APPENDIX H TRAFFIC IMPACT STUDY

APPENDIX H TRAFFIC IMPACT STUDY

Carmel Canine Sports Center Transportation Impact Study

Central Coast Transportation Consulting

895 Napa Avenue, Suite A-6

Morro Bay, CA 93442

(805) 316-0101

February 2015

Prepared For: AMEC Earth & Environmental

Central Coast Transportation Consulting January 2015

1Carmel Canine Sports Center Transportation Impact Study

Executive Summary This study evaluates the potential transportation impacts of the Carmel Canine Sports Center Development project located south of Carmel Valley Road at 8100 Valley Greens Drive in unincorporated Monterey County, California.

The proposed Project includes the construction and operation of a canine training, recreation, and event facility on 48.6 acres. The facility would regularly host classes and training over the week, with 24 days of special events throughout the year, mostly on weekends. During typical operations, the project trip generation estimate shows 496 new daily trips, 72 new weekday AM peak hour trips, and 72 new weekday PM peak hour trips. During special events, the trip estimate shows 500 new daily trips, 107 Friday PM peak hour trips, and 107 Sunday midday peak hour trips.

The following intersections are analyzed during the weekday morning (7-9 AM), weekday evening (4-6 PM) time periods as well as the Friday evening (4-6 PM) and Sunday midday (11-1 PM) peak periods:

1. Highway 1/Carmel Valley Road 2. Rancho San Carlos/Carmel Valley

Road

3. Valley Greens Drive/Carmel Valley Road

Two roadway segments are evaluated:

Carmel Valley Road from Schulte Road to Rancho San Carlos Road Highway 1 from Carmel Valley Road to Ocean Avenue

The study locations are evaluated under Existing, Existing Plus Project, Cumulative, and Cumulative Plus Project conditions. The following deficiencies were identified with the Project in place:

The Carmel Valley Road/Valley Greens Road would operate unacceptably and meet the peak hour signal warrant under Existing Plus Project Friday PM and Sunday midday conditions under special event conditions. Acceptable operations could be maintained by constructing a single lane roundabout or installing a traffic signal. Prohibiting northbound left turns and through movements during special events would also maintain acceptable operations until a roundabout or signal is installed. This would require permission from the entities controlling the private segments of Valley Greens Drive and Rancho San Carlos Road. Absent these improvements, it would be necessary for law enforcement to provide traffic monitoring and control during special event. Cumulative Plus Project conditions would require a multilane roundabout or signal to eliminate impacts from typical operations and special events.

Carmel Valley Road/Rancho San Carlos Road would operate unacceptably at LOS D under Cumulative Conditions during the Weekday AM period. Acceptable operations could be maintained by adding a second westbound through lane.

Impacts are identified on Highway 1 and Carmel Valley Road. The addition of project traffic will exacerbate these deficient conditions. No feasible mitigation measures have been identified for these roadway segments.

The following recommendations would improve site access:

Review parking for RVs using turning templates to ensure all sites are accessible without excessive maneuvering.

Develop a traffic management plan for special events. Install no parking signs prohibiting parking on the south side of Valley Greens Drive for 100

feet east and west of the project driveway to maintain clear sight lines. Install a westbound left turn lane on Valley Greens Drive into the Project driveway or restrict

classes to start outside of the AM and PM peak hours on weekdays.

Central Coast Transportation Consulting February 2015


Contents Executive Summary .................................................................. 1

Contents ...................................................................................... 2

Introduction ............................................................................... 3

Analysis Methods....................................................................... 6

Existing Conditions ................................................................... 8

Existing Plus Project Conditions .......................................... 11

Cumulative Conditions ........................................................... 18

Alternative Analysis ................................................................. 22

References ................................................................................. 23

Figure 1: Project and Study Locations .............................................................................................................. 4

Figure 2: Project Site Plan ................................................................................................................................... 5

Figure 3: Existing Peak Hour Volumes and Lane Configurations .............................................................10

Figure 4: Project Trip Distribution and Assignment ....................................................................................16

Figure 5: Existing Plus Project Volumes ........................................................................................................17

Figure 6: Cumulative Plus Project Volumes ..................................................................................................21

Appendix A: Traffic Counts

Appendix B: Intersection LOS/Queue Calculation Sheets

Appendix C: Roadway Segment LOS Calculation Sheets



Introduction This study evaluates the potential transportation impacts of the Carmel Canine Sports Center project located in Carmel Valley, an unincorporated area of Monterey County. The proposed Project includes a 48.6 acre canine training, recreation, and special event facility with access provided via Valley Greens Drive from Carmel Valley Road.

The project’s location and study intersections are shown on Figure 1, while Figure 2 shows the Project site plan. The following intersections are analyzed in this study:

1. Highway 1/Carmel Valley Road 2. Rancho San Carlos/Carmel Valley Road 3. Valley Greens Drive/Carmel Valley Road

Two roadway segments are evaluated:

Carmel Valley Road from Schulte Road to Rancho San Carlos Road

Highway 1 from Carmel Valley Road to Ocean Avenue

Typical operations were evaluated during the weekday morning (7-9 AM) and weekday evening (4-6 PM) time periods consistent with the County’s Transportation Impact Study Guidelines. The Friday evening (4-6 PM) and Sunday midday (11-1 PM) peak periods are also evaluated to show conditions during special events. The study locations are evaluated under these scenarios:

1. Existing Conditions reflect 2014 traffic counts and the existing transportation network.

2. Existing Plus Project Conditions add project generated traffic to Existing Conditions volumes. Project traffic reflects typical operations traffic during Weekday AM and PM conditions and special event traffic during Friday PM and Sunday midday conditions.

3. Cumulative Conditions represent future traffic conditions reflective of buildout of land uses in the area.

4. Cumulative Plus Project Conditions add project traffic to Cumulative Conditions volumes. Project traffic reflects typical operations traffic during Weekday AM and PM conditions and special event traffic during Friday PM and Sunday midday conditions.

Carmel Canine

Figure 1: Project and Study Locations

Legend:

7 - Study Intersection- Project Site

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CARMELRIVER

NO ACCESS

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(N) SEPTIC & LEACH FIELD

IRRIGATIONRESERVOIRSEE SHEET 1

OPENEXERCISE

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(E) WALNUTTREE TOREMAIN

MEMBER TRAININGAREA

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(E) PRIVATE DRIVEWAY

(N) AUTOMATIC GATES @ MODIFIED ENTRANCEw/SECURITY LIGHTING

RIVER ACCESS& PICNIC AREA

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HAY FIELDHERDING/OPEN EXERCISE

HERDING TRAININGARENAS & STOCKMANAGEMENT

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PUMP HOUSE TO BE DESIGNED & CONSTRUCTED UTILIZINGMONTEREY COUNTY WATER RESOURCES GUIDELINES FOR

CONSTRUCTION WITHIN THE FLOOD PLAIN

IRRIGATION RESERVOIRMATERIALS DISTRIBUTED

FOR LEVELING


FOR LEVELING


FOR LEVELING

ELECT./STORAGEMODULAR RESTROOM TRAILER

(E) NATURALVISUAL SCREENING

(N) WD FENCE& VISUAL SCREENINGEVENT PARKING

FOR 70 RVS

EVENT OVERFLOW PARKING

(N) WD FENCING &VISUAL SCREENING

(N) WD FENCING & VISUAL SCREENING

MEMBER/VISITOR TRAINING AREA

AC PAVING & APPROACH OF VALLEY GREENS DR.

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20'-0"

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A1.1

8.13.13

SITE PLAN

1319

MP

THPPARTNERSHIPAUL

The Paul Davis Partnership, LLP286 Eldorado StreetMonterey, CA 93940

(831) 373-2784 FAX (831) 373-7459EMAIL: [email protected]

8100 Valley Greens DriveCarmel, CA 93923

CARMELCANINESPORTSCENTER

USE PERMIT REVISION 6.17.13

USE PERMIT REVISION 8.13.13

SITE PLAN

LEGEND

PERMEABLE PAVING

4' HIGH BLACK VINYL CHAIN LINK FENCE

SCALE: 1" = 80'

NORTH

20' EXISTING NATURALNATIVE VEGETATION

5' HIGH MTL STOCK FENCE

3' HIGH REMOVEABLE EVENT FENCE

6' HIGH WD FENCE

SCALE: 1/2" = 1'-0"

FENCES

10'-0"

WHITE VINYL TEMPORARY FENCE

GALVANIZED MTL STOCK FENCE

BLACK VINYL-COVERED

CHAIN LINK FENCE

1x12 NATURAL FINISH CEDAR/RDWD FENCE

8' HIGH DEER FENCE

GENERAL NOTES:

1. FOR NEIGHBORING USES, REFERENCE "PROXIMITY & ZONING MAP"2. THE 9 PARCELS AND EXISTING EASEMENTS HAVE BEEN LEFT OFF FOR

CLARITY PURPOSES. CCSC'S LEASE REQUIRES THE SITE TO BERETURNED TO ITS CURRENT STATE WHICH WOULD INCLUDEMAINTAINING CURRENT PROPERTY LINES AND EASEMENTS

3. POTABLE WATER SYSTEM IS BEING ENGINEERED BY C3 ENGINEERINGAND WILL BE LOCATED IN THE FENCED AREA AROUND THE (E) WELLS

4. "OWTS" IS BEING ENGINEERED BY ENVIRONMENTAL CONCEPTS.MONTEREY COUNTY ENVIRONMENTAL HEALTH'S REQUIREMENTS AREBEING ADHERED TO

5. PLANS SHOW PARKING & LIGHTING DIAGRAMMATICALLY. ACTUALPARKING & LIGHTING WILL BE SPECIFICALLY DEFINED AS PART OF THEBUILDING PERMIT PROCESS.

Carmel Canine

Figure 2: Project Site Plan



Analysis Methods The analysis approach was developed based on the County of Monterey and Caltrans standards.

County of Monterey Facilities

Policy C-1.1 of the 2010 Monterey County General Plan specifies that level of service (LOS) D or better operations shall be maintained unless otherwise specified in a Community Plan. The 2010 Carmel Valley Master Plan (CVMP) specifies that LOS C is the acceptable operating condition for signalized intersections, and LOS D is unacceptable. Unacceptable conditions for unsignalized intersections are defined as LOS F or meeting of any traffic signal warrants.

The 2010 CVMP provides additional thresholds for segments of Carmel Valley Road. These thresholds, shown in Table 1, are based on average daily traffic volumes (ADTs).

The 2010 CVMP notes that ADTs below the thresholds in Table 1 are acceptable.

Caltrans Facilities

Caltrans operates Highway 1. Caltrans strives to maintain operations at the LOS C/D cusp 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 based on the 2010 Highway Capacity Manual (HCM) are presented in Table 2.

Segment CVMP ADT Threshold1

1. CVR-Valle Vista to Holman 84872. CVR-Holman to Esquiline 68353. CVR-Esquiline to Ford 90564. CVR-Ford to Laureles Grade 116005. CVR-Laureles Gd to Robinson Cyn 127526. CVR-Robinson Cyn to Schulte 154997. CVR-Schulte to Rancho San Carlos 163408. CVR-Rancho San Carlos to Rio 484879. CVR-Rio to Carmel Rancho Blvd 5140110. CVR-Carmel Rancho to Highway 1 27839Source: Monterey County Department of Public Works, CVMP 2010 General Plan Update.

Table 1: Carmel Valley Road ADT Thresholds

Control Delay (seconds/vehicle) Level of Service Control Delay (seconds/vehicle) Level of Service≤ 10 A ≤ 10 A

> 10 - 20 B > 10 - 15 B> 20 - 35 C > 15 - 25 C> 35 - 55 D > 25 - 35 D> 55 - 80 E > 35 - 50 E

> 80 F > 50 F

Table 2: Intersection Level of Service Thresholds

Signalized Intersections1 Stop Sign Controlled Intersections2

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.



The study intersections were analyzed with the Synchro software package applying the 2010 HCM methods. Where 2010 HCM methods do not allow analysis of a specific lane or phasing configuration the 2000 HCM methods are applied.

Roadway Segment Analysis

In addition to the thresholds identified in the CVMP and shown in Table 1, the study roadway segments were evaluated using 2010 HCM methods. The study segments consist of a mixture of two-lane segments and multilane segments, which are evaluated using different criteria.

Two-lane segment LOS is determined based on the calculation of percent-time-spent-following (PTSF). The LOS thresholds vary by the two-lane facility class. Three classes of two-lane facilities are defined in the 2010 HCM, each with different LOS thresholds. The two-lane freeway study segment is categorized as a Class II facility consistent with the CVMP traffic study. Multilane segment LOS is determined based on vehicle density in passenger cars per mile per lane. The roadway segment thresholds are presented in Table 3.

The segment of Highway 1 from Carmel Valley Road to Ocean Avenue is evaluated using the two-lane segment methodology for southbound traffic and multilane methodology for northbound traffic.

Thresholds of Significance

Caltrans Facilities: Operations degrade from LOS C or better to LOS D, E, or F; or project traffic is added to an intersection or segment operating at LOS D, E, or F.

Monterey County Signalized intersections:

Cause an intersection operating at LOS A, B, or C to degrade to unacceptable traffic conditions of LOS D, E or F.

Worsen the LOS grade at an intersection already operating at an unacceptable LOS D or E. Add one or more vehicles to the critical movement V/C ratio at intersections already

operating at LOS F.

Monterey County Unsignalized intersections: Intersection operations degrade from LOS E or better to LOS F and a signal warrant is met; or project traffic is added to an intersection operating at LOS F and a signal warrant is met.

Carmel Valley Road roadway segment: Operations degrade from LOS D or better to LOS E or F; or project traffic worsens the LOS of a segment operating at LOS E; or project traffic is added to a segment operating at LOS F; or the CVMP ADT threshold is exceeded.

Density (passenger cars/mile/lane) Level of Service

Percent Time Spent Following (PTSF) Level of Service

≤ 11 A ≤ 40 A> 11 - 18 B > 40 - 55 B> 18 - 26 C > 55 - 70 C> 26 - 35 D > 70 - 85 D> 35 - 45 E > 85 E

> 45 (demand exceeds capacity) F See Note 2. F

Multilane Segments1 Two-lane Highway Segments2

1. Source: Exhibit 14-4 of the 2010 Highway Capacity Manual. Thresholds for free flow speed of 45 mph; other speeds have different LOS E/F thresholds. 2. Source: Exhibit 15-3 of the 2010 Highway Capacity Manual. LOS F is reached when the segment volume exceeds capacity.

Table 3: Roadway Segment Level of Service Thresholds



Existing Conditions This section describes the existing transportation system and current operating conditions in the study area.

EXISTING ROADWAY NETWORK

Highway 1 is a north-south facility connecting Los Angeles to Mendocino. From Carmel Valley Road to Ocean Avenue, Highway 1 has two northbound lanes and one southbound lane. The study area’s portion of Highway 1 has varying grades and residential driveway access.

Carmel Valley Road is an east-west major arterial extending from Highway 1 to Arroyo Seco Road. In the study area, Carmel Valley Road varies from two-lanes to four-lanes, with posted speed limits varying from 25 mph to 55 mph. Carmel Valley Road serves both residential and commercial areas.

