Ratio 0.39 0.82 0.16 0.51 0.30 0.78 0.22Control Delay 48.6 41.1 46.6 44.0 3.8 17.9 2.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 48.6 41.1 46.6 44.0 3.8 17.9 2.1Queue Length 50th (ft) 40 137 5 71 46 297 1Queue Length 95th (ft) 108 #396 31 #168 126 528 32Internal Link Dist (ft) 9732 405 777 1174Turn Bay Length (ft) 150 360Base Capacity (vph) 362 460 91 554 3030 2802 1265Starvation Cap Reductn0000000Spillback Cap Reductn0000000Storage Cap Reductn0000000Reduced v/c Ratio 0.22 0.82 0.16 0.50 0.27 0.56 0.17Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Avila Ranch Mitigated Cumulative Plus Project no BP PM14: Broad & Buckley2/26/2016Central Coast Transportation Consulting Synchro 9 ReportHCM 2010 Signalized Intersection SummaryMovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 72 5 361 5 5 5 267 800 0 0 1500 203Future Volume (veh/h) 72 5 361 5 5 5 267 800 0 0 1500 203Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh000000000000Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.95 1.00 1.00 1.00 0.98Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1881 1844 1844 1862 1825 1862 1798 1798 1834 1825 1825 1825Adj Flow Rate, veh/h 75 5 376 5 5 5 278 833 0 0 1562 211Adj No. of Lanes011010220121Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 222222222222Cap, veh/h 247 16 392 7 7 7 342 2475 0 2 2026 886Arrive On Green 0.15 0.15 0.15 0.01 0.01 0.01 0.10 0.72 0.00 0.00 0.58 0.58Sat Flow, veh/h 1651 110 1539 556 556 556 3321 3505 0 1739 3468 1517Grp Volume(v), veh/h 80 0 376 15 0 0 278 833 0 0 1562 211Grp Sat Flow(s),veh/h/ln 1762 0 1539 1667 0 0 1661 1708 0 1739 1734 1517Q Serve(g_s), s 4.3 0.0 16.0 1.0 0.0 0.0 8.8 9.5 0.0 0.0 36.4 7.2Cycle Q Clear(g_c), s 4.3 0.0 16.0 1.0 0.0 0.0 8.8 9.5 0.0 0.0 36.4 7.2Prop In Lane 0.94 1.00 0.33 0.33 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h 264 0 392 22 0 0 342 2475 0 2 2026 886V/C Ratio(X) 0.30 0.00 0.96 0.67 0.00 0.00 0.81 0.34 0.00 0.00 0.77 0.24Avail Cap(c_a), veh/h 264 0 392 62 0 0 404 2555 0 65 2303 1007HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 40.5 0.0 39.5 52.5 0.0 0.0 46.9 5.4 0.0 0.0 16.8 10.7Incr Delay (d2), s/veh 0.6 0.0 35.0 29.3 0.0 0.0 10.4 0.1 0.0 0.0 1.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 0.0 14.8 0.6 0.0 0.0 4.5 4.4 0.0 0.0 17.8 3.0LnGrp Delay(d),s/veh 41.1 0.0 74.4 81.8 0.0 0.0 57.3 5.4 0.0 0.0 18.3 10.9LnGrp LOS D E F E A B BApproach Vol, veh/h 456 15 1111 1773Approach Delay, s/veh 68.6 81.8 18.4 17.4Approach LOS E F B BTimer12345678Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 0.0 81.5 20.0 15.0 66.5 5.4Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 4.0 80.0 16.0 13.0 71.0 4.0Max Q Clear Time (g_c+I1), s 0.0 11.5 18.0 10.8 38.4 3.0Green Ext Time (p_c), s 0.0 38.8 0.0 0.3 24.1 0.0Intersection SummaryHCM 2010 Ctrl Delay 25.0HCM 2010 LOS C Appendix C: Roadway Segment Analysis Sheets LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.492.55 B #DIV/0! 4.03 #DIV/0! 2.46 B 2.78 C20.443.27 C #DIV/0! 4.06 #DIV/0! 2.48 B 3.33 C30.342.86 C 2771.98 2.90 C 2.49 B 2.87 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.412.55 B #DIV/0! 3.54 #DIV/0! 2.23 B 2.76 C20.243.27 C 2771.98 2.42 B 2.14 B 3.09 C30.202.86 C 2771.98 2.81 C 2.34 B 2.86 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.683.19 C 5039.99 2.78 C 2.38 B 3.09 C20.683.19 C #DIV/0! 3.73 #DIV/0! 2.17 B 3.26 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.803.19 C 5039.99 2.90 C 2.38 B 3.11 C21.593.19 F(v/c>1) #DIV/0! 5.28 #DIV/0! 2.86 C 3.47 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.262.45 B #DIV/0! 4.30 #DIV/0! 3.45 C 2.72 B2345HigueratoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.472.68 B #DIV/0! 