Valley Greens Drive and Rancho San Carlos Road are two-lane local streets serving residential and light commercial areas along Carmel Valley Road. Their speed limits are 25 mph. Valley Greens Drive is stop controlled where it intersects with Carmel Valley Road. Rancho San Carlos Drive has a signalized intersection with Carmel Valley Road.

EXISTING PEDESTRIAN AND BICYCLE FACILITIES

Pedestrian facilities include sidewalks, crosswalks, multi-use paths, and pedestrian signals at signalized intersections. In the study area, there are no paved sidewalks along Carmel Valley Road, Highway 1, Rancho San Carlos Road, and Valley Greens Drive.

Bicycle facilities in the study area consist of separated bicycle facilities (Class I paths) and on-street striped bike lanes (Class II). There is a Class I bike path that roughly parallels Highway 1 from Canada Court to a point just south of Carmel Valley Road. Class II bike lanes are provided along portions of Carmel Valley Road. While there are no designated bicycle facilities along the other study streets, many have wide paved shoulders used by cyclists.

EXISTING TRANSIT SERVICE

The Monterey-Salinas Transit (MST) provides fixed route transit service to the study area. Routes 22 and 24 serve Carmel Valley Road, terminating in Monterey.

Route 22 serves Highway 1 from Monterey to Big Sur. The nearest stop to the project is located to the South of the Rio Road and Highway 1 intersection headed Southbound. Stops have 3.5 hour headways from Memorial Day Weekend through Labor Day, stopping three times a day every day, and 3.75 hour headways from Labor Day to Memorial Day, stopping twice a day on Saturdays and Sundays only.

Route 24 serves Highway 1 and Carmel Valley Road from Monterey through Carmel Valley. Stops within the study area are located along Carmel Valley Road from Rio Vista Drive to Rippling River. Route 24 provides hourly service.

EXISTING TRAFFIC CONDITIONS

Traffic counts for weekday AM, PM, Friday, and Sunday peak hour conditions were collected at the study intersections in 2014 while schools were in session. Traffic count sheets are provided in Appendix A.

Figure 3 shows the existing peak hour traffic volumes and lane configurations. Table 4 presents the LOS for the study intersections, with detailed calculation sheets included in Appendix B.



The side street approaches to the Carmel Valley Road/Valley Greens Road intersection operates at LOS E/F during the Weekday PM, Friday PM, and Sunday midday peak hours, but the overall intersection operates at LOS A. This intersection does not meet the peak hour signal warrant. The remaining study intersection operates at an acceptable service level.

Table 5 shows the existing roadway segment levels of service.

The segment of Carmel Valley Road from Schulte Road to Rancho San Carlos Road currently operates below the CVMP ADT threshold. The eastbound direction operates at LOS E during the Weekday PM and Friday PM peak hours, and the westbound direction operates at LOS E during the Weekday AM peak hours.

Southbound Highway 1 from Carmel Valley Road to Ocean Avenue operates at LOS F during all studied time periods except Sunday midday when it operates at LOS E.

Intersection Peak HourDelay1

(sec/veh) LOS2

Weekday AM 10.9 BWeekday PM 21.6 C

Friday PM 26.6 CSunday Midday 12.9 BWeekday AM 9.2 AWeekday PM 12.3 B

Friday PM 10.6 BSunday Midday 6.7 AWeekday AM 1.1 (21.9) A (C)Weekday PM 3.5 (51.8) A (F)

Friday PM 3.7 (85.6) A (F)Sunday Midday 1.7 (38.9) A (E)

Table 4: Existing Intersection Levels of Service

2. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay.

1. Average control delay in seconds per vehicle.

3. Carmel Valley Road/ Valley Greens Road

1. Carmel Valley Road/ Highway 1

2. Carmel Valley Road/ Rancho San Carlos Road

ADT Peak Hour NB LOS SB LOSWeekday AM C FWeekday PM C F

Friday PM C FSunday Midday B E

ADT EB LOS WB LOSWeekday AM C EWeekday PM E D

Friday PM E DSunday Midday D D

Table 5: Existing Conditions Segment Analysis

39,866

Segment

Highway 1 -Ocean to CVR

1. ADT= average daily traffic. From Carmel Valley Master Plan, 2010 update.

2. Bold highlighted cells indicate threshold has been exceeded.

Segment Peak Hour

CVR-Schulte to Rancho San Carlos

16,340 15,600

CVMP ADT

Threshold1

Carmel Canine


1

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Carmel Canine

Figure 3: Existing Peak Hour Volumes and Lane Configurations

7

Legend:

- Study Intersection- Project Site

- Traffic Volumes- Traffic Signal - Stop Sign

1. 2. 3.

1. 2. 3.

Existing Peak Hour - Weekday AM(PM) Volumes

Existing Peak Hour - Friday PM(Sunday Midday) Volumes

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Existing Plus Project Conditions This section evaluates the impacts of the proposed project on the surrounding transportation network. Existing Plus Project conditions reflect existing traffic levels plus the estimated traffic generated by the proposed project.

PROJECT TRAFFIC ESTIMATES

The amount of project traffic affecting the study intersections 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 was developed using data provided in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual and data provided in the project description. Trip generation for specific components of the Project were estimated individually using a combination of available resources as described below.

For typical weekday operations, the trip generation estimates were developed as follows:

Office and administration uses were evaluated as a single tenant office building with 15 employees. Because the Project has longer operational hours than typical office buildings the Project’s trips are likely to be spread throughout the day to a greater extent than offices, so the analysis is conservative by reflecting a higher level of peak hour trips.

Member visits were evaluated under the assumption that 20 percent of the anticipated 500 total members would use the facility on a typical day, with ten percent of the daily trips occurring in each peak hour.

Classes were assumed to include up to ten attendees plus two instructors. A maximum of two classes could be held simultaneously. A review of class schedules for similar facilities indicates that classes are spread throughout the day and typically range from one hour to 90 minutes. To present a reasonable worst-case scenario it was assumed that one class starts and one class ends during each peak hour. Ten classes were assumed per typical weekday.

Trip generation estimates for special events were developed as follows:

A maximum of 250 people would be permitted on the site during special events. This includes attendees, members, staff, and contractors.

The RV camping area was assumed to be fully occupied with 70 RVs. The project description notes that no in and out privileges will be granted to RVs. No mention is made of the accessory vehicles often towed by RVs (called ‘dinghies’) for day to day local trips so trip making characteristics were assumed to be similar to a typical Campground/RV park. The Sunday midday peak hour was assumed to be the reverse of Friday PM conditions.

The remaining 180 people on site during special events would arrive and depart the site in a single day. The trip generation estimate assumes that ten percent would arrive and 1/3 would depart during the Friday PM and Sunday midday peak hours. These estimates were informed by the Federal Highway Administration’s Managing Travel for Planned Special Events Handbook.

Special event conditions are evaluated during the Friday PM and Sunday midday time periods since this is when they will typically start/end. Typical, non-special event operations are evaluated during the



Weekday AM and PM time periods. The special event estimates are conservative as they assume single occupancy in all vehicles. It is likely that some portion of attendees would carpool, thereby reducing the number of new vehicle trips. Table 6 shows the trip generation estimates.

During typical operations, the project trip generation estimate shows 496 new daily trips, 72 new Weekday AM peak hour trips, and 72 new Weekday PM peak hour trips. During special events, the trip estimate shows 500 new daily trips, 107 Friday PM peak hour trips, and 107 Sunday midday peak hour trips.

Trip Distribution and Assignment

The Association of Monterey Bay Area Governments (AMBAG) developed and maintains a regional travel demand model (RTDM) for use in forecasting travel demand. The 2014 RTDM was applied to estimate the directions of approach and departure for project trips using a select zone procedure. Figure 4 shows the trip distribution percentages and project trip assignment. Existing Plus Project volumes are shown on Figure 5.

Project ComponentTypical Weekday Operations In Out Total In Out Total

Office/Administration1 15 Employees 56 7 1 8 1 7 8

Member Visits2 100 Members 200 10 10 20 10 10 20

Classes3 10 Classes 240 22 22 44 22 22 44

Typical Weekday Operations Total 496 39 33 72 33 39 72

Special Event Operations In Out Total In Out Total

Attendees, Employees, Vendors4 180 People 360 18 60 78 18 60 78

RV Campers5 70 Occupied Sites 140 18 11 29 11 18 29

Special Event Operations Total 500 36 71 107 29 78 107

Source: Trip Generation, 9th Edition, ITE (2012) and CCTC, 2014

1. Single tenant office , ITE Land Use Code 715.

Size

3. Classes assumed to include up to ten attendees plus two instructors. A maximum of two classes to be held simulaneously. Table assumes ten classes per typical weekday and that one class ends and one begins during each peak hour, and attendees drive alone.

2. Assumes 20% of 500 members use the facilty daily, each member driving alone, with 10% of the trips occuring in each peak hour.

4. Assumes that 10 percent will arrive and 1/3 will depart during the Friday and Sunday peak hours. 5. Per project description no in and out privileges will be granted for RVs; however, towed accessory vehicles ('dinghies') are not specifically addressed, so trips were estimated consistent with Campground/RV Park Land Use (ITE Land Use Code 416) assuming 100% occupancy for the weekday peak hour of generator for Friday conditions. The Sunday Midday peak was assumed to be the reverse of Friday conditions.

Daily Trips

Table 6: Trip Generation EstimatesPeak Hour Trips

Weekday AM Weekday PM

Sunday MiddayFriday PM



EXISTING PLUS PROJECT IMPACT ANALYSIS

Table 7 summarizes the operating conditions under Existing and Existing Plus Project conditions.

The intersections of Carmel Valley Road with Highway 1 and Rancho San Carlos Road operate acceptably at LOS C or better under Existing and Existing Plus Project conditions so no impacts are noted at these locations.

The Carmel Valley Road/Valley Greens Road intersection operates at LOS E under Existing Plus Project conditions during the Friday PM peak hour, and LOS C or better under the other time periods. The northbound approach operates at LOS E or F under Existing Plus Project conditions during all studied time periods. The peak hour signal warrant is met under Existing Plus Project Friday PM and Sunday midday conditions. This is a significant impact during these time periods, which reflect special event operations. No impacts are identified during typical operations.

Acceptable operations could be achieved at the Carmel Valley Road/Valley Greens road with any one of the following modifications:

Install a single lane roundabout or a traffic signal. Either control type would provide acceptable operations under all analysis scenarios.

Until a roundabout or traffic signal is installed, the operational deficiencies could be addressed by either prohibiting northbound left turns and through movements during special events or by having law enforcement monitor and direct traffic during special events. The turn restriction would shift traffic destined to the west to the signalized Carmel Valley Road/Rancho San Carlos Road intersection, which would continue to operate at LOS B with the shifted traffic. This detour would add less than ½ mile of travel distance for project traffic and other local traffic destined to the west, but would require that the applicant enter into an agreement permitting project traffic’s use of the portions of Valley Greens Drive and Rancho San Carlos Road which are private roads.


(sec/veh) LOS2Delay1

(sec/veh) LOS2

Weekday AM 10.9 B 11.1 BWeekday PM 21.6 C 22.3 C

Friday PM 26.6 C 28.6 CSunday Midday 12.9 B 13.6 BWeekday AM 9.2 A 9.7 AWeekday PM 12.3 B 13.1 B

Friday PM 10.6 B 10.8 BSunday Midday 6.7 A 6.7 AWeekday AM 1.1 (21.9) A (C) 2.8 (43.1) A (E)Weekday PM 3.5 (51.8) A (F) 12.9 (157.5) B (F)

Friday PM 3.7 (85.6) A (F) 37.6 (>200) E (F)Sunday Midday 1.7 (38.9) A (E) 18.3 (>200) C (F)

Existing

2. Carmel Valley Road/ Rancho San Carlos Road

2. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay.

1. HCM 2010 average control delay in seconds per vehicle.

Table 7: Existing & Existing Plus Project Intersection Levels of ServiceExisting Plus Project

3. Carmel Valley Road/ Valley Greens Road

1. Carmel Valley Road/ Highway 1



Eliminate special events on the site. This would eliminate the impacts during Friday PM and Sunday midday conditions. See the Alternative Analysis section at the end of this report for more details.

The segment analysis results are shown in Table 8. The segment of Carmel Valley Road from Schulte Road to Rancho San Carlos Road would remain below the CVMP ADT threshold. The eastbound direction operates at LOS E during the Weekday PM and Friday PM peak hours, and the westbound direction operates at LOS E during the Weekday AM peak hour. The addition of Project traffic worsens eastbound Carmel Valley Road operations to LOS D during Weekday AM conditions. LOS D is considered acceptable on this segment, and no other LOS changes are reported, so no significant impacts are identified on Carmel Valley Road.

Southbound Highway 1 would operate at LOS E or F with and without the project. The project would add traffic to this deficient existing condition, which is a significant impact. Widening Highway 1 would achieve acceptable operations on this segment; however, this is not included as a programmed and planned regional transportation project and is not considered a feasible improvement. No feasible mitigation measures have been identified for this segment.

Site Access and On-Site Circulation

On-site circulation deficiencies would occur if project designs fail to meet appropriate standards, fail to provide adequate truck access, or would result in hazardous conditions. The proposed site plan is shown on Figure 2. The Project proposes 169 general parking spaces plus a 15-space lot for staff. An unpaved overflow area would serve up to 70 RVs or as general overflow parking when RVs are not present. With the overflow area occupied by RVs, up to 254 vehicles could be parked on site. The parking supply is adequate for the maximum event size of 250 people.

Appendix B of the County’s Guide for the Preparation of Traffic Impact Studies includes guidelines for the installation of left turn lanes on two-lane roads like Valley Greens Drive. Support for a left turn lane is based on the forecast average annual daily traffic (AADT) volumes on the major street in combination with the peak hour turning volumes to the minor street. The left turn channelization policy notes that left turn channelization is based on a recommendation by Traffic Division staff based on consideration of the volumes, sight distance, geometrics, collision history, speeds, and any other special characteristics.

The 2012 AADT on Valley Greens Drive was 1,300 vehicles. The addition of typical weekday project traffic will increase the AADT to 1,796 vehicles. The inbound left turning traffic is highest during the

ADT NB LOS SB LOS ADT NB LOS SB LOSWeekday AM C F C FWeekday PM C F C F

Friday PM C F C FSunday Midday B E B E

ADT EB LOS WB LOS ADT EB LOS WB LOSWeekday AM C E D EWeekday PM E D E D

Friday PM E D E DSunday Midday D D D D

40,166

Peak HourExisting Conditions Existing Plus Project

Table 8: Existing Plus Project Segment Analysis


Segment

39,866


16,340 15,600 15,950

CVMP ADT

Threshold1Segment Peak HourExisting Conditions Existing Plus Project

1. Source: Carmel Valley Master Plan 2010 update.

2. Bold & highlighted cells indicate threshold has been exceeded.



Weekday AM peak hour, with 37 inbound left turns. These volumes support left-turn channelization, but would require consideration of the other factors discussed above by the Traffic Division. The following recommendations would improve site access and on-site circulation:

Install a westbound left turn lane on Valley Greens Drive into the Project driveway. Alternatively, restricting classes to start outside of the AM and PM peak hours would eliminate the need for a westbound left turn lane per the County’s guidelines.

Review parking for RVs using turning templates to ensure all sites are accessible without excessive maneuvering. The sites along the center 25 foot aisle may be difficult to navigate by larger RVs when the parking area is nearly full.