4.32 #DIV/0! 3.69 D 2.73 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.292.55 B #DIV/0! 3.38 #DIV/0! 2.07 B 2.73 B20.333.27 C #DIV/0! 3.62 #DIV/0! 1.88 A 3.33 C30.322.86 C 2771.98 2.90 C 2.49 B 2.87 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.752.55 B #DIV/0! 4.08 #DIV/0! 2.54 B 2.85 C20.523.27 C 2771.98 3.06 C 2.11 B 3.49 C30.382.86 C 2771.98 2.89 C 2.42 B 2.92 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS11.323.19 F(v/c>1) 5039.99 3.85 D 2.75 C 3.25 C21.323.19 F(v/c>1) #DIV/0! 4.87 #DIV/0! 2.71 B 3.40 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.583.19 C 5039.99 2.64 B 2.31 B 3.07 C21.173.19 F(v/c>1) #DIV/0! 4.64 #DIV/0! 2.70 B 3.37 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.262.45 B #DIV/0! 4.29 #DIV/0! 3.44 C 2.72 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.332.68 B #DIV/0! 4.11 #DIV/0! 3.52 D 2.70 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.702.55 B #DIV/0! 4.35 #DIV/0! 2.64 B 2.83 C20.463.27 C #DIV/0! 4.13 #DIV/0! 2.50 B 3.34 C30.382.86 C 2771.98 3.02 C 2.54 B 2.89 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.402.55 B #DIV/0! 3.54 #DIV/0! 2.23 B 2.76 C20.243.27 C 2771.98 2.40 B 2.13 B 3.08 C30.212.86 C 2771.98 2.85 C 2.37 B 2.86 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.833.19 C 5039.99 3.01 C 2.48 B 3.13 C20.833.19 C #DIV/0! 3.96 #DIV/0! 2.27 B 3.30 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.823.19 C 5039.99 2.94 C 2.40 B 3.11 C21.653.19 F(v/c>1) #DIV/0! 5.36 #DIV/0! 2.87 C 3.48 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.422.45 B #DIV/0! 4.54 #DIV/0! 3.69 D 2.76 C2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToHigueratoProjectEntranceKPBuckleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.542.68 B #DIV/0! 4.43 #DIV/0! 3.76 D 2.74 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.352.55 B #DIV/0! 3.48 #DIV/0! 2.17 B 2.74 B20.343.27 C #DIV/0! 3.67 #DIV/0! 1.90 A 3.34 C30.352.86 C 2771.98 2.98 C 2.53 B 2.88 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.832.55 B #DIV/0! 4.20 #DIV/0! 2.59 B 2.87 C20.533.27 C 2771.98 3.10 C 2.13 B 3.50 D30.432.86 C 2771.98 3.06 C 2.49 B 2.95 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS11.423.19 F(v/c>1) 5039.99 4.00 D 2.79 C 3.27 C21.423.19 F(v/c>1) #DIV/0! 5.03 #DIV/0! 2.75 C 3.43 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.673.19 C 5039.99 2.78 C 2.38 B 3.09 C21.353.19 F(v/c>1) #DIV/0! 4.92 #DIV/0! 2.78 C 3.41 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.112.45 B #DIV/0! 4.46 #DIV/0! 3.62 D 2.41 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.152.68 B #DIV/0! 4.38 #DIV/0! 3.73 D 2.40 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.562.55 B #DIV/0! 4.14 #DIV/0! 2.53 B 2.80 C20.523.27 C #DIV/0! 4.30 #DIV/0! 2.56 B 3.37 C30.442.86 C 2771.98 3.21 C 2.62 B 2.92 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.442.55 B #DIV/0! 3.60 #DIV/0! 2.28 B 2.77 C20.303.27 C 2771.98 2.59 B 2.25 B 3.11 C30.252.86 C 2771.98 2.97 C 2.46 B 2.88 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.863.19 C 5039.99 3.05 C 2.50 B 3.13 C20.433.19 C 5039.99 2.28 B 1.93 A 3.05 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.913.19 C 5039.99 3.07 C 2.45 B 3.13 C20.913.19 C 5039.99 3.17 C 2.57 B 3.15 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.312.45 B #DIV/0! 4.37 #DIV/0! 3.53 D 2.74 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToHigueratoProjectEntranceKPBuckleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.472.68 B #DIV/0! 4.33 #DIV/0! 3.69 D 2.73 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.312.55 B #DIV/0! 3.41 #DIV/0! 2.10 B 2.73 B20.373.27 C #DIV/0! 