Develop a traffic management plan for special events.

Install no parking signs prohibiting parking on the south side of Valley Greens Drive for 100 feet east and west of the project driveway to maintain clear sight lines.

Carmel Canine


Legend:

7 - Study Intersection- Project Site

1

2

3

Carmel Canine

Figure 4: Project Trip Distribution and Assignment

7

Legend:

- Study Intersection

- Project Site- Project Trip DistributionPercentage

- Traffic Volumes

1. 2. 3.

1. 2. 3.

Project Trip Assignment - Weekday AM(PM) Volumes

Project Trip Assignment - Friday PM(Sunday Midday) Volumes

1

2

3

Carmel Canine


1

2

3

Carmel Canine

Figure 5: Existing Plus Project Volumes

7

Legend:


- Project Site- Traffic Volumes

1. 2. 3.

1. 2. 3.

Existing Plus Project - Weekday AM(PM) Volumes

Existing Plus Project - Friday PM(Sunday Midday) Volumes

1

2

3



Cumulative Conditions Cumulative conditions represent build-out of the land uses in the region.

CUMULATIVE ROADWAY NETWORK

The Transportation Agency for Monterey County (TAMC) collects development impact fees to help fund transportation project of regional significance. TAMC’s 2014 Regional Transportation Improvement Plan programs construction funding starting in 2015/16 for improvements to Highway 1 between Rio Road and Carmel Valley Road. The following improvements are included in this project:

Add a second northbound through lane to Highway 1 between Rio Road and Carmel Valley Road.

Add capacity to the Rio Road/Highway 1 intersection as follows: o Convert the northbound right turn lane to a shared through/right turn lane. o Add a second westbound right turn lane. o Widen the southbound approach to provide a right turn lane, through lane, and dual

left turn lanes.

Convert the Carmel Valley Road/Highway 1 intersection’s northbound right turn lane to a shared through/right turn lane.

No other roadway network changes affecting study location operations were assumed to be in place under Cumulative conditions.

CUMULATIVE VOLUME FORECASTS

Cumulative traffic volume forecasts were developed using the 2014 AMBAG RTDM and the 2007 Carmel Valley Master Plan (CVMP) traffic study. The CVMP traffic study forecasts travel based on a detailed review of potential land use intensities within Carmel Valley, while the RTDM is by nature focused more on regional travel patterns. The CVMP traffic study forecasts substantially more growth along the Carmel Valley Road corridor than the RTDM, which shows future traffic levels within five percent of year 2010 levels. These increases flow to Highway 1, again resulting in significantly higher volumes than those projected in the RTDM.

The CVMP traffic study forecasts were given precedence over the RTDM forecasts due to the local nature of those forecasting efforts. The result of this approach is a more conservative analysis. Cumulative volumes are shown on Figure 6.



CUMULATIVE TRAFFIC CONDITIONS

Table 9 summarizes Cumulative traffic conditions with and without the project. Cumulative impacts are identified relative to the existing operating condition.

Carmel Valley Road/Highway 1 would operate acceptably at LOS C or better under Cumulative and Cumulative Plus Project conditions. No impacts are identified at this intersection.

Carmel Valley Road/Rancho San Carlos Road would operate at LOS D during the Weekday AM peak hour under Cumulative and Cumulative Plus Project conditions and LOS C or better during all other time periods. The addition of Cumulative traffic changes the LOS to an unacceptable level from the existing condition. This impact is considered significant. Adding a second westbound through lane would improve operations to LOS B. The transition from a two-lane section to a four-lane section occurs approximately 1/3 of a mile west of Rancho San Carlos Road. It would be necessary to extend the new westbound lane to the current merge point west of the intersection. This project is not included on the Carmel Valley Road Improvement List.

Carmel Valley Road/Valley Greens Road would operate at LOS D or better under Cumulative conditions, with the addition of Project traffic worsening operations to LOS E or worse under Cumulative Plus Project conditions. The signal warrant would be met with the project in place under all time periods. This is a significant impact. Installation of a multilane roundabout or traffic signal would be necessary to provide acceptable operations at this intersection under Cumulative Plus Project conditions. This project is not currently included on the Carmel Valley Road Improvement List, so payment of impact fees would not mitigate this impact unless the Improvement List and impact fees are amended.




(sec/veh) LOS2

Weekday AM 10.9 B 21.5 C 22.3 CWeekday PM 21.6 C 18.9 B 19.5 B

Friday PM 26.6 C 21.1 C 22.2 CSunday Midday 12.9 B 12.5 B 13.0 BWeekday AM 9.2 A 49.8 D 53.9 DWeekday PM 12.3 B 26.7 C 29.1 C

Friday PM 10.6 B 22.8 C 25.3 CSunday Midday 6.7 A 8.2 A 8.8 AWeekday AM 1.1 (21.9) A (C) 6.3 (>200) A (F) 47.5 (>200) E (F)Weekday PM 3.5 (51.8) A (F) 30.1 (>200) D (F) 76.0 (>200) F (F)

Friday PM 3.7 (85.6) A (F) 23.1 (>200) C (F) 163.3 F (F)Sunday Midday 1.7 (38.9) A (E) 6.9 (>200) A (F) 100.1 F (F)

3. Carmel Valley Road/Valley Greens Road1. HCM 2010 average control delay in seconds per vehicle. 2. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis next to the overall intersection delay. 3. Unacceptable operations are shown in bold text.

Existing

Table 9: Cumulative & Cumulative Plus Project Intersection Levels of Service

CumulativeCumulative Plus

Project

1. Carmel Valley Road/Highway 12. Carmel Valley Road/Rancho San Carlos



Table 10 summarizes the roadway segment operations under Existing, Cumulative and Cumulative Plus Project conditions.

Table 11 summarizes average daily traffic volumes under Existing, Cumulative, and Cumulative Plus Project conditions.

The northbound segment of Highway 1 between Ocean Avenue and Carmel Valley Road would operate at LOS D under both Cumulative and Cumulative Plus Project conditions for the Weekday AM peak hour. The southbound direction would operate at LOS F under all scenarios. The project adds traffic to a deficient condition, which is considered a significant impact. Widening these segments would provide acceptable operations but is not considered feasible.

The segment of Carmel Valley Road between Schulte Road and Rancho San Carlos Road is forecast to operate at LOS D for the eastbound Sunday midday peak hour, and LOS E for all other studied time periods for both Cumulative and Cumulative Plus Project conditions. Cumulative operations degrade to an unacceptable level when compared to existing conditions, and the CVMP ADT threshold is exceeded. This is considered a significant impact. Segment widening would be necessary to achieve acceptable operations, but is not included in the Carmel Valley Road Improvement List.

NB SB NB SB NB SB Weekday AM C F D F D FWeekday PM C F C F C F

Friday PM C F C F C FSunday Midday B E C F C F

EB WB EB WB Weekday AM C E E E E EWeekday PM E D E E E E

Friday PM E D E E E ESunday Midday D D D E D E

2. Bold indicates threshold has been exceeded.

1. Source: Carmel Valley Master Plan 2010 update.


Segment Peak Hour

Cumulative Cumulative Plus Project


Existing Conditions

Segment Peak Hour

Cumulative

Table 10: Cumulative Segment Analysis

Cumulative Plus Project

Existing Conditions

Highway 1-Carpenter to Ocean

N/A 39,866 46,500 46,800


16,340 15,600 21,600 21,950

1. Monterey County Department of Public Works, CVMP 2010 General Plan Update.

Table 11: Cumulative Roadway Segment Average Daily Traffic (ADT)

2. Bold numbers indicate threshold has been exceeded.

Segment

CVMP ADT

Threshold1Existing ADT Cumulative ADT

Cumulative Plus Project ADT

Carmel Canine


1

2

3

Carmel Canine

Figure 6: Cumulative Volumes

7

Legend:


- Project Site- Traffic Volumes

1. 2. 3.

1. 2. 3.

Cumulative Volumes - Weekday AM(PM) Volumes

Cumulative Volumes - Friday PM(Sunday Midday) Volumes

1

2

3



Alternative Analysis One alternative under consideration would not include special events. This section evaluates traffic conditions during Friday PM and Sunday midday conditions during typical operations without special events. Operating conditions during the Sunday midday time period are better than the Weekday PM time period. Therefore impacts and mitigations developed for the Weekday time periods would also apply to the Sunday midday time period under typical operations, precluding the need for additional Sunday midday analysis. Similarly the roadway segment analysis findings would also apply to typical operations on weekends, so no further segment analysis is needed for these time periods.

Operating conditions during the Friday PM time period are slightly worse than those of the typical Weekday PM time period at the study locations. The Friday PM period was therefore analyzed under typical operations to determine if the impacts and mitigations identified under the Weekday PM time period would be adequate for Friday PM conditions. The project trip generation for Friday PM with typical operations was assumed to be the same as Weekday PM with typical operations.

Table 12 summarizes the intersection operations under Friday PM plus typical operations.

The intersections of Carmel Valley Road with Highway 1 and Rancho San Carlos Road operate acceptably at LOS C or better so no impacts are noted at these locations under Existing and Cumulative conditions.

The Carmel Valley Road/Valley Greens Road intersection operates at LOS B or better under Existing Plus typical operations conditions, with the northbound approach operating at LOS F. The peak hour signal warrant would not be met under Existing Plus typical operations conditions on a Friday. This is a less than significant impact.

Under Cumulative Conditions Carmel Valley Road/Valley Greens Road would require signalization or installation of a multi-lane roundabout to provide acceptably operations during Friday PM conditions, similar to Weekday PM conditions.

In summary, impacts and mitigations developed for Weekday PM conditions with the Project would also mitigate impacts for Friday PM conditions with typical operations.

Intersection Condition Delay1 LOS2 Delay1 LOS2

Existing 26.6 C 27.6 C

Cumulative 21.1 C 21.7 C

Existing 10.6 B 10.8 B

Cumulative 22.8 C 25.1 C

Existing 3.7 (85.6) A (F) 16.0 (>200) B (F)

Cumulative 23.1 (>200) C (F) 80.3 (>200) F (F)

Table 12: Friday PM with Typical Operations Intersection Levels of Service

Friday PMFriday PM Plus

Typical Operations

1. HCM 2010 average control delay in seconds per vehicle. 2. For side-street-stop controlled intersections the worst approach's delay is reported in parenthesis 3. Cumulative operations are better than existing due to planned intersection improvements.

1. Carmel Valley

Road/Highway 13

2. Carmel Valley Road/Rancho San

Carlos Road3. Carmel Valley

Road/Valley Greens Road



References California Department of Transportation. 2002. Guide for the Preparation of Traffic Impact Studies.

_____. 2011. State Route 1/Rio Road to Carmel Valley Road Operational Improvement Project Initial Study with Proposed Mitigated Negative Declaration.

DKS Associates. 2007. Carmel Valley Master Plan Traffic Study.

Federal Highway Administration. 2014. Managing Travel for Planned Special Events Handbook.

Monterey County. 2012. Amended Sections of the Carmel Valley Master Plan 2010 General Plan Update.

_____. 1995. Carmel Valley Road Improvement List.

_____. 2009. Carmel Valley Traffic Improvement Program Partial Revision of the Draft Subsequent Environmental Impact Report.

_____. 2014. Guide for the Preparation of Traffic Impact Studies.

_____. 1982. Monterey County General Plan.

Transportation Agency for Monterey County. 2011. Bicycle and Pedestrian Master Plan.

_____. 2014. Regional Transportation Improvement Plan.

Transportation Research Board. 2010. Highway Capacity Manual.

Appendix A: Traffic Count Sheets

7600

7800

8000

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)

VPDSummary

CVMPThreshold

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Day(VPD

)

VPDSummary

CVMPThreshold

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)

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CVMPThreshold

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CVMPThreshold

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Day(VPD

)

VPDSummary

CVMPThreshold

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10000

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6/16/2014

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Day(VPD

)

VPDSummary

CVMPThreshold

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)

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10/28/2014

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Day(VPD

)

VPDSummary

CVMPThreshold

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)

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Volumes for: & City: Carmel

Location : Highway 1 btwn. Carmel Valley Rd. & Ocean Ave.

AM Period NB SB EB WB PM Period NB SB EB WB

00:00 35 23 0 0 12:00 348 376 0 0 00:15 26 16 0 0 12:15 415 384 0 0 00:30 21 18 0 0 12:30 386 330 0 0 00:45 15 96 13 69 0 0 0 0 165 12:45 373 1522 379 1468 0 0 0 0 2990

01:00 10 5 0 0 13:00 353 386 0 0 01:15 8 7 0 0 13:15 353 379 0 0 01:30 6 8 0 0 13:30 362 390 0 0 01:45 6 30 6 25 0 0 0 0 54 13:45 362 1429 387 1541 0 0 0 0 2970

02:00 4 6 0 0 14:00 371 395 0 0 02:15 5 7 0 0 14:15 384 371 0 0 02:30 4 4 0 0 14:30 379 354 0 0 02:45 5 18 7 23 0 0 0 0 41 14:45 413 1547 363 1483 0 0 0 0 3029

03:00 5 6 0 0 15:00 406 377 0 0 03:15 7 5 0 0 15:15 385 346 0 0 03:30 4 7 0 0 15:30 405 350 0 0 03:45 7 23 6 23 0 0 0 0 46 15:45 372 1567 370 1442 0 0 0 0 3009

04:00 5 14 0 0 16:00 411 348 0 0 04:15 10 12 0 0 16:15 391 327 0 0 04:30 12 20 0 0 16:30 355 344 0 0 04:45 17 44 24 70 0 0 0 0 113 16:45 328 1484 341 1359 0 0 0 0 2843

05:00 19 25 0 0 17:00 341 337 0 0 05:15 27 47 0 0 17:15 325 354 0 0 05:30 29 34 0 0 17:30 360 337 0 0 05:45 32 106 62 167 0 0 0 0 273 17:45 393 1418 325 1352 0 0 0 0 2770

06:00 35 78 0 0 18:00 336 299 0 0 06:15 52 115 0 0 18:15 313 313 0 0 06:30 82 192 0 0 18:30 281 246 0 0 06:45 124 292 228 613 0 0 0 0 904 18:45 297 1226 247 1104 0 0 0 0 2329

07:00 145 261 0 0 19:00 267 239 0 0 07:15 170 312 0 0 19:15 213 203 0 0 07:30 322 348 0 0 19:30 191 177 0 0 07:45 272 908 411 1332 0 0 0 0 2240 19:45 192 862 146 764 0 0 0 0 1626

08:00 276 427 0 0 20:00 184 139 0 0 08:15 296 396 0 0 20:15 186 151 0 0 08:30 294 355 0 0 20:30 168 152 0 0 08:45 323 1189 375 1553 0 0 0 0 2742 20:45 146 683 117 558 0 0 0 0 1240

09:00 284 333 0 0 21:00 135 121 0 0 09:15 284 340 0 0 21:15 132 116 0 0 09:30 271 360 0 0 21:30 111 90 0 0 09:45 304 1142 391 1423 0 0 0 0 2565 21:45 86 463 82 408 0 0 0 0 871

10:00 320 366 0 0 22:00 89 81 0 0 10:15 349 380 0 0 22:15 76 66 0 0 10:30 347 416 0 0 22:30 78 61 0 0 10:45 352 1367 395 1556 0 0 0 0 2923 22:45 77 320 57 264 0 0 0 0 584

11:00 370 390 0 0 23:00 57 50 0 0 11:15 383 423 0 0 23:15 53 49 0 0 11:30 380 382 0 0 23:30 58 46 0 0 11:45 427 1560 412 1607 0 0 0 0 3166 23:45 31 199 35 180 0 0 0 0 378

Total Vol. 6771 8459 15229 12717 11920 24637

NB SB Combined

19488 20378 39866

Split % 44.5% 55.5% 38.2% 51.6% 48.4% 61.8%

Peak Hour 11:45 10:30 11:00 14:45 13:15 14:15

Volume 1576 1623 3166 1609 1550 3046P.H.F. 0.92 0.96 0.94 0.97 0.98 0.97

14-1256-013Project#Tuesday, August 19, 2014Wednesday, August 20, 2014

AM PM

Daily Totals

2-DAY AVERAGE

Volumes for: & City: Carmel

Location : Carmel Valley Rd. btwn. Schulte Rd. & Rancho San Carlos Rd.