3.76 #DIV/0! 1.94 A 3.36 C30.382.86 C 2771.98 3.08 C 2.57 B 2.90 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.822.55 B #DIV/0! 4.18 #DIV/0! 2.59 B 2.86 C20.603.27 C 2771.98 3.31 C 2.19 B 3.53 D30.452.86 C 2771.98 3.11 C 2.51 B 2.96 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS11.583.19 F(v/c>1) 5039.99 4.25 D 2.84 C 3.31 C20.793.19 C 5039.99 2.97 C 2.45 B 3.12 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.673.19 C 5039.99 2.76 C 2.37 B 3.09 C20.673.19 C 5039.99 2.80 C 2.42 B 3.09 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.282.45 B #DIV/0! 4.32 #DIV/0! 3.48 C 2.73 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.342.68 B #DIV/0! 4.12 #DIV/0! 3.53 D 2.70 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.772.55 B #DIV/0! 4.46 #DIV/0! 2.69 B 2.85 C20.543.27 C #DIV/0! 4.37 #DIV/0! 2.58 B 3.38 C30.482.86 C 2771.98 3.31 C 2.65 B 2.93 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.442.55 B #DIV/0! 3.60 #DIV/0! 2.27 B 2.77 C20.303.27 C 2771.98 2.58 B 2.24 B 3.11 C30.262.86 C 2771.98 3.00 C 2.48 B 2.88 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS11.013.19 F(v/c>1) 5039.99 3.28 C 2.58 B 3.17 C20.503.19 C 5039.99 2.40 B 2.01 B 3.06 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.943.19 C 5039.99 3.12 C 2.46 B 3.14 C20.943.19 C 5039.99 3.21 C 2.58 B 3.15 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.472.45 B #DIV/0! 4.62 #DIV/0! 3.74 D 2.77 C2345HigueratoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.542.68 B #DIV/0! 4.43 #DIV/0! 3.76 D 2.74 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.372.55 B #DIV/0! 3.51 #DIV/0! 2.20 B 2.75 B20.393.27 C #DIV/0! 3.81 #DIV/0! 1.97 A 3.36 C30.402.86 C 2771.98 3.14 C 2.60 B 2.91 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.892.55 B #DIV/0! 4.30 #DIV/0! 2.63 B 2.88 C20.623.27 C 2771.98 3.35 C 2.20 B 3.54 D30.492.86 C 2771.98 3.25 C 2.56 B 2.98 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.763.19 C 5039.99 2.90 C 2.44 B 3.11 C20.763.19 C 5039.99 2.94 C 2.48 B 3.12 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS11.683.19 F(v/c>1) 5039.99 4.41 E 2.87 C 3.33 C20.843.19 C 5039.99 3.05 C 2.48 B 3.13 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.382.45 B #DIV/0! 4.49 #DIV/0! 3.64 D 2.75 C2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.512.68 B #DIV/0! 4.39 #DIV/0! 3.74 D 2.74 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.782.55 B #DIV/0! 4.48 #DIV/0! 2.70 B 2.85 C20.633.27 C #DIV/0! 4.62 #DIV/0! 2.66 B 3.42 C30.482.86 C 2771.98 3.32 C 2.66 B 2.93 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.742.55 B #DIV/0! 4.06 #DIV/0! 2.54 B 2.84 C20.313.27 C 2771.98 2.63 B 2.27 B 3.12 C30.312.86 C 2771.98 3.16 C 2.58 B 2.91 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.873.19 C 5039.99 3.07 C 2.51 B 3.13 C20.443.19 C 5039.99 2.30 B 1.94 A 3.05 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.893.19 C 5039.99 3.04 C 2.43 B 3.13 C20.893.19 C 5039.99 3.13 C 2.56 B 3.14 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.102.45 B #DIV/0! 3.48 #DIV/0! 1.29 A 2.60 B2345HigueratoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.272.68 B #DIV/0! 4.01 #DIV/0! 3.40 C 2.68 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.412.55 B #DIV/0! 3.57 #DIV/0! 2.25 B 2.76 C20.353.27 C #DIV/0! 3.69 #DIV/0! 1.91 A 3.35 C30.352.86 C 2771.98 2.99 C 2.53 B 2.88 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.832.55 B #DIV/0! 4.20 #DIV/0! 2.59 B 2.87 C20.613.27 C 2771.98 3.33 C 2.19 B 3.54 D30.482.86 C 2771.98 3.20 C 2.54 B 2.97 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS12.313.19 F(v/c>1) 5039.99 5.41 F 3.03 C 3.48 C21.153.19 F(v/c>1) 5039.99 3.55 D 2.65 B 3.21 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.603.19 C 5039.99 2.66 B 2.32 B 3.07 C20.603.19 C 5039.99 2.70 B 2.36 B 3.08 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.192.45 B #DIV/0! 