AM Period NB SB EB WB PM Period NB SB EB WB

00:00 0 0 6 8 12:00 0 0 195 205 00:15 0 0 3 5 12:15 0 0 186 221 00:30 0 0 5 3 12:30 0 0 202 238 00:45 0 0 0 0 2 15 7 23 38 12:45 0 0 0 0 224 806 233 896 1702

01:00 0 0 5 5 13:00 0 0 232 236 01:15 0 0 3 8 13:15 0 0 250 268 01:30 0 0 2 9 13:30 0 0 243 243 01:45 0 0 0 0 5 13 7 28 41 13:45 0 0 0 0 250 973 214 960 1933

02:00 0 0 5 5 14:00 0 0 274 185 02:15 0 0 5 5 14:15 0 0 251 214 02:30 0 0 3 7 14:30 0 0 214 209 02:45 0 0 0 0 6 19 7 23 42 14:45 0 0 0 0 251 990 215 823 1813

03:00 0 0 10 12 15:00 0 0 242 261 03:15 0 0 8 12 15:15 0 0 252 229 03:30 0 0 9 14 15:30 0 0 228 198 03:45 0 0 0 0 9 35 17 54 89 15:45 0 0 0 0 252 973 159 846 1819

04:00 0 0 10 13 16:00 0 0 198 148 04:15 0 0 18 17 16:15 0 0 177 147 04:30 0 0 22 22 16:30 0 0 214 157 04:45 0 0 0 0 26 76 31 82 158 16:45 0 0 0 0 247 835 148 599 1434

05:00 0 0 33 32 17:00 0 0 221 138 05:15 0 0 43 37 17:15 0 0 238 131 05:30 0 0 48 38 17:30 0 0 241 121 05:45 0 0 0 0 47 170 52 158 328 17:45 0 0 0 0 259 958 95 484 1442

06:00 0 0 62 50 18:00 0 0 214 91 06:15 0 0 50 53 18:15 0 0 209 93 06:30 0 0 69 75 18:30 0 0 190 97 06:45 0 0 0 0 62 243 83 261 503 18:45 0 0 0 0 170 783 94 374 1156

07:00 0 0 60 93 19:00 0 0 155 102 07:15 0 0 122 214 19:15 0 0 128 97 07:30 0 0 211 242 19:30 0 0 125 73 07:45 0 0 0 0 174 567 226 774 1341 19:45 0 0 0 0 113 521 57 328 849

08:00 0 0 161 204 20:00 0 0 106 57 08:15 0 0 141 170 20:15 0 0 85 48 08:30 0 0 145 214 20:30 0 0 63 42 08:45 0 0 0 0 146 592 210 798 1390 20:45 0 0 0 0 63 317 36 182 498

09:00 0 0 164 230 21:00 0 0 58 31 09:15 0 0 154 229 21:15 0 0 54 27 09:30 0 0 151 247 21:30 0 0 41 23 09:45 0 0 0 0 142 611 251 957 1567 21:45 0 0 0 0 42 195 18 98 293

10:00 0 0 146 241 22:00 0 0 35 17 10:15 0 0 132 238 22:15 0 0 25 15 10:30 0 0 129 228 22:30 0 0 19 11 10:45 0 0 0 0 125 531 213 919 1450 22:45 0 0 0 0 15 93 10 51 144

11:00 0 0 148 229 23:00 0 0 10 11 11:15 0 0 187 222 23:15 0 0 15 11 11:30 0 0 193 236 23:30 0 0 15 11 11:45 0 0 0 0 178 705 203 890 1595 23:45 0 0 0 0 13 53 10 42 94

Total Vol. 3574 4964 8538 7494 5681 13174

NB SB Combined

11067 10645 21712

Split % 41.9% 58.1% 39.3% 56.9% 43.1% 60.7%

Peak Hour 11:45 09:30 11:45 13:30 12:45 13:00

Volume 760 977 1626 1017 979 1933P.H.F. 0.94 0.97 0.93 0.93 0.91 0.93

Daily Totals

2-DAY AVERAGE

AM PM

14-1256-007Project#Tuesday, August 19, 2014Wednesday, August 20, 2014

0 1 2 N

0

1130

1799

AM MD PM TOTAL

TOTAL AM MD PM

0 0 846 836 1682 2

1 0 0 0 0 0

0 0 0 0 0

MD

0 1 1

AM 700AM -

NOON -

PM 400PM -

AM PEAK HOUR

NOON PEAK HOUR

PM PEAK HOUR

0

400 PM

08/21/2014

715 AM

900AM

Date

600PM

TMC SUMMARY OF Hwy 1 & Carmel Valley Rd.

Carmel Valley Rd.

APPR

OAC

H L

ANES

0

APPRO

ACH LAN

ES

APPROACH LANES

0

0

AM

8020 611

TOTA

L

519

Hw

y 1

0

APPROACH LANES

302

9900

1018

168

PMAM

997

716

69

0

TOTA

LM

D

0

Project #: 14-1256-001

0

Hw

y 1

Carmel Valley Rd.

0

MD

PM

THURSDAYDay

Hwy 1 & Carmel Valley Rd.

14-1256-001

CONTROL

Signalized

(Intersection Name)

TURNING MOVEMENT COUNT

LOCATION #:

0 0 0 N

0 0 0

AM MD PM TOTAL

TOTAL AM MD PM

0 0 0 0 0 0

1 1534 869 570 1439 1

1 39 9 48 1

MD

0 1 1

AM 700AM -

NOON -

PM 400PM -

AM PEAK HOUR

NOON PEAK HOUR

PM PEAK HOUR

0

430 PM

08/21/2014

715 AM

900AM

Date

600PM

TMC SUMMARY OF Rancho San Carlos Rd. & Carmel Valley Rd.

Carmel Valley Rd.

APPR

OAC

H L

ANES

140

APPRO

ACH LAN

ES

APPROACH LANES

0

593

AM

00 0

TOTA

L

0

Ran

cho

San

Car

los

Rd

121

APPROACH LANES

0 148123

2 0 48

PMAM

0

0 34

0

TOTA

LM

D

151

Project #: 14-1256-006

261

Ran

cho

San

Car

los

Rd.

Carmel Valley Rd.

941

MD

PM

THURSDAYDay

Rancho San Carlos Rd. & Carmel Valley Rd.

14-1256-006

CONTROL

Signalized

(Intersection Name)

TURNING MOVEMENT COUNT

LOCATION #:

File Name : 1MID FINALSite Code : 00000001Start Date : 11/16/2014Page No : 1

Groups Printed- VehiclesHIGHWAY 1Southbound

CARMEL VALLEY RDWestbound

HIGHWAY 1Northbound Eastbound

Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total

11:00 AM 0 157 131 0 288 145 0 0 0 145 13 147 0 0 160 0 0 0 0 0 59311:15 AM 0 164 152 0 316 121 0 0 0 121 13 139 0 0 152 0 0 0 0 0 58911:30 AM 0 168 150 0 318 164 0 0 0 164 10 132 0 0 142 0 0 0 0 0 62411:45 AM 0 180 143 0 323 163 0 0 0 163 24 168 0 0 192 0 0 0 0 0 678

Total 0 669 576 0 1245 593 0 0 0 593 60 586 0 0 646 0 0 0 0 0 2484

12:00 PM 0 150 126 0 276 144 0 0 0 144 16 159 0 0 175 0 0 0 0 0 59512:15 PM 0 165 163 0 328 168 0 0 0 168 20 147 0 0 167 0 0 0 0 0 66312:30 PM 0 155 152 0 307 173 0 0 0 173 18 158 0 0 176 0 0 0 0 0 65612:45 PM 0 143 191 0 334 164 0 0 0 164 19 170 0 0 189 0 0 0 0 0 687

Total 0 613 632 0 1245 649 0 0 0 649 73 634 0 0 707 0 0 0 0 0 2601

Grand Total 0 1282 1208 0 2490 1242 0 0 0 1242 133 1220 0 0 1353 0 0 0 0 0 5085Apprch % 0 51.5 48.5 0 100 0 0 0 9.8 90.2 0 0 0 0 0 0

Total % 0 25.2 23.8 0 49 24.4 0 0 0 24.4 2.6 24 0 0 26.6 0 0 0 0 0

HIGHWAY 1Southbound



Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total

Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 12:00 PM

12:00 PM 0 150 126 276 144 0 0 144 16 159 0 175 0 0 0 0 59512:15 PM 0 165 163 328 168 0 0 168 20 147 0 167 0 0 0 0 66312:30 PM 0 155 152 307 173 0 0 173 18 158 0 176 0 0 0 0 65612:45 PM 0 143 191 334 164 0 0 164 19 170 0 189 0 0 0 0 687

Total Volume 0 613 632 1245 649 0 0 649 73 634 0 707 0 0 0 0 2601% App. Total 0 49.2 50.8 100 0 0 10.3 89.7 0 0 0 0

PHF .000 .929 .827 .932 .938 .000 .000 .938 .913 .932 .000 .935 .000 .000 .000 .000 .947

Traffic Data ServiceCampbell, CA(408) [email protected]


HIGHWAY 1

CA

RM

EL V

ALLE

Y R

D

HIGHWAY 1

Right0

Thru613

Left632

InOut Total1283 1245 2528

Right649

Thru 0

Left 0

Out

Total

In705

6491354

Left0

Thru634

Right73

Out TotalIn613 707 1320

Left0

Thr

u0R

ight0

Tot

alO

utIn

00

0

Peak Hour Begins at 12:00 PM

Vehicles

Peak Hour Data

North



Groups Printed- BikesHIGHWAY 1Southbound




11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

12:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 212:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

Total 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3

Grand Total 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3Apprch % 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0

Total % 0 66.7 0 0 66.7 0 0 0 0 0 0 33.3 0 0 33.3 0 0 0 0 0

HIGHWAY 1Southbound





12:00 PM 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 212:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1

Total Volume 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3% App. Total 0 100 0 0 0 0 0 100 0 0 0 0

PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .375



HIGHWAY 1

CA

RM

EL V

ALLE

Y R

D

HIGHWAY 1

Right0

Thru2

Left0

InOut Total1 2 3

Right 0

Thru 0

Left 0

Out

Total

In0

00

Left0

Thru1

Right0

Out TotalIn2 1 3

Left0

Thr

u0R

ight0

Tot

alO

utIn

00

0


Bikes

Peak Hour Data

North


File Name : 1PM FINALSite Code : 00000001Start Date : 11/14/2014Page No : 1

Groups Printed- VehiclesHIGHWAY 1Southbound




04:00 PM 0 129 196 0 325 241 0 0 0 241 11 204 0 0 215 0 0 0 0 0 78104:15 PM 0 140 236 0 376 253 0 0 0 253 17 181 0 0 198 0 0 0 0 0 82704:30 PM 0 129 219 0 348 203 0 0 0 203 17 200 0 0 217 0 0 0 0 0 76804:45 PM 0 120 211 0 331 229 0 0 0 229 13 155 0 0 168 0 0 0 0 0 728

Total 0 518 862 0 1380 926 0 0 0 926 58 740 0 0 798 0 0 0 0 0 3104

05:00 PM 0 134 178 0 312 228 0 0 0 228 13 183 0 0 196 0 0 0 0 0 73605:15 PM 0 117 213 0 330 246 0 0 0 246 17 156 0 0 173 0 0 0 0 0 74905:30 PM 0 136 207 0 343 168 0 0 0 168 16 149 0 0 165 0 0 0 0 0 67605:45 PM 0 96 176 0 272 203 0 0 0 203 19 177 0 0 196 0 0 0 0 0 671

Total 0 483 774 0 1257 845 0 0 0 845 65 665 0 0 730 0 0 0 0 0 2832


Total % 0 16.9 27.6 0 44.4 29.8 0 0 0 29.8 2.1 23.7 0 0 25.7 0 0 0 0 0

HIGHWAY 1Southbound




Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:00 PM

04:00 PM 0 129 196 325 241 0 0 241 11 204 0 215 0 0 0 0 78104:15 PM 0 140 236 376 253 0 0 253 17 181 0 198 0 0 0 0 82704:30 PM 0 129 219 348 203 0 0 203 17 200 0 217 0 0 0 0 76804:45 PM 0 120 211 331 229 0 0 229 13 155 0 168 0 0 0 0 728

Total Volume 0 518 862 1380 926 0 0 926 58 740 0 798 0 0 0 0 3104% App. Total 0 37.5 62.5 100 0 0 7.3 92.7 0 0 0 0

PHF .000 .925 .913 .918 .915 .000 .000 .915 .853 .907 .000 .919 .000 .000 .000 .000 .938



HIGHWAY 1

CA

RM

EL V

ALLE

Y R

D

HIGHWAY 1

Right0

Thru518

Left862

InOut Total1666 1380 3046

Right926

Thru 0

Left 0

Out

Total

In920

9261846

Left0

Thru740

Right58


Left0

Thr

u0R

ight0

Tot

alO

utIn

00

0


Vehicles

Peak Hour Data

North



Groups Printed- BikesHIGHWAY 1Southbound




04:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 104:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1

05:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105:15 PM 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 305:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

Total 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5


Total % 0 83.3 0 0 83.3 0 0 0 0 0 0 16.7 0 0 16.7 0 0 0 0 0

HIGHWAY 1Southbound





05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 105:15 PM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 305:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1


PHF .000 .417 .000 .417 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .417



HIGHWAY 1

CA

RM

EL V

ALLE

Y R

D

HIGHWAY 1

Right0

Thru5

Left0

InOut Total0 5 5

Right 0

Thru 0

Left 0

Out

Total

In0

00

Left0

Thru0

Right0

Out TotalIn5 0 5

Left0

Thr

u0R

ight0

Tot

alO

utIn

00

0


Bikes

Peak Hour Data

North



Groups Printed- Vehicles

SouthboundCARMEL VALLEY RD

WestboundRANCHO SAN CARLOS RD

NorthboundCARMEL VALLEY RD

EastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total

11:00 AM 0 0 0 0 0 0 115 1 0 116 0 0 21 0 21 17 122 0 0 139 27611:15 AM 0 0 0 0 0 0 105 5 0 110 5 0 23 0 28 18 128 0 0 146 28411:30 AM 0 0 0 0 0 0 138 2 0 140 0 0 17 0 17 28 116 0 0 144 30111:45 AM 0 0 0 0 0 0 140 6 0 146 0 0 18 0 18 19 143 0 0 162 326

Total 0 0 0 0 0 0 498 14 0 512 5 0 79 0 84 82 509 0 0 591 1187

12:00 PM 0 0 0 0 0 0 141 1 0 142 0 0 20 0 20 16 113 0 0 129 29112:15 PM 0 0 0 0 0 0 172 1 0 173 1 0 28 0 29 17 147 0 0 164 36612:30 PM 0 0 0 0 0 0 152 5 0 157 5 0 23 0 28 26 154 0 0 180 36512:45 PM 0 0 0 0 0 0 151 1 0 152 2 0 14 0 16 18 152 0 0 170 338

Total 0 0 0 0 0 0 616 8 0 624 8 0 85 0 93 77 566 0 0 643 1360

Grand Total 0 0 0 0 0 0 1114 22 0 1136 13 0 164 0 177 159 1075 0 0 1234 2547Apprch % 0 0 0 0 0 98.1 1.9 0 7.3 0 92.7 0 12.9 87.1 0 0

Total % 0 0 0 0 0 0 43.7 0.9 0 44.6 0.5 0 6.4 0 6.9 6.2 42.2 0 0 48.4




EastboundStart Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total


12:00 PM 0 0 0 0 0 141 1 142 0 0 20 20 16 113 0 129 29112:15 PM 0 0 0 0 0 172 1 173 1 0 28 29 17 147 0 164 36612:30 PM 0 0 0 0 0 152 5 157 5 0 23 28 26 154 0 180 36512:45 PM 0 0 0 0 0 151 1 152 2 0 14 16 18 152 0 170 338

Total Volume 0 0 0 0 0 616 8 624 8 0 85 93 77 566 0 643 1360% App. Total 0 0 0 0 98.7 1.3 8.6 0 91.4 12 88 0

PHF .000 .000 .000 .000 .000 .895 .400 .902 .400 .000 .759 .802 .740 .919 .000 .893 .929



CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD

RANCHO SAN CARLOS RD

Right0

Thru0

Left0

InOut Total0 0 0

Right 0

Thru616

Left 8

Out

Total

In574

6241198

Left85

Thru0

Right8


Left0

Thr

u56

6R

ight77

Tot

alO

utIn

701

643

1344


Vehicles

Peak Hour Data

North



Groups Printed- Bikes





11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 2 0 0 0 2 711:30 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 1 0 0 2 311:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 1 0 0 1 3

Total 0 0 0 0 0 0 2 0 0 2 0 0 6 0 6 3 2 0 0 5 13

12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 112:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2

Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 3

Grand Total 0 0 0 0 0 0 3 0 0 3 0 0 6 0 6 3 4 0 0 7 16Apprch % 0 0 0 0 0 100 0 0 0 0 100 0 42.9 57.1 0 0

Total % 0 0 0 0 0 0 18.8 0 0 18.8 0 0 37.5 0 37.5 18.8 25 0 0 43.8





Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 11:00 AM

11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 AM 0 0 0 0 0 0 0 0 0 0 5 5 2 0 0 2 711:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 1 1 0 2 311:45 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 1 0 1 3


PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .300 .300 .375 .500 .000 .625 .464



CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD


Right0

Thru0

Left0

InOut Total0 0 0

Right 0

Thru 2

Left 0

Out

Total

In2

24

Left6

Thru0

Right0

Out TotalIn3 6 9

Left0

Thr

u2R

ight3

Tot

alO

utIn

85

13

Peak Hour Begins at 11:00 AM

Bikes

Peak Hour Data

North



Groups Printed- Vehicles





04:00 PM 0 0 0 0 0 0 159 2 0 161 13 0 46 0 59 25 220 0 0 245 46504:15 PM 0 0 0 0 0 0 143 6 0 149 9 0 55 0 64 29 210 0 0 239 45204:30 PM 0 0 0 0 0 0 150 5 0 155 11 0 38 0 49 28 208 0 0 236 44004:45 PM 0 0 0 0 0 0 135 3 0 138 10 0 34 0 44 25 233 0 0 258 440

Total 0 0 0 0 0 0 587 16 0 603 43 0 173 0 216 107 871 0 0 978 1797

05:00 PM 0 0 0 0 0 0 142 5 0 147 5 0 39 0 44 35 203 0 0 238 42905:15 PM 0 0 0 0 0 0 129 5 0 134 6 0 33 0 39 24 231 0 0 255 42805:30 PM 0 0 0 0 0 0 121 2 0 123 5 0 25 0 30 33 195 0 0 228 38105:45 PM 0 0 0 0 0 0 124 6 0 130 7 0 25 0 32 23 173 0 0 196 358

Total 0 0 0 0 0 0 516 18 0 534 23 0 122 0 145 115 802 0 0 917 1596

Grand Total 0 0 0 0 0 0 1103 34 0 1137 66 0 295 0 361 222 1673 0 0 1895 3393Apprch % 0 0 0 0 0 97 3 0 18.3 0 81.7 0 11.7 88.3 0 0

Total % 0 0 0 0 0 0 32.5 1 0 33.5 1.9 0 8.7 0 10.6 6.5 49.3 0 0 55.9






04:00 PM 0 0 0 0 0 159 2 161 13 0 46 59 25 220 0 245 46504:15 PM 0 0 0 0 0 143 6 149 9 0 55 64 29 210 0 239 45204:30 PM 0 0 0 0 0 150 5 155 11 0 38 49 28 208 0 236 44004:45 PM 0 0 0 0 0 135 3 138 10 0 34 44 25 233 0 258 440

Total Volume 0 0 0 0 0 587 16 603 43 0 173 216 107 871 0 978 1797% App. Total 0 0 0 0 97.3 2.7 19.9 0 80.1 10.9 89.1 0

PHF .000 .000 .000 .000 .000 .923 .667 .936 .827 .000 .786 .844 .922 .935 .000 .948 .966



CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD


Right0

Thru0

Left0

InOut Total0 0 0

Right 0

Thru587

Left 16

Out

Total

In914

6031517

Left173

Thru0

Right43


Left0

Thr

u87

1R

ight

107

Tot

alO

utIn

760

978

1738


Vehicles

Peak Hour Data

North



Groups Printed- Bikes





04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


Total %






04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000



CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD


Right0

Thru0

Left0

InOut Total0 0 0

Right 0

Thru 0

Left 0

Out

Total

In0

00

Left0

Thru0

Right0

Out TotalIn0 0 0

Left0

Thr

u0R

ight0

Tot

alO

utIn

00

0


Bikes

Peak Hour Data

North



Groups Printed- VehiclesTEHAMA


WestboundVALLEY GREENS DR



11:00 AM 0 0 0 0 0 2 105 3 0 110 2 0 1 0 3 6 115 1 0 122 23511:15 AM 0 0 0 0 0 0 96 3 0 99 5 0 8 0 13 3 124 0 0 127 23911:30 AM 0 0 1 0 1 1 141 3 0 145 2 1 5 0 8 8 103 2 0 113 26711:45 AM 2 0 1 0 3 0 136 6 0 142 5 0 3 0 8 3 147 1 0 151 304

Total 2 0 2 0 4 3 478 15 0 496 14 1 17 0 32 20 489 4 0 513 1045

12:00 PM 1 0 0 0 1 0 128 6 0 134 6 0 4 0 10 4 109 0 0 113 25812:15 PM 0 0 0 0 0 1 175 11 0 187 9 0 5 0 14 3 131 0 0 134 33512:30 PM 4 0 0 0 4 2 137 2 0 141 6 0 6 0 12 7 146 3 0 156 31312:45 PM 0 0 1 0 1 0 146 2 0 148 5 0 3 0 8 6 165 1 0 172 329

Total 5 0 1 0 6 3 586 21 0 610 26 0 18 0 44 20 551 4 0 575 1235

Grand Total 7 0 3 0 10 6 1064 36 0 1106 40 1 35 0 76 40 1040 8 0 1088 2280Apprch % 70 0 30 0 0.5 96.2 3.3 0 52.6 1.3 46.1 0 3.7 95.6 0.7 0

Total % 0.3 0 0.1 0 0.4 0.3 46.7 1.6 0 48.5 1.8 0 1.5 0 3.3 1.8 45.6 0.4 0 47.7

TEHAMASouthbound


VALLEY GREENS DRNorthbound

CARMEL VALLEY RDEastbound



12:00 PM 1 0 0 1 0 128 6 134 6 0 4 10 4 109 0 113 25812:15 PM 0 0 0 0 1 175 11 187 9 0 5 14 3 131 0 134 33512:30 PM 4 0 0 4 2 137 2 141 6 0 6 12 7 146 3 156 31312:45 PM 0 0 1 1 0 146 2 148 5 0 3 8 6 165 1 172 329

Total Volume 5 0 1 6 3 586 21 610 26 0 18 44 20 551 4 575 1235% App. Total 83.3 0 16.7 0.5 96.1 3.4 59.1 0 40.9 3.5 95.8 0.7

PHF .313 .000 .250 .375 .375 .837 .477 .816 .722 .000 .750 .786 .714 .835 .333 .836 .922



TEHAMA

CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD

VALLEY GREENS DR

Right5

Thru0

Left1

InOut Total7 6 13

Right 3

Thru586

Left 21

Out

Total

In578

6101188

Left18

Thru0

Right26

Out TotalIn41 44 85

Left4

Thr

u55

1R

ight20

Tot

alO

utIn

609

575

1184


Vehicles

Peak Hour Data

North



Groups Printed- BikesTEHAMA





11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1 211:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1

Total 0 0 0 0 0 0 0 1 0 1 1 0 0 0 1 0 1 0 0 1 3

12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15 PM 0 0 0 0 0 0 0 1 0 1 1 0 0 0 1 0 0 0 0 0 212:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 112:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 1 0 1 2 0 0 0 2 0 0 0 0 0 3


Total % 0 0 0 0 0 0 0 33.3 0 33.3 50 0 0 0 50 0 16.7 0 0 16.7

TEHAMASouthbound





Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 11:30 AM

11:30 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 1 0 1 211:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 112:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15 PM 0 0 0 0 0 0 1 1 1 0 0 1 0 0 0 0 2


PHF .000 .000 .000 .000 .000 .000 .500 .500 .500 .000 .000 .500 .000 .250 .000 .250 .625



TEHAMA

CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD

VALLEY GREENS DR

Right0

Thru0

Left0

InOut Total0 0 0

Right 0

Thru 0

Left 2

Out

Total

In3

25

Left0

Thru0

Right2

Out TotalIn2 2 4

Left0

Thr

u1R

ight0

Tot

alO

utIn

01

1

Peak Hour Begins at 11:30 AM

Bikes

Peak Hour Data

North



Groups Printed- VehiclesTEHAMA





04:00 PM 3 0 4 0 7 0 147 6 0 153 7 0 8 0 15 4 217 2 0 223 39804:15 PM 3 0 2 0 5 2 124 4 0 130 8 0 3 0 11 6 209 0 0 215 36104:30 PM 4 1 2 0 7 0 148 6 0 154 6 0 11 0 17 9 206 2 0 217 39504:45 PM 4 0 3 0 7 0 116 3 0 119 10 0 1 0 11 10 224 0 0 234 371

Total 14 1 11 0 26 2 535 19 0 556 31 0 23 0 54 29 856 4 0 889 1525

05:00 PM 4 1 3 0 8 3 138 7 0 148 4 1 11 0 16 7 193 0 0 200 37205:15 PM 1 0 1 0 2 0 122 4 0 126 5 0 3 0 8 6 223 1 0 230 36605:30 PM 1 0 0 0 1 0 119 4 0 123 9 1 12 0 22 7 182 1 0 190 33605:45 PM 0 0 1 0 1 1 107 6 0 114 8 0 5 0 13 11 179 1 0 191 319

Total 6 1 5 0 12 4 486 21 0 511 26 2 31 0 59 31 777 3 0 811 1393

Grand Total 20 2 16 0 38 6 1021 40 0 1067 57 2 54 0 113 60 1633 7 0 1700 2918Apprch % 52.6 5.3 42.1 0 0.6 95.7 3.7 0 50.4 1.8 47.8 0 3.5 96.1 0.4 0

Total % 0.7 0.1 0.5 0 1.3 0.2 35 1.4 0 36.6 2 0.1 1.9 0 3.9 2.1 56 0.2 0 58.3

TEHAMASouthbound






04:00 PM 3 0 4 7 0 147 6 153 7 0 8 15 4 217 2 223 39804:15 PM 3 0 2 5 2 124 4 130 8 0 3 11 6 209 0 215 36104:30 PM 4 1 2 7 0 148 6 154 6 0 11 17 9 206 2 217 39504:45 PM 4 0 3 7 0 116 3 119 10 0 1 11 10 224 0 234 371

Total Volume 14 1 11 26 2 535 19 556 31 0 23 54 29 856 4 889 1525% App. Total 53.8 3.8 42.3 0.4 96.2 3.4 57.4 0 42.6 3.3 96.3 0.4

PHF .875 .250 .688 .929 .250 .904 .792 .903 .775 .000 .523 .794 .725 .955 .500 .950 .958



TEHAMA

CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD

VALLEY GREENS DR

Right14

Thru1

Left11

InOut Total6 26 32

Right 2

Thru535

Left 19

Out

Total

In898

5561454

Left23

Thru0

Right31


Left4

Thr

u85

6R

ight29

Tot

alO

utIn

572

889

1461


Vehicles

Peak Hour Data

North



Groups Printed- BikesTEHAMA





04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1

Total 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1

05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 005:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


Total % 0 0 0 0 0 0 0 100 0 100 0 0 0 0 0 0 0 0 0 0

TEHAMASouthbound






04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 004:45 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1


PHF .000 .000 .000 .000 .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250



TEHAMA

CA

RM

EL

VA

LLE

Y R

D C

AR

ME

L VA

LLEY

RD

VALLEY GREENS DR

Right0

Thru0

Left0

InOut Total0 0 0

Right 0

Thru 0

Left 1

Out

Total

In0

11

Left0

Thru0

Right0

Out TotalIn1 0 1

Left0

Thr

u0R

ight0

Tot

alO

utIn

00

0


Bikes

Peak Hour Data

North


Appendix B: LOS Calculation Sheets

12/30

/2014

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)10

4437

312

212

3164

1v/c

Rati

o0.7

40.7

00.2

50.7

20.3

7Co

ntrol

Delay

15.2

26.7

12.3

13.9

0.6Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

15.2

26.7

12.3

13.9

0.6Qu

eue L

ength

50th

(ft)

147

122

2015

50

Queu

e Len

gth 95

th (ft

)21

718

849

220

0Int

erna

l Link

Dist

(ft)

1614

2081

Turn

Bay

Leng

th (ft

)11

037

0Ba

se C

apac

ity (v

ph)

1795

763

674

2178

1745

Star

vatio

n Cap

Red

uctn

00

00

0Sp

illbac

k Cap

Red

uctn

00

00

0St

orag

e Cap

Red

uctn

00

00

0Re

duce

d v/c

Ratio

0.58

0.49

0.18

0.57

0.37

Inter

secti

on S

umma

ry

12/30

/2014

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

084

630

299

997

519

Ideal

Flow

(vphp

l)19

0019

0019

0019

0019

0019

00Gr

ade (

%)

6%10

%9%

Total

Lost

time (

s)4.0

5.05.0

4.04.0

Lane

Util.