3.56 #DIV/0! 2.43 B 2.61 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.252.68 B #DIV/0! 4.28 #DIV/0! 3.42 C 2.72 B2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.812.55 B #DIV/0! 4.51 #DIV/0! 2.71 B 2.85 C20.653.27 C #DIV/0! 4.68 #DIV/0! 2.67 B 3.42 C30.522.86 C 2771.98 3.43 C 2.70 B 2.95 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.752.55 B #DIV/0! 4.07 #DIV/0! 2.54 B 2.84 C20.333.27 C 2771.98 2.69 B 2.31 B 3.13 C30.322.86 C 2771.98 3.20 C 2.59 B 2.91 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.993.19 C 5039.99 3.25 C 2.57 B 3.16 C20.493.19 C 5039.99 2.39 B 2.01 B 3.06 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.913.19 C 5039.99 3.07 C 2.45 B 3.13 C20.913.19 C 5039.99 3.16 C 2.57 B 3.15 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.482.45 B #DIV/0! 4.64 #DIV/0! 3.76 D 2.78 C2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToHigueratoProjectEntranceKPBuckleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.582.68 B #DIV/0! 4.50 #DIV/0! 3.80 D 2.75 C2345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.432.55 B #DIV/0! 3.59 #DIV/0! 2.27 B 2.76 C20.373.27 C #DIV/0! 3.74 #DIV/0! 1.94 A 3.35 C30.372.86 C 2771.98 3.06 C 2.57 B 2.89 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.862.55 B #DIV/0! 4.24 #DIV/0! 2.61 B 2.87 C20.633.27 C 2771.98 3.39 C 2.21 B 3.54 D30.512.86 C 2771.98 3.31 C 2.58 B 2.99 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS12.383.19 F(v/c>1) 5039.99 5.53 F 3.05 C 3.50 D21.193.19 F(v/c>1) 5039.99 3.61 D 2.66 B 3.21 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.663.19 C 5039.99 2.76 C 2.37 B 3.09 C20.663.19 C 5039.99 2.80 C 2.42 B 3.09 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.522.45 B #DIV/0! 4.41 #DIV/0! 3.75 D 2.74 B2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.432.68 B #DIV/0! 4.57 #DIV/0! 3.70 D 2.76 C2345SouthHigueraStreettoProjectEntranceKPBuckleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet ProjectEntranceAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.492.55 B 27720.00 2.98 C 2.46 B 2.62 B20.443.27 C 2771.98 3.01 C 2.48 B 3.17 C30.342.86 C 2771.98 2.90 C 2.49 B 2.87 C45BuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.412.55 B 27720.00 2.49 B 2.23 B 2.60 B20.243.27 C 2771.98 2.42 B 2.14 B 3.09 C30.202.86 C 2771.98 2.81 C 2.34 B 2.86 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.343.19 C 5039.99 2.26 B 2.03 B 3.01 C20.343.19 C 5039.99 2.15 B 1.82 A 3.03 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.803.19 C 5039.99 2.90 C 2.38 B 3.11 C20.803.19 C 5039.99 3.00 C 2.50 B 3.12 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.292.55 B 27720.00 2.33 B 2.07 B 2.57 B20.333.27 C 2771.98 2.57 B 1.88 A 3.18 C30.322.86 C 2771.98 2.90 C 2.49 B 2.87 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.752.55 B 27720.00 3.03 C 2.54 B 2.69 B20.523.27 C 2771.98 3.06 C 2.11 B 3.49 C30.382.86 C 2771.98 2.89 C 2.42 B 2.92 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.663.19 C 5039.99 2.80 C 2.40 B 3.09 C20.663.19 C 5039.99 2.76 C 2.36 B 3.09 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.583.19 C 5039.99 2.64 B 2.31 B 3.07 C20.583.19 C 5039.99 2.68 B 2.35 B 3.08 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.702.55 B 27720.00 3.29 C 2.64 B 2.67 B20.463.27 C 2771.98 3.07 C 2.50 B 3.18 C30.382.86 C 2771.98 3.02 C 2.54 B 2.89 C45BuckleytoTankFarmKPSouthHigueraStreet Northbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.402.55 B 27720.00 2.49 B 2.23 B 2.60 B20.243.27 C 2771.98 2.40 B 2.13 B 3.08 C30.212.86 C 2771.98 2.85 C 2.37 B 2.86 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.423.19 C 5039.99 2.37 B 2.13 B 3.03 C20.423.19 C 5039.99 2.27 B 1.92 A 3.04 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.823.19 C 5039.99 2.94 C 2.40 B 3.11 C20.823.19 C 5039.99 3.04 C 2.52 B 3.13 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.352.55 B 27720.00 2.42 B 2.17 B 2.58 B20.343.27 C 2771.98 2.62 B 1.90 A 3.18 C30.352.86 C 2771.98 2.98 C 2.53 B 2.88 C45BuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Northbound 3/30/2015SuburbanRoad TankFarmRoadSegment From ToTransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.832.55 B 27720.00 3.14 C 2.59 B 2.71 B20.533.27 C 2771.98 3.10 C 2.13 B 3.50 D30.432.86 C 2771.98 3.06 C 2.49 B 2.95 C45Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeBuckleyRoad LOVRLOVR SuburbanRoadAutoMode PedestrianMode BicycleModeSuburbanRoad TankFarmRoadSegment From ToBuckleyRoadtoTankFarmRoadKPSouthHigueraStreet Southbound 3/30/2015 LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.713.19 C 5039.99 2.88 C 2.44 B 3.10 C20.713.19 C 5039.99 2.84 C 2.40 B 3.10 C345Source:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped)TransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSegment From ToSouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Northbound 3/30/2015LOS+MultimodalLevelofServiceforUrbanStreetsResultsSummaryStreet Direction DateLimitsAnalystV/CRatioLOSScore LOSPedSpace1LOSScore LOS LOSScore LOS LOSScore LOS10.673.19 C 5039.99 2.78 C 2.38 B 3.09 C20.673.19 C 5039.99 2.82 C 2.42 B 3.10 C345SouthHigueraStreetto101NBRampsKPLosOsosValleyRoad Southbound 3/30/2015Segment From ToTransitModeSouthHigueraStreet EndofSidewalksEndofSidewalks 101NBRampsAutoMode PedestrianMode BicycleModeSource:NCHRPProject3Ͳ70MultimodalLevelofServiceForUrbanStreetsandHighwayCapacityManual2010,Chapter17Note:1.Pedestrianspaceisreportedinsquarefeetperpedestrian(ft2/ped) Appendix D: LOS Scenario Summary Tables   Central Coast Transportation Consulting February 2016 Appendix D Avila Ranch Draft Transportation Impact Study Intersection LOS Score LOS LOS Score LOS NB 3.53 D 3.55 D SB 2.85 C 2.86 C EB 1.92 A 1.92 A WB 2.39 B 2.40 B NB 2.92 C 2.95 C SB 3.10 C 3.12 C EB 2.24 B 2.24 B WB 2.09 B 2.12 B NB 2.74 B 2.77 C SB 2.74 B 2.76 C EB 2.24 B 2.26 B NB 2.79 C 2.84 C SB 2.84 C 2.87 C EB 2.35 B 2.36 B NB 2.79 B 2.80 C SB 2.51 B 2.52 B EB 2.02 B 2.02 B WB 2.71 C 2.72 B NB 2.93 C 2.94 C SB 2.60 B 2.61 B EB 2.67 B 2.01 B WB 2.01 B 2.67 B NB 2.74 B 2.76 C SB 2.48 B 2.49 B EB 2.79 C 2.79 C WB 1.98 A 1.98 A NB 2.87 C 2.89 C SB 2.81 C 2.83 C EB 3.07 C 3.07 C WB 2.00 B 2.00 A NB 2.73 B 2.76 C SB 2.75 C 2.77 C EB 2.30 B 2.31 B WB 2.33 B 2.33 B NB 2.95 C 2.98 C SB 2.84 C 2.87 C EB 2.34 B 2.34 B WB 2.32 B 2.32 B NB 3.04 C 3.07 C SB 2.73 B 2.77 C EB 1.99 A 1.99 A WB 2.82 C 2.83 C NB 3.17 C 3.21 C SB 2.86 C 2.90 C EB 1.99 A 1.99 A WB 2.86 C 2.86 C EB >200 F >200 F WB >200 F >200 F EB >200 F >200 F WB >200 F >200 F NB 3.00 C 3.04 C SB 2.85 C 2.89 C WB 2.08 B 2.12 B NB 3.15 C 3.21 C SB 2.95 C 3.01 C WB 2.19 B 2.26 B NB 136.80 F >200 F SB >200 F >200 F NB >200 F >200 F SB >200 F >200 F NB 2.30 B 2.37 B SB 2.74 B 2.75 B EB 2.69 B 2.73 B NB 2.35 B 2.39 B SB 2.82 C 2.86 C EB 2.74 B 2.79 C NB 2.26 BSB2.34 B WB 1.85 A NB 2.33 BSB2.43 BWB1.81 A EB 0 A 3.70 A WB 0 A 3.70 AEB0A2.60 AWB0A2.60 A EB 5.2 B 5.30 B WB 5.2 B 5.30 B EB 15.8 C 16.10 CWB15.8 C 16.10 C NB 2.96 C 2.97 C SB 2.82 C 2.82 C EB 2.16 B 2.16 B WB 1.75 A 1.75 A NB 2.95 C 2.96 C SB 2.80 C 2.80 C EB 2.20 B 2.21 B WB 1.78 A 1.78 A Table 1: Near Term Intersection