Fac

tor0.8

81.0

01.0

00.9

71.0

0Fr

t0.8

51.0

00.8

51.0

01.0

0Flt

Pro

tected

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5117

3614

7532

1617

45Flt

Per

mitte

d1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

1736

1475

3216

1745

Peak

-hou

r fac

tor, P

HF0.8

10.8

10.8

10.8

10.8

10.8

1Ad

j. Flow

(vph

)0

1044

373

122

1231

641

RTOR

Red

uctio

n (vp

h)0

00

330

0La

ne G

roup

Flow

(vph

)0

1044

373

8912

3164

1He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPe

rmPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

s2

Actua

ted G

reen

, G (s

)30

.517

.717

.730

.557

.2Ef

fectiv

e Gre

en, g

(s)

30.5

17.7

17.7

30.5

57.2

Actua

ted g/

C Ra

tio0.5

30.3

10.3

10.5

31.0

0Cl

eara

nce T

ime (

s)4.0

5.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

3.0La

ne G

rp C

ap (v

ph)

1413

537

456

1714

1745

v/s R

atio P

rot

c0.39

c0.21

0.38

0.37

v/s R

atio P

erm

0.06

v/c R

atio

0.74

0.69

0.19

0.72

0.37

Unifo

rm D

elay,

d110

.317

.414

.510

.10.0

Prog

ress

ion F

actor

1.00

1.00

1.00

1.00

1.00

Incre

menta

l Dela

y, d2

2.13.9

0.21.5

0.6De

lay (s

)12

.321

.314

.711

.60.6

Leve

l of S

ervic

eB

CB

BA

Appr

oach

Dela

y (s)

12.3

19.6

7.8Ap

proa

ch LO

SB

BA

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y10

.9HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.7

2Ac

tuated

Cyc

le Le

ngth

(s)

57.2

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n53

.0%IC

U Le

vel o

f Ser

vice

AAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

12/30

/2014

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)73

217

348

1073

100

17v/c

Rati

o0.6

00.1

60.5

30.7

90.4

70.0

8Co

ntrol

Delay

11.6

1.656

.613

.435

.913

.1Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y11

.61.6

56.6

13.4

35.9

13.1

Queu

e Len

gth 50

th (ft

)18

60

2125

741

0Qu

eue L

ength

95th

(ft)

284

17#5

742

674

13Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)12

1710

8890

1363

640

582

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.6

00.1

60.5

30.7

90.1

60.0

3

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

12/30

/2014

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)59

314

039

869

8114

Numb

er4

143

85

12Ini

tial Q

(Qb)

, veh

00

00

00

Ped-

Bike

Adj(

A_pb

T)1.0

01.0

01.0

01.0

0Pa

rking

Bus

, Adj

1.00

1.00

1.00

1.00

1.00

1.00

Adj S

at Flo

w, ve

h/h/ln

1759

1759

1750

1750

1645

1645

Adj F

low R

ate, v

eh/h

732

173

4810

7310

00

Adj N

o. of

Lane

s1

11

11

1Pe

ak H

our F

actor

0.81

0.81

0.81

0.81

0.81

0.81

Perce

nt He

avy V

eh, %

88

88

88

Cap,

veh/h

1107

941

6412

9812

711

3Ar

rive O

n Gre

en0.6

30.6

30.0

40.7

40.0

80.0

0Sa

t Flow

, veh

/h17

5914

9516

6717

5015

6713

98Gr

p Volu

me(v)

, veh

/h73

217

348

1073

100

0Gr

p Sat

Flow(

s),ve

h/h/ln

1759

1495

1667

1750

1567

1398

Q Se

rve(g

_s),

s14

.22.6

1.521

.93.4

0.0Cy

cle Q

Clea

r(g_c

), s

14.2

2.61.5

21.9

3.40.0

Prop

In La

ne1.0

01.0

01.0

01.0

0La

ne G

rp C

ap(c)

, veh

/h11

0794

164

1298

127

113

V/C

Ratio

(X)

0.66

0.18

0.76

0.83

0.79

0.00

Avail

Cap

(c_a)

, veh

/h13

9511

8612

416

4987

778

3HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

6.34.2

25.5

4.624

.20.0

Incr D

elay (

d2),

s/veh

0.80.1

16.5

2.910

.30.0

Initia

l Q D

elay(d

3),s/

veh

0.00.0

0.00.0

0.00.0

%ile

Bac

kOfQ

(50%

),veh

/ln7.0

1.11.0

11.2

1.80.0

LnGr

p Dela

y(d),s

/veh

7.14.3

42.0

7.534

.50.0

LnGr

p LOS

AA

DA

CAp

proa

ch V

ol, ve

h/h90

511

2110

0Ap

proa

ch D

elay,

s/veh

6.69.0

34.5

Appr

oach

LOS

AA

C

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s8.3

6.039

.245

.3Ch

ange

Per

iod (Y

+Rc),

s4.0

4.05.5

5.5Ma

x Gre

en S

etting

(Gma

x), s

30.0

4.042

.550

.5Ma

x Q C

lear T

ime (

g_c+

I1), s

5.43.5

16.2

23.9

Gree

n Ext

Time (

p_c),

s0.2

0.015

.715

.8

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay9.2

HCM

2010

LOS

A

12/30

/2014

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh1.1

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

338

826

3262

610

80

223

46

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor93

9393

9393

9393

9393

9393

93He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

341

728

3467

311

90

243

46

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll68

40

041

70

011

7311

7741

711

8211

7167

8

S

tage 1

--

--

--

424

424

-74

774

7-

Stag

e 2-

--

--

-74

975

3-

435

424

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

882

--

1110

--

104

118

575

152

176

434

Stag

e 1-

--

--

-50

648

9-

380

395

-

S

tage 2

--

--

--

295

305

-57

456

3-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r88

2-

-11

10-

-98

114

575

142

170

434

Mov C

ap-2

Man

euve

r-

--

--

-98

114

-14

217

0-

Stag

e 1-

--

--

-50

448

7-

379

383

-

S

tage 2

--

--

--

279

296

-54

956

1-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.421

.521

.9HC

M LO

SC

C

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

250

882

--

1110

--

157

434

HCM

Lane

V/C

Rati

o0.1

290.0

04-

-0.0

31-

-0.0

480.0

15HC

M Co

ntrol

Delay

(s)

21.5

9.1-

-8.3

--

29.1

13.4

HCM

Lane

LOS

CA

--

A-

-D

BHC

M 95

th %

tile Q

(veh)

0.40

--

0.1-

-0.1

0

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)89

977

074

862

657

v/c R

atio

0.87

0.90

0.10

0.68

0.38

Contr

ol De

lay34

.234

.66.4

24.7

0.6Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

34.2

34.6

6.424

.70.6

Queu

e Len

gth 50

th (ft

)26

336

59

206

0Qu

eue L

ength

95th

(ft)

#390

#609

3027

30

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

110

370

Base

Cap

acity

(vph

)11

7910

1587

914

3017

45St

arva

tion C

ap R

educ

tn0

00

00

Spillb

ack C

ap R

educ

tn0

00

00

Stor

age C

ap R

educ

tn0

00

00

Redu

ced v

/c Ra

tio0.7

60.7

60.0

80.6

00.3

8

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

083

671

669

802

611

Ideal

Flow

(vphp

l)19

0019

0019

0019

0019

0019

00Gr

ade (

%)

6%10

%9%

Total

Lost

time (

s)4.0

5.05.0

4.04.0

Lane

Util.

Fac

tor0.8

81.0

01.0

00.9

71.0

0Fr

t0.8

51.0

00.8

51.0

01.0

0Flt

Pro

tected

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5117

3614

7532

1617

45Flt

Per

mitte

d1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

1736

1475

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

30.9

30.9

30.9

30.9

30.9

3Ad

j. Flow

(vph

)0

899

770

7486

265

7RT

OR R

educ

tion (

vph)

00

021

00

Lane

Gro

up F

low (v

ph)

089

977

053

862

657

Heav

y Veh

icles

(%)

4%4%

4%4%

4%4%

Turn

Typ

eOv

erNA

Perm

Prot

NAPr

otecte

d Pha

ses

12

1Fr

eePe

rmitte

d Pha

ses

2Ac

tuated

Gre

en, G

(s)

31.9

40.1

40.1

31.9

81.0

Effec

tive G

reen

, g (s

)31

.940

.140

.131

.981

.0Ac

tuated

g/C

Ratio

0.39

0.50

0.50

0.39

1.00

Clea

ranc

e Tim

e (s)

4.05.0

5.04.0

Vehic

le Ex

tensio

n (s)

3.03.0

3.03.0

Lane

Grp

Cap

(vph

)10

4485

973

012

6617

45v/s

Rati

o Pro

tc0

.34c0

.440.2

70.3

8v/s

Rati

o Per

m0.0

4v/c

Rati

o0.8

60.9

00.0

70.6

80.3

8Un

iform

Dela

y, d1

22.5

18.6

10.7

20.3

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d27.4

11.9

0.01.5

0.6De

lay (s

)29

.930

.510

.821

.90.6

Leve

l of S

ervic

eC

CB

CA

Appr

oach

Dela

y (s)

29.9

28.7

12.7

Appr

oach

LOS

CC

B

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y21

.6HC

M 20

00 Le

vel o

f Ser

vice

CHC

M 20

00 V

olume

to C

apac

ity ra

tio0.8

8Ac

tuated

Cyc

le Le

ngth

(s)

81.0

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

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Sign

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12/30

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Centr

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Rep

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Centr

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ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh3.7

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

485

629

1953

52

230

3111

114

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor96

9696

9696

9696

9696

9696

96He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

489

230

2055

72

240

3211

115

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll55

90

089

20

014

9814

9989

215

1414

9855

8

S

tage 1

--

--

--

900

900

-59

859

8-

Stag

e 2-

--

--

-59

859

9-

916

900

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

983

--

736

--

5466

279

8710

951

0

S

tage 1

--

--

--

229

246

-46

346

6-

Stag

e 2-

--

--

-37

938

1-

303

332

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

983

--

736

--

5164

279

7510

651

0Mo

v Cap

-2 M

aneu

ver

--

--

--

5164

-75

106

-

S

tage 1

--

--

--

228

245

-46

145

3-

Stag

e 2-

--

--

-35

737

1-

267

331

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0

0.385

.634

.6HC

M LO

SF

D

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

9698

3-

-73

6-

-77

510

HCM

Lane

V/C

Rati

o0.5

860.0

04-

-0.0

27-

-0.1

620.0

29HC

M Co

ntrol

Delay

(s)

85.6

8.7-

-10

--

60.6

12.3

HCM

Lane

LOS

FA

--

B-

-F

BHC

M 95

th %

tile Q

(veh)

2.70

--

0.1-

-0.5

0.1

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)68

366

777

665

645

v/c R

atio

0.73

0.81

0.10

0.58

0.37

Contr

ol De

lay22

.821

.53.3

18.6

0.6Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

22.8

21.5

3.318

.60.6

Queu

e Len

gth 50

th (ft

)11

419

22

940

Queu

e Len

gth 95

th (ft

)21

233

219

171

0Int

erna

l Link

Dist

(ft)

1614

2081

Turn

Bay

Leng

th (ft

)11

037

0Ba

se C

apac

ity (v

ph)

1193

1194

1035

1447

1745

Star

vatio

n Cap

Red

uctn

00

00

0Sp

illbac

k Cap

Red

uctn

00

00

0St

orag

e Cap

Red

uctn

00

00

0Re

duce

d v/c

Ratio

0.57

0.56

0.07

0.46

0.37

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

064

963

473

632

613

Ideal

Flow

(vphp

l)19

0019

0019

0019

0019

0019

00Gr

ade (

%)

6%10

%9%

Total

Lost

time (

s)4.0

5.05.0

4.04.0

Lane

Util.

Fac

tor0.8

81.0

01.0

00.9

71.0

0Fr

t0.8

51.0

00.8

51.0

01.0

0Flt

Pro

tected

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5117

3614

7532

1617

45Flt

Per

mitte

d1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

1736

1475

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

50.9

50.9

50.9

50.9

50.9

5Ad

j. Flow

(vph

)0

683

667

7766

564

5RT

OR R

educ

tion (

vph)

00

035

00

Lane

Gro

up F

low (v

ph)

068

366

742

665

645

Heav

y Veh

icles

(%)

4%4%

4%4%

4%4%

Turn

Typ

eOv

erNA

Perm

Prot

NAPr

otecte

d Pha

ses

12

1Fr

eePe

rmitte

d Pha

ses

2Ac

tuated

Gre

en, G

(s)

20.1

27.1

27.1

20.1

56.2

Effec

tive G

reen

, g (s

)20

.127

.127

.120

.156

.2Ac

tuated

g/C

Ratio

0.36

0.48

0.48

0.36

1.00

Clea

ranc

e Tim

e (s)

4.05.0

5.04.0

Vehic

le Ex

tensio

n (s)

3.03.0

3.03.0

Lane

Grp

Cap

(vph

)94

883

771

111

5017

45v/s

Rati

o Pro

tc0

.26c0

.380.2

10.3

7v/s

Rati

o Per

m0.0

3v/c

Rati

o0.7

20.8

00.0

60.5

80.3

7Un

iform

Dela

y, d1

15.6

12.2

7.814

.60.0

Prog

ress

ion F

actor

1.00

1.00

1.00

1.00

1.00

Incre

menta

l Dela

y, d2

2.75.3

0.00.7

0.6De

lay (s

)18

.317

.57.8

15.3

0.6Le

vel o

f Ser

vice

BB

AB

AAp

proa

ch D

elay (

s)18

.316

.58.1

Appr

oach

LOS

BB

A

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y12

.9HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.7

6Ac

tuated

Cyc

le Le

ngth

(s)

56.2

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n63

.6%IC

U Le

vel o

f Ser

vice

BAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)60

983

966

291

9v/c

Rati

o0.5

00.0

80.0

60.5

30.3

10.0

3Co

ntrol

Delay

8.62.1

27.4

7.323

.512

.5Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y8.6

2.127

.47.3

23.5

12.5

Queu

e Len

gth 50

th (ft

)82

03

9425

0Qu

eue L

ength

95th

(ft)

259

1717

201

7011

Inter

nal L

ink D

ist (f

t)31

7136

580

1Tu

rn B

ay Le

ngth

(ft)

320

370

50Ba

se C

apac

ity (v

ph)

1462

1257

144

1647

1009

906

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.4

20.0

70.0

60.4

00.0

90.0

1

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)56

677

861

685

8Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h60

983

966

291

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

30.9

30.9

30.9

30.9

30.9

3Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h96

982

416

1172

112

100

Arriv

e On G

reen

0.55

0.55

0.01

0.67

0.07

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

609

839

662

910

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

8.71.0

0.27.4

2.10.0

Cycle

Q C

lear(g

_c),

s8.7

1.00.2

7.42.1

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

969

824

1611

7211

210

0V/

C Ra

tio(X

)0.6

30.1

00.5

60.5

60.8

20.0

0Av

ail C

ap(c_

a), v

eh/h

2039

1733

182

2411

1282

1144

HCM

Plato

on R

atio

1.00

1.00

1.00

1.00

1.00

1.00

Upstr

eam

Filter

(I)1.0

01.0

01.0

01.0

01.0

00.0

0Un

iform

Dela

y (d)