Pedestrian Levels of Service 4. Madonna Road/S Higuera Street AM Near Term Direction AM PM PM AM PM 1. Los Osos Valley/US 101 SB AM 6. Tank Farm Road/S Higuera Street PM PM PM AM AM PM 2. Los Osos Valley/US 101 NB Peak Hour Near Term + Project PM 3. South Street/S Higuera Street AM PM AM AM AM AM AM PM 1. HCM 2010 pedestrian score and LOS. Future Intersection Future Intersection 14. Buckley Rd/ Highway 227 AM PM PM 11. Buckley Rd/S Higuera Street AM PM PM 12. Buckley Road/Vachell Lane 13. Buckley Road/Project Entrance2 9. Vachell Lane/S Higuera Street2 7. Tank Farm Road/Horizon Lane2 10. Los Osos Valley/S Higuera 8. Suburban Road/S Higuera 5. Prado Road/S Higuera Street Central Coast Transportation Consulting February 2016 Appendix D Avila Ranch Draft Transportation Impact Study LOS Score LOS LOS Score LOS NB 2.53 B 2.69 B SB 2.28 B 2.27 B NB 2.10 B 2.20 B SB 2.59 B 2.63 B NB 2.56 B 2.58 B SB 2.25 B 2.24 B NB 1.94 A 1.97 A SB 2.19 B 2.20 B NB 2.62 B 2.65 B SB 2.46 B 2.48 B NB 2.57 B 2.60 B SB 2.51 B 2.56 B NB 2.50 B 2.58 B SB 2.45 B 2.46 B NB 2.84 C 2.87 C SB 2.37 B 2.44 B NB 1.93 A 2.01 B SB 2.57 B 2.58 B NB 2.45 B 2.48 B SB 2.42 B 2.48 B NB 3.53 D 3.74 D SB 3.69 D 3.76 D NB 3.48 C 3.64 D SB 3.53 D 3.74 D Near Term + ProjectNear Term Buckley Road - S Higuera Street to Project Entrance LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps Segment S Higuera Street - Buckley Road to LOVR PM AM PM S Higuera Street - LOVR to Suburban Road S Higuera Street - Suburban Road to Tank Farm Road LOVR - S Higuera Street to 450' north of Los Verdes Drive AM PM PM AM PM 1. HCM 2010 bicycle score and LOS. Table 2: Near Term Segment Bicycle Levels of Service Direction PM AM AM AM Central Coast Transportation Consulting February 2016 Appendix D Avila Ranch Draft Transportation Impact Study V/C Ratio LOS Score LOS V/C Ratio LOS Score LOS NB 0.78 2.55 B 0.81 2.55 B SB 0.74 2.55 B 0.75 2.55 B NB 0.41 2.55 B 0.43 2.55 B SB 0.83 2.55 B 0.86 2.55 B NB 0.63 3.27 C 0.65 3.27 C SB 0.31 3.27 C 0.33 3.27 C NB 0.35 3.27 C 0.37 3.27 C SB 0.61 3.27 C 0.63 3.27 C NB 0.48 2.86 C 0.52 2.86 C SB 0.31 2.86 C 0.32 2.86 C NB 0.35 2.86 C 0.37 2.86 C SB 0.48 2.86 C 0.51 2.86 C NB 0.44 3.19 C 0.49 3.19 C SB 0.89 3.19 C 0.91 3.19 C NB 1.15 3.19 F 1.19 3.19 F SB 0.60 3.19 C 0.66 3.19 C NB 0.44 3.19 C 0.49 3.19 C SB 0.89 3.19 C 0.91 3.19 C NB 1.15 3.19 F 1.19 3.19 F SB 0.60 3.19 C 0.66 3.19 C NB 0.10 2.45 B 0.48 2.45 B SB 0.27 2.68 B 0.58 2.68 B NB 0.19 2.45 B 0.52 2.45 B SB 0.25 2.68 B 0.43 2.68 B 1. HCM 2010 auto score and LOS. Direction Cumulative Cumulative + Project Table 3: Cumulative Segment Auto Levels of Service S HigueraStreet - LOVR to Suburban Road AM PM S HigueraStreet - Buckley Road to LOVR AM PM Segment PM AM PM LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps AM S HigueraStreet - Suburban Road to Tank Farm Road AM LOVR - S Higuera Street to 450' north of Los Verdes Drive PM Buckley Road - S Higuera Street to Project Entrance AM PM Central Coast Transportation Consulting February 2016 Appendix D Avila Ranch Draft Transportation Impact Study Intersection LOS Score LOS LOS Score LOS NB 3.58 D 3.60 D SB 2.85 C 2.87 C EB 1.50 A 1.50 A NB 3.08 C 3.11 C SB 3.11 C 3.14 C EB 1.42 A 1.42 A NB 2.73 B 2.77 C SB 2.73 B 2.75 C EB 2.36 B 2.36 B WB 1.55 A 1.58 A NB 3.00 C 3.04 C SB 3.00 C 3.03 C EB 2.37 B 2.37 B WB 1.63 A 1.66 A NB 2.80 C 2.81 C SB 2.55 B 2.56 B EB 2.01 B 2.01 B WB 2.66 B 2.66 B NB 2.95 C 2.97 C SB 2.67 B 2.68 B EB 2.01 B 2.01 B WB 2.63 B 2.63 B NB 2.80 C 2.82 C SB 2.49 B 2.50 B EB 2.74 B 2.74 B WB 1.97 A 1.97 A NB 2.93 C 2.96 C SB 2.85 C 2.87 C EB 2.93 C 2.93 C WB 2.00 A 2.00 A NB 3.04 C 3.06 C SB 2.96 C 2.98 C EB 3.01 C 3.01 C WB 2.99 C 2.99 C NB 3.11 C 3.15 C SB 3.02 C 3.04 C EB 2.99 C 2.99 C WB 2.98 C 2.98 C NB 3.08 C 3.12 C SB 2.81 C 2.85 C EB 1.99 A 1.99 A WB 2.90 C 2.96 C NB 3.17 C 3.22 C SB 2.93 C 2.97 C EB 1.99 C 1.99 A WB 2.85 A 2.85 C EB >200 F >200 F WB >200 F >200 F EB >200 F >200 F WB >200 F >200 F NB 3.17 C 3.21 C SB 2.99 C 3.02 C WB 2.15 B 2.18 B NB 3.17 C 3.18 C SB 2.99 C 3.04 C WB 2.15 B 2.32 B NB >200 F >200 F SB >200 F >200 F NB >200 F >200 F SB >200 F >200 F NB 2.38 C 2.49 B SB 2.80 B 2.79 C EB 2.78 C 2.73 B NB 2.38 C 2.40 B SB 2.80 B 2.84 C EB 2.78 C 2.81 C NB 2.55 B 2.56 BSB2.54 B 2.55 BEB2.05 B 2.06 B WB 2.12 B 2.15 B NB 2.55 B 2.7 B SB 2.54 B 2.49 B EB 2.05 B 2.36 BWB2.12 B 2.32 BEB3.8 A 4.00 AWB3.8 A 4.00 AEB8.7 B 9.10 B WB 8.7 B 9.10 B EB 29.1 D 29.80 D WB 29.1 D 29.80 D EB 86.8 F 89.80 FWB86.8 F 89.80 FNB3.15 C 3.17 C SB 3.10 C 3.12 C EB 2.23 B 2.26 B WB 1.74 A 1.75 A NB 3.20 C 3.21 C SB 3.12 C 3.12 C EB 2.34 B 2.35 B WB 1.75 A 1.75 A 2. Delay in seconds for side-street stop-controlled intersections. 1. HCM 2010 pedestrian score and LOS. 12. Buckley Road/ Vachell Lane AM PM 13. Buckley Road/ Project Entrance2 AM PM 14. Buckley Rd/ Highway 227 AM PM 9. Vachell Lane /S Higuera Street2 AM PM 10. Los Osos Valley/ S Higuera AM PM 11. Buckley Rd/ S Higuera Street AM PM 6. Tank Farm Road/ S Higuera Street AM PM 7. Tank Farm Road/ Horizon Lane2 AM PM 8. Suburban Road/ S Higuera AM PM 3. South Street/ S Higuera Street AM PM 4. Madonna Road/ S Higuera Street AM PM 5. Prado Road/ S Higuera Street AM PM Table 4: Cumulative Intersection Pedestrian Levels of Service Peak Hour Direction Cumulative Cumulative + Project 1. Los Osos Valley/ US 101 SB AM PM 2. Los Osos Valley/ US 101 NB AM PM Central Coast Transportation Consulting February 2016 Appendix D Avila Ranch Draft Transportation Impact Study LOS Score LOS LOS Score LOS NB 2.70 B 2.71 B SB 2.54 B 2.54 B NB 2.25 B 2.27 B SB 2.59 B 2.61 B NB 2.66 B 2.67 B SB 2.27 B 2.31 B NB 1.91 A 1.94 A SB 2.19 B 2.21 B NB 2.66 B 2.70 B SB 2.58 B 2.59 B NB 2.53 B 2.57 B SB 2.54 B 2.58 B NB 2.51 B 2.57 B SB 2.43 B 2.45 B NB 3.03 C 3.05 C SB 2.32 B 2.37 B NB 1.94 A 2.01 B SB 2.56 B 2.57 B NB 2.65 B 2.66 B SB 2.36 B 2.42 B NB 1.29 A 3.76 D SB 3.40 C 3.80 D NB 2.43 B 3.75 D SB 3.42 C 3.70 D Table 5: Cumulative Segment Bicycle Levels of Service AM Buckley Road - S Higuera Street to Project Entrance Cumulative + Project Segment Cumulative LOVR - 450' north of Los Verdes Drive to US 101 NB Ramps AM PM S Higuera Street - Buckley Road to LOVR S Higuera Street - LOVR to Suburban Road PM AM PM LOVR - S Higuera Street to 450' north of Los Verdes Drive S Higuera Street - Suburban Road to Tank Farm Road AM PM AM PM AM PM Direction 1. HCM 2010 bicycle score and LOS. Appendix E: Signal Warrant Analysis E+P AMNT+P AMCM+P AME+P PMCM+P PMNT+P PM050100150200250300400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 2600 2700 2800 2900 S. Higuera Road/Vachell Lane Peak Hour Signal Warrant: 2 or More Lanes & 1  Lane70% FactorMajor Street Vehicles Per Hour (Total of both approaches)The peak hour signal warrant is met if point is above the curve per section 4C.04 (03B) of the Manual on Uniform Traffic Control DevicesMinor Street Vehicles Per Hour (Higher Volume Approach)Major Street Vehicles Per Hour (Total of both approaches)*Plotted volumes exclude minor street right turn volumes per Section 4C.01 paragraph 10. NT+P AMNT+P PME+P AME+P PM050100150200250300400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 2600 2700 2800 2900 Tank Farm Road/Horizon Lane Peak Hour Signal Warrant:1 Lane & 1  Lane70% FactorThe peak hour signal warrant is met if point is above the curve per