, s/ve

h5.7

3.918

.13.2

16.8

0.0Inc

r Dela

y (d2

), s/v

eh0.7

0.127

.80.4

13.2

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

4.20.4

0.23.6

1.30.0

LnGr

p Dela

y(d),s

/veh

6.34.0

45.9

3.630

.00.0

LnGr

p LOS

AA

DA

CAp

proa

ch V

ol, ve

h/h69

267

191

Appr

oach

Dela

y, s/v

eh6.0

4.230

.0Ap

proa

ch LO

SA

AC

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s6.6

4.425

.730

.1Ch

ange

Per

iod (Y

+Rc),

s4.0

4.05.5

5.5Ma

x Gre

en S

etting

(Gma

x), s

30.0

4.042

.550

.5Ma

x Q C

lear T

ime (

g_c+

I1), s

4.12.2

10.7

9.4Gr

een E

xt Tim

e (p_

c), s

0.20.0

9.510

.0

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay6.7

HCM

2010

LOS

A

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh1.7

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

455

120

2158

63

180

261

05

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor92

9292

9292

9292

9292

9292

92He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

459

922

2363

73

200

281

05

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll64

00

059

90

012

9212

9459

913

0612

9263

9

S

tage 1

--

--

--

608

608

-68

468

4-

Stag

e 2-

--

--

-68

468

6-

622

608

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

916

--

949

--

8296

437

124

148

457

Stag

e 1-

--

--

-37

337

6-

413

423

-

S

tage 2

--

--

--

329

336

-44

946

1-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r91

6-

-94

9-

-79

9343

711

314

445

7Mo

v Cap

-2 M

aneu

ver

--

--

--

7993

-11

314

4-

Stag

e 1-

--

--

-37

137

4-

411

413

-

S

tage 2

--

--

--

317

328

-41

845

9-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.338

.917

HCM

LOS

EC

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

153

916

--

949

--

113

457

HCM

Lane

V/C

Rati

o0.3

130.0

05-

-0.0

24-

-0.0

10.0

12HC

M Co

ntrol

Delay

(s)

38.9

8.9-

-8.9

--

37.2

13HC

M La

ne LO

SE

A-

-A

--

EB

HCM

95th

%tile

Q(ve

h)1.2

0-

-0.1

--

00

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)10

6937

312

512

5964

1v/c

Rati

o0.7

50.7

10.2

60.7

30.3

7Co

ntrol

Delay

15.4

27.3

13.1

14.1

0.6Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

15.4

27.3

13.1

14.1

0.6Qu

eue L

ength

50th

(ft)

153

128

2316

00

Queu

e Len

gth 95

th (ft

)22

618

851

227

0Int

erna

l Link

Dist

(ft)

1614

2081

Turn

Bay

Leng

th (ft

)11

037

0Ba

se C

apac

ity (v

ph)

1759

747

660

2133

1745

Star

vatio

n Cap

Red

uctn

00

00

0Sp

illbac

k Cap

Red

uctn

00

00

0St

orag

e Cap

Red

uctn

00

00

0Re

duce

d v/c

Ratio

0.61

0.50

0.19

0.59

0.37

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

086

630

210

110

2051

9Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

5.04.0

4.0La

ne U

til. F

actor

0.88

1.00

1.00

0.97

1.00

Frt

0.85

1.00

0.85

1.00

1.00

Flt P

rotec

ted1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

rot)

2651

1736

1475

3216

1745

Flt P

ermi

tted

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(per

m)26

5117

3614

7532

1617

45Pe

ak-h

our f

actor

, PHF

0.81

0.81

0.81

0.81

0.81

0.81

Adj. F

low (v

ph)

010

6937

312

512

5964

1RT

OR R

educ

tion (

vph)

00

031

00

Lane

Gro

up F

low (v

ph)

010

6937

394

1259

641

Heav

y Veh

icles

(%)

4%4%

4%4%

4%4%

Turn

Typ

eOv

erNA

Perm

Prot

NAPr

otecte

d Pha

ses

12

1Fr

eePe

rmitte

d Pha

ses

2Ac

tuated

Gre

en, G

(s)

31.4

17.8

17.8

31.4

58.2

Effec

tive G

reen

, g (s

)31

.417

.817

.831

.458

.2Ac

tuated

g/C

Ratio

0.54

0.31

0.31

0.54

1.00

Clea

ranc

e Tim

e (s)

4.05.0

5.04.0

Vehic

le Ex

tensio

n (s)

3.03.0

3.03.0

Lane

Grp

Cap

(vph

)14

3053

045

117

3517

45v/s

Rati

o Pro

tc0

.40c0

.210.3

90.3

7v/s

Rati

o Per

m0.0

6v/c

Rati

o0.7

50.7

00.2

10.7

30.3

7Un

iform

Dela

y, d1

10.3

17.9

15.0

10.1

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d22.2

4.20.2

1.50.6

Delay

(s)

12.5

22.1

15.2

11.7

0.6Le

vel o

f Ser

vice

BC

BB

AAp

proa

ch D

elay (

s)12

.520

.47.9

Appr

oach

LOS

BC

A

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y11

.1HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.7

3Ac

tuated

Cyc

le Le

ngth

(s)

58.2

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n53

.7%IC

U Le

vel o

f Ser

vice

AAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)76

517

348

1101

100

17v/c

Rati

o0.6

30.1

60.5

30.8

10.4

70.0

8Co

ntrol

Delay

12.2

1.656

.614

.435

.913

.1Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y12

.21.6

56.6

14.4

35.9

13.1

Queu

e Len

gth 50

th (ft

)20

10

2127

541

0Qu

eue L

ength

95th

(ft)

305

17#5

7#4

5774

13Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)12

1710

8890

1363

640

582

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.6

30.1

60.5

30.8

10.1

60.0

3

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)62

014

039

892

8114

Numb

er4

143

85

12Ini

tial Q

(Qb)

, veh

00

00

00

Ped-

Bike

Adj(

A_pb

T)1.0

01.0

01.0

01.0

0Pa

rking

Bus

, Adj

1.00

1.00

1.00

1.00

1.00

1.00

Adj S

at Flo

w, ve

h/h/ln

1759

1759

1750

1750

1645

1645

Adj F

low R

ate, v

eh/h

765

173

4811

0110

00

Adj N

o. of

Lane

s1

11

11

1Pe

ak H

our F

actor

0.81

0.81

0.81

0.81

0.81

0.81

Perce

nt He

avy V

eh, %

88

88

88

Cap,

veh/h

1123

954

6313

0912

711

3Ar

rive O

n Gre

en0.6

40.6

40.0

40.7

50.0

80.0

0Sa

t Flow

, veh

/h17

5914

9516

6717

5015

6713

98Gr

p Volu

me(v)

, veh

/h76

517

348

1101

100

0Gr

p Sat

Flow(

s),ve

h/h/ln

1759

1495

1667

1750

1567

1398

Q Se

rve(g

_s),

s15

.52.6

1.623

.73.5

0.0Cy

cle Q

Clea

r(g_c

), s

15.5

2.61.6

23.7

3.50.0

Prop

In La

ne1.0

01.0

01.0

01.0

0La

ne G

rp C

ap(c)

, veh

/h11

2395

463

1309

127

113

V/C

Ratio

(X)

0.68

0.18

0.76

0.84

0.79

0.00

Avail

Cap

(c_a)

, veh

/h13

4611

4412

015

9184

675

5HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

6.44.1

26.5

4.825

.10.0

Incr D

elay (

d2),

s/veh

1.10.1

17.3

3.610

.20.0

Initia

l Q D

elay(d

3),s/

veh

0.00.0

0.00.0

0.00.0

%ile

Bac

kOfQ

(50%

),veh

/ln7.6

1.11.0

12.3

1.90.0

LnGr

p Dela

y(d),s

/veh

7.54.2

43.8

8.335

.30.0

LnGr

p LOS

AA

DA

DAp

proa

ch V

ol, ve

h/h93

811

4910

0Ap

proa

ch D

elay,

s/veh

6.99.8

35.3

Appr

oach

LOS

AA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s8.5

6.141

.047

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ange

Per

iod (Y

+Rc),

s4.0

4.05.5

5.5Ma

x Gre

en S

etting

(Gma

x), s

30.0

4.042

.550

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x Q C

lear T

ime (

g_c+

I1), s

5.53.6

17.5

25.7

Gree

n Ext

Time (

p_c),

s0.2

0.015

.915

.8

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay9.7

HCM

2010

LOS

A

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh2.8

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

338

853

4262

610

310

303

46

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor93

9393

9393

9393

9393

9393

93He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

341

757

4567

311

330

323

46

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll68

40

041

70

011

9511

9841

712

0911

9367

8

S

tage 1

--

--

--

424

424

-76

976

9-

Stag

e 2-

--

--

-77

177

4-

440

424

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

882

--

1110

--

100

113

575

145

170

434

Stag

e 1-

--

--

-50

648

9-

369

385

-

S

tage 2

--

--

--

284

296

-57

056

3-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r88

2-

-11

10-

-93

108

575

132

163

434

Mov C

ap-2

Man

euve

r-

--

--

-93

108

-13

216

3-

Stag

e 1-

--

--

-50

448

7-

368

369

-

S

tage 2

--

--

--

265

284

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656

1-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.543

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M LO

SE

C

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

158

882

--

1110

--

148

434

HCM

Lane

V/C

Rati

o0.4

150.0

04-

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41-

-0.0

510.0

15HC

M Co

ntrol

Delay

(s)

43.1

9.1-

-8.4

--

30.6

13.4

HCM

Lane

LOS

EA

--

A-

-D

BHC

M 95

th %

tile Q

(veh)

1.80

--

0.1-

-0.2

0

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)92

477

076

884

657

v/c R

atio

0.88

0.91

0.10

0.69

0.38

Contr

ol De

lay35

.135

.66.3

24.9

0.6Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

35.1

35.6

6.324

.90.6

Queu

e Len

gth 50

th (ft

)27

436

59

213

0Qu

eue L

ength

95th

(ft)

#407

#609

3028

20

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

110

370

Base

Cap

acity

(vph

)11

5399

386

214

0017

45St

arva

tion C

ap R

educ

tn0

00

00

Spillb

ack C

ap R

educ

tn0

00

00

Stor

age C

ap R

educ

tn0

00

00

Redu

ced v

/c Ra

tio0.8

00.7

80.0

90.6

30.3

8

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

085

971

671

822

611

Ideal

Flow

(vphp

l)19

0019

0019

0019

0019

0019

00Gr

ade (

%)

6%10

%9%

Total

Lost

time (

s)4.0

5.05.0

4.04.0

Lane

Util.

Fac

tor0.8

81.0

01.0

00.9

71.0

0Fr

t0.8

51.0

00.8

51.0

01.0

0Flt

Pro

tected

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5117

3614

7532

1617

45Flt

Per

mitte

d1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

1736

1475

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

30.9

30.9

30.9

30.9

30.9

3Ad

j. Flow

(vph

)0

924

770

7688

465

7RT

OR R

educ

tion (

vph)

00

022

00

Lane

Gro

up F

low (v

ph)

092

477

054

884

657

Heav

y Veh

icles

(%)

4%4%

4%4%

4%4%

Turn

Typ

eOv

erNA

Perm

Prot

NAPr

otecte

d Pha

ses

12

1Fr

eePe

rmitte

d Pha

ses

2Ac

tuated

Gre

en, G

(s)

32.8

40.4

40.4

32.8

82.2

Effec

tive G

reen

, g (s

)32

.840

.440

.432

.882

.2Ac

tuated

g/C

Ratio

0.40

0.49

0.49

0.40

1.00

Clea

ranc

e Tim

e (s)

4.05.0

5.04.0

Vehic

le Ex

tensio

n (s)

3.03.0

3.03.0

Lane

Grp

Cap

(vph

)10

5785

372

412

8317

45v/s

Rati

o Pro

tc0

.35c0

.440.2

70.3

8v/s

Rati

o Per

m0.0

4v/c

Rati

o0.8

70.9

00.0

70.6

90.3

8Un

iform

Dela

y, d1

22.8

19.1

11.0

20.5

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d28.2

12.7

0.01.6

0.6De

lay (s

)31

.031

.811

.122

.00.6

Leve

l of S

ervic

eC

CB

CA

Appr

oach

Dela

y (s)

31.0

30.0

12.9

Appr

oach

LOS

CC

B

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y22

.3HC

M 20

00 Le

vel o

f Ser

vice

CHC

M 20

00 V

olume

to C

apac

ity ra

tio0.8

9Ac

tuated

Cyc

le Le

ngth

(s)

82.2

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n75

.2%IC

U Le

vel o

f Ser

vice

DAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)99

412

59

615

156

35v/c

Rati

o0.8

40.1

20.1

00.5

00.5

80.1

3Co

ntrol

Delay

19.6

1.935

.17.5

35.8

10.1

Queu

e Dela

y0.0

0.00.0

0.00.0

0.0To

tal D

elay

19.6

1.935

.17.5

35.8

10.1

Queu

e Len

gth 50

th (ft

)24

50

410

160

0Qu

eue L

ength

95th

(ft)

#749

2219

219

120

22Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)11

8810

5092

1276

653

604

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.8

40.1

20.1

00.4

80.2

40.0

6

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)96

412

19

597

151

34Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h99

412

59

615

156

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h11

2495

515

1251

198

177

Arriv

e On G

reen

0.64

0.64

0.01

0.71

0.13

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

994

125

961

515

60

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

28.1

2.00.3

9.35.8

0.0Cy

cle Q

Clea

r(g_c

), s

28.1

2.00.3

9.35.8

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1124

955

1512

5119

817

7V/

C Ra

tio(X

)0.8

80.1

30.5

80.4

90.7

90.0

0Av

ail C

ap(c_

a), v

eh/h

1247

1060

111

1474

784

699

HCM

Plato

on R

atio

1.00

1.00

1.00

1.00

1.00

1.00

Upstr

eam

Filter

(I)1.0

01.0

01.0

01.0

01.0

00.0

0Un

iform

Dela

y (d)