section 4C.04 (03B) of the Manual on Uniform Traffic Control DevicesMinor Street Vehicles Per Hour (Higher Volume Approach)Major Street Vehicles Per Hour (Total of both approaches)Minor Street Vehicles Per Hour (Higher Volume Approach)Major Street Vehicles Per Hour (Total of both approaches) CM+P AMCM+P PM050100150200250300400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 2600 2700 2800 2900 Tank Farm Road/Horizon Lane Peak Hour Signal Warrant: 2 or More Lanes & 1  Lane70% FactorThe peak hour signal warrant is met if point is above the curve per section 4C.04 (03B) of the Manual on Uniform Traffic Control DevicesMajor Street Vehicles Per Hour (Total of both approaches)The peak hour signal warrant is met if point is above the curve per section 4C.04 (03B) of the Manual on Uniform Traffic Control DevicesMinor Street Vehicles Per Hour (Higher Volume Approach)Major Street Vehicles Per Hour (Total of both approaches)*Plotted volumes exclude minor street right turn volumes per Section 4C.01 paragraph 10. CM+P AMCM+P PM050100150200250300350400450400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 2600 2700 2800 2900 Buckley Road/Vachell Lane Peak Hour Signal Warrant: 1 Lane & 1  Lane70% FactorMinor Street Vehicles Per Hour (Higher Volume Approach)Major Street Vehicles Per Hour (Total of both approaches)The peak hour signal warrant is met if point is above the curve per section 4C.04 (03B) of the Manual on Uniform Traffic Control DevicesMajor Street Vehicles Per Hour (Total of both approaches)                                           Appendix F: VMT Calculation Sheets                                                                         Appendix G: Project Area Daily Volume Estimates   2/29/2016 1 1,029 ADT 19 % 22 % 17 % 42 % 400 ADT +Thru Traffic 195 ADT 434 ADT+ Thru TrafficExisting Plus Phase 1 4004600 4200Caution: planning‐level  volumes that do not  reflect shifts due to turn  prohibitions at  Vachell/Higuera,  internalization, and other  factors. Refer to TIS for  operational results.  19 % 22 % 17 % 42 % 1,029 ADT 161 ADT501 ADT+ Thru Traffic225 ADT 464 ADT +Thru Traffic Existing Plus Phase 1 ‐ 2 4004600 4200Caution: planning‐level  volumes that do not reflect  shifts due to turn  prohibitions at  Vachell/Higuera,  internalization, and other  factors. Refer to TIS for  operational results.  2/29/2016 21306 ADT+ Thru Traffic225 ADT 976 ADT + Thru Traffic 1,029 ADT 161 ADT 1,314 ADT Existing Plus Phase 1 ‐ 3 4004600 4200Caution: planning‐level  volumes that do not reflect  shifts due to turn  prohibitions at  Vachell/Higuera,  internalization, and other  factors. Refer to TIS for  operational results.  4004600 225 ADT 976 ADT + Thru Traffic 2298 ADT+ Thru Traffic1,029 ADT 161 ADT 1,314 ADT 1,195 ADT 4200Existing Plus Phase 1 ‐ 4 Caution: planning‐level  volumes that do not reflect  shifts due to turn  prohibitions at  Vachell/Higuera,  internalization, and other  factors. Refer to TIS for  operational results.  2/29/2016 3 19 % 22 % 17 % 42 % 225 ADT 976 ADT +Thru Traffic 2765 ADT+Thru Traffic1,029 ADT 161 ADT 1,314 ADT 1,195 ADT 1,098 ADT Existing Plus Phase 1 ‐ 5 4004600 4200Caution: planning‐level  volumes that do not reflect  shifts due to turn  prohibitions at  Vachell/Higuera,  internalization, and other  factors. Refer to TIS for  operational results.  1,029 ADT 161 ADT 1,314 ADT 1,195 ADT 1,098 ADT 1,979 ADT 22 %17 % 225 ADT 976 ADT + Thru Traffic 3972 ADT+ Thru TrafficExisting Plus Phase 1 ‐ 6 4004600 4200Caution: planning‐level volumes  that do not reflect shifts due to  turn prohibitions at  Vachell/Higuera, internalization,  and other factors. Refer to TIS for  operational results.