, s/ve

h9.0

4.329

.63.8

25.4

0.0Inc

r Dela

y (d2

), s/v

eh7.3

0.130

.10.3

6.70.0

Initia

l Q D

elay(d

3),s/

veh

0.00.0

0.00.0

0.00.0

%ile

Bac

kOfQ

(50%

),veh

/ln15

.50.8

0.34.4

2.90.0

LnGr

p Dela

y(d),s

/veh

16.3

4.359

.74.1

32.1

0.0Ln

Grp L

OSB

AE

AC

Appr

oach

Vol,

veh/h

1119

624

156

Appr

oach

Dela

y, s/v

eh15

.04.9

32.1

Appr

oach

LOS

BA

C

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s11

.64.6

43.8

48.4

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

.04.0

42.5

50.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s7.8

2.330

.111

.3Gr

een E

xt Tim

e (p_

c), s

0.40.0

8.215

.8

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay13

.1HC

M 20

10 LO

SB

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh12

.9

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

674

551

2950

68

472

658

36

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor95

9595

9595

9595

9595

9595

95He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

678

454

3153

38

492

688

36

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll54

10

078

40

013

9613

9978

414

3013

9553

7

S

tage 1

--

--

--

797

797

-59

859

8-

Stag

e 2-

--

--

-59

960

2-

832

797

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

998

--

808

--

6779

330

101

127

525

Stag

e 1-

--

--

-27

228

6-

463

466

-

S

tage 2

--

--

--

379

379

-33

937

3-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r99

8-

-80

8-

-63

7633

076

121

525

Mov C

ap-2

Man

euve

r-

--

--

-63

76-

7612

1-

Stag

e 1-

--

--

-27

028

4-

460

448

-

S

tage 2

--

--

--

358

364

-26

537

1-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.515

7.539

.1HC

M LO

SF

E

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

118

998

--

808

--

8552

5HC

M La

ne V

/C R

atio

1.017

0.006

--

0.038

--

0.136

0.012

HCM

Contr

ol De

lay (s

)15

7.58.6

--

9.6-

-53

.911

.9HC

M La

ne LO

SF

A-

-A

--

FB

HCM

95th

%tile

Q(ve

h)6.8

0-

-0.1

--

0.50

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Unsig

naliz

ed In

terse

ction

Cap

acity

Ana

lysis

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)6

745

5129

506

847

265

83

6Si

gn C

ontro

lFr

eeFr

eeSt

opSt

opGr

ade

4%2%

7%1%

Peak

Hou

r Fac

tor0.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

5Ho

urly

flow

rate

(vph)

678

454

3153

38

492

688

36

Pede

strian

sLa

ne W

idth (

ft)W

alking

Spe

ed (f

t/s)

Perce

nt Bl

ocka

geRi

ght tu

rn fla

re (v

eh)

2Me

dian t

ype

None

None

Media

n stor

age v

eh)

Upstr

eam

signa

l (ft)

pX, p

latoo

n unb

locke

dvC

, con

flictin

g volu

me54

183

813

9513

9978

414

6414

4853

7vC

1, sta

ge 1

conf

vol

vC2,

stage

2 co

nf vo

lvC

u, un

block

ed vo

l54

183

813

9513

9978

414

6414

4853

7tC

, sing

le (s)

4.24.2

7.26.6

6.37.2

6.66.3

tC, 2

stag

e (s)

tF (s

)2.3

2.33.6

4.13.4

3.64.1

3.4p0

queu

e fre

e %99

9654

9882

9097

99cM

capa

city (

veh/h

)99

877

110

713

038

381

121

532

Dire

ction

, Lan

e #EB

1EB

2EB

3W

B 1

WB

2NB

1NB

2SB

1Vo

lume T

otal

678

454

3154

152

6818

Volum

e Left

60

031

049

08

Volum

e Righ

t0

054

08

068

6cS

H99

817

0017

0077

117

0010

838

314

2Vo

lume t

o Cap

acity

0.01

0.46

0.03

0.04

0.32

0.48

0.18

0.13

Queu

e Len

gth 95

th (ft

)0

00

30

5316

11Co

ntrol

Delay

(s)

8.60.0

0.09.9

0.065

.816

.436

.4La

ne LO

SA

AF

CE

Appr

oach

Dela

y (s)

0.10.5

37.6

36.4

Appr

oach

LOS

EE

Inter

secti

on S

umma

ryAv

erag

e Dela

y 3.6

Inter

secti

on C

apac

ity U

tiliza

tion

56.6%

ICU

Leve

l of S

ervic

e B

Analy

sis P

eriod

(min)

15

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh7.2

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

674

551

2950

68

472

658

36

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

100

-0

--

60Ve

h in M

edian

Stor

age,

#-

0-

-0

--

0-

-0

-Gr

ade,

%-

4-

-2

--

7-

-1

-Pe

ak H

our F

actor

9595

9595

9595

9595

9595

9595

Heav

y Veh

icles

, %8

88

88

88

88

88

8Mv

mt F

low6

784

5431

533

849

268

83

6

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll54

10

078

40

013

9613

9978

413

9613

9553

7

S

tage 1

--

--

--

797

797

-59

859

8-

Stag

e 2-

--

--

-59

960

2-

798

797

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

998

--

808

--

6779

330

106

127

525

Stag

e 1-

--

--

-27

228

6-

463

466

-

S

tage 2

--

--

--

379

379

-35

537

3-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r99

8-

-80

8-

-63

7633

079

121

525

Mov C

ap-2

Man

euve

r-

--

--

-63

76-

7912

1-

Stag

e 1-

--

--

-27

028

4-

460

448

-

S

tage 2

--

--

--

358

364

-27

837

1-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.584

.638

.2HC

M LO

SF

E

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1N

BLn2

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

6333

099

8-

-80

8-

-87

525

HCM

Lane

V/C

Rati

o0.8

190.2

070.0

06-

-0.0

38-

-0.1

330.0

12HC

M Co

ntrol

Delay

(s)

172.1

18.7

8.6-

-9.6

--

52.6

11.9

HCM

Lane

LOS

FC

A-

-A

--

FB

HCM

95th

%tile

Q(ve

h)3.7

0.80

--

0.1-

-0.4

0

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)10

3178

764

940

551

v/c R

atio

0.93

0.93

0.09

0.70

0.32

Contr

ol De

lay43

.242

.28.1

26.8

0.5Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

43.2

42.2

8.126

.80.5

Queu

e Len

gth 50

th (ft

)35

244

010

252

0Qu

eue L

ength

95th

(ft)

#507

#699

3232

50

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

110

370

Base

Cap

acity

(vph

)11

5692

480

014

0317

45St

arva

tion C

ap R

educ

tn0

00

00

Spillb

ack C

ap R

educ

tn0

00

00

Stor

age C

ap R

educ

tn0

00

00

Redu

ced v

/c Ra

tio0.8

90.8

50.0

80.6

70.3

2

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

096

974

060

884

518

Ideal

Flow

(vphp

l)19

0019

0019

0019

0019

0019

00Gr

ade (

%)

6%10

%9%

Total

Lost

time (

s)4.0

5.05.0

4.04.0

Lane

Util.

Fac

tor0.8

81.0

01.0

00.9

71.0

0Fr

t0.8

51.0

00.8

51.0

01.0

0Flt

Pro

tected

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5117

3614

7532

1617

45Flt

Per

mitte

d1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

1736

1475

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

40.9

40.9

40.9

40.9

40.9

4Ad

j. Flow

(vph

)0

1031

787

6494

055

1RT

OR R

educ

tion (

vph)

00

016

00

Lane

Gro

up F

low (v

ph)

010

3178

748

940

551

Heav

y Veh

icles

(%)

4%4%

4%4%

4%4%

Turn

Typ

eOv

erNA

Perm

Prot

NAPr

otecte

d Pha

ses

12

1Fr

eePe

rmitte

d Pha

ses

2Ac

tuated

Gre

en, G

(s)

39.5

46.2

46.2

39.5

94.7

Effec

tive G

reen

, g (s

)39

.546

.246

.239

.594

.7Ac

tuated

g/C

Ratio

0.42

0.49

0.49

0.42

1.00

Clea

ranc

e Tim

e (s)

4.05.0

5.04.0

Vehic

le Ex

tensio

n (s)

3.03.0

3.03.0

Lane

Grp

Cap

(vph

)11

0584

671

913

4117

45v/s

Rati

o Pro

tc0

.39c0

.450.2

90.3

2v/s

Rati

o Per

m0.0

3v/c

Rati

o0.9

30.9

30.0

70.7

00.3

2Un

iform

Dela

y, d1

26.3

22.7

12.8

22.7

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d213

.816

.50.0

1.70.5

Delay

(s)

40.2

39.3

12.9

24.4

0.5Le

vel o

f Ser

vice

DD

BC

AAp

proa

ch D

elay (

s)40

.237

.315

.6Ap

proa

ch LO

SD

DB

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y28

.6HC

M 20

00 Le

vel o

f Ser

vice

CHC

M 20

00 V

olume

to C

apac

ity ra

tio0.9

3Ac

tuated

Cyc

le Le

ngth

(s)

94.7

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n80

.3%IC

U Le

vel o

f Ser

vice

DAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)92

411

016

657

178

44v/c

Rati

o0.8

10.1

10.1

80.5

60.5

70.1

5Co

ntrol

Delay

19.6

1.953

.79.2

41.1

18.3

Queu

e Dela

y0.0

0.00.0

0.00.0

0.0To

tal D

elay

19.6

1.953

.79.2

41.1

18.3

Queu

e Len

gth 50

th (ft

)26

10

714

169

5Qu

eue L

ength

95th

(ft)

715

2036

293

191

40Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)15

2113

0787

1564

615

568

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.6

10.0

80.1

80.4

20.2

90.0

8

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)89

610

716

637

173

43Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h92

411

016

657

178

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h11

3696

626

1260

221

198

Arriv

e On G

reen

0.65

0.65

0.02

0.72

0.14

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

924

110

1665

717

80

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

26.8

1.90.7

11.5

7.50.0

Cycle

Q C

lear(g

_c),

s26

.81.9

0.711

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0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1136

966

2612

6022

119

8V/

C Ra

tio(X

)0.8

10.1

10.6

30.5

20.8

00.0

0Av

ail C

ap(c_

a), v

eh/h

1865

1585

9820

6168

761

3HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

9.04.6

33.5

4.328

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Incr D

elay (

d2),

s/veh

1.50.1

22.5

0.36.7

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

13.3

0.80.5

5.63.7

0.0Ln

Grp D

elay(d

),s/ve

h10

.54.7

55.9

4.635

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p LOS

BA

EA

DAp

proa

ch V

ol, ve

h/h10

3467

317

8Ap

proa

ch D

elay,

s/veh

9.95.9

35.1

Appr

oach

LOS

AA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s13

.75.0

49.7

54.7

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

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72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s9.5

2.728

.813

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een E

xt Tim

e (p_

c), s

0.50.0

15.4

16.8

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay10

.8HC

M 20

10 LO

SB

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh37

.6

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

485

654

2853

52

730

4911

114

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor96

9696

9696

9696

9696

9696

96He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

489

256

2955

72

760

5111

115

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll55

90

089

20

015

1715

1889

215

4315

1755

8

S

tage 1

--

--

--

900

900

-61

761

7-

Stag

e 2-

--

--

-61

761

8-

926

900

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

983

--

736

--

~ 52

6427

983

106

510

Stag

e 1-

--

--

-22

924

6-

452

456

-

S

tage 2

--

--

--

368

371

-29

933

2-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r98

3-

-73

6-

-~

4861

279

6610

151

0Mo

v Cap

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aneu

ver

--

--

--

~ 48

61-

6610

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Stag

e 1-

--

--

-22

824

5-

450

438

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S

tage 2

--

--

--

343

356

-24

333

1-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0

0.5$ 4

90.5

38.7

HCM

LOS

FE

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

7298

3-

-73

6-

-68

510

HCM

Lane

V/C

Rati

o1.7

650.0

04-

-0.0

4-

-0.1

840.0

29HC

M Co

ntrol

Delay

(s)

$ 490

.58.7

--

10.1

--

69.5

12.3

HCM

Lane

LOS

FA

--

B-

-F

BHC

M 95

th %

tile Q

(veh)

11.2

0-

-0.1

--

0.60.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)92

411

016

581

254

44v/c

Rati

o0.8

50.1

10.2

00.5

20.6

80.1

3Co

ntrol

Delay

24.5

2.258

.210

.444

.321

.6Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y24

.52.2

58.2

10.4

44.3

21.6

Queu

e Len

gth 50

th (ft

)32

80

814

711

39

Queu

e Len

gth 95

th (ft

)#8

3322

3728

427

145

Inter

nal L

ink D

ist (f

t)31

7136

580

1Tu

rn B

ay Le

ngth

(ft)

320

370

50Ba

se C

apac

ity (v

ph)

1450

1252

8215

2458

153

3St

arva

tion C

ap R

educ

tn0

00

00

0Sp

illbac

k Cap

Red

uctn

00

00

00

Stor

age C

ap R

educ

tn0

00

00

0Re

duce

d v/c

Ratio

0.64

0.09

0.20

0.38

0.44

0.08

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)89

610

716

564

246

43Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h92

411

016

581

254

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h10

9392

925

1204

298

266

Arriv

e On G

reen

0.62

0.62

0.02

0.69

0.19

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

924

110

1658

125

40

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

32.6

2.30.7

12.1

12.2

0.0Cy

cle Q

Clea

r(g_c

), s

32.6

2.30.7

12.1

12.2

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1093

929

2512

0429

826

6V/

C Ra

tio(X

)0.8

50.1

20.6

40.4

80.8

50.0

0Av

ail C

ap(c_

a), v

eh/h

1641

1394

8618

1260

454

0HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

11.8

6.038

.15.7

30.4

0.0Inc

r Dela

y (d2

), s/v

eh2.7

0.123

.90.3

6.80.0

Initia

l Q D

elay(d

3),s/

veh

0.00.0

0.00.0

0.00.0

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Bac

kOfQ

(50%

),veh

/ln16

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0.55.7

5.80.0

LnGr

p Dela

y(d),s

/veh

14.5

6.162

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37.2

0.0Ln

Grp L

OSB

AE

AD

Appr

oach

Vol,

veh/h

1034

597

254

Appr

oach

Dela

y, s/v

eh13

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37.2

Appr

oach

LOS

BA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

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.85.2

53.8

59.0

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

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72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s14

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34.6

14.1

Gree

n Ext

Time (

p_c),

s0.7

0.013

.715

.4

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay14

.8HC

M 20

10 LO

SB

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh1.5

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

485

654

2853

52

00

4911

114

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

100

-0

--

60Ve

h in M

edian

Stor

age,

#-

0-

-0

--

0-

-0

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ade,

%-

4-

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--

7-

-1

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ak H

our F

actor

9696

9696

9696

9696

9696

9696

Heav

y Veh

icles

, %8

88

88

88

88

88

8Mv

mt F

low4

892

5629

557

20

051

111

15

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll55

90

089

20

015

1715

1889

215

1715

1755

8

S

tage 1

--

--

--

900

900

-61

761

7-

Stag

e 2-

--

--

-61

761

8-

900

900

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

983

--

736

--

5264

279

8710

651

0

S

tage 1

--

--

--

229

246

-45

245

6-

Stag

e 2-

--

--

-36

837

1-

309

332

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

983

--

736

--

4861

279

6910

151

0Mo

v Cap

-2 M

aneu

ver

--

--

--

4861

-69

101

-

S

tage 1

--

--

--

228

245

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043

8-

Stag

e 2-

--

--

-34

335

6-

251

331

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0

0.520

.837

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M LO

SC

E

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1N

BLn2

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

-27

998

3-

-73

6-

-71

510

HCM

Lane

V/C

Rati

o-

0.183

0.004

--

0.04

--

0.176

0.029

HCM

Contr

ol De

lay (s

)0

20.8

8.7-

-10

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-66

.212

.3HC

M La

ne LO

SA

CA

--

B-

-F

BHC

M 95

th %

tile Q

(veh)

-0.7

0-

-0.1

--

0.60.1

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TNB

RSB

LSB

TLa

ne G

roup

Flow

(vph

)73

366

778

683

645

v/c R

atio

0.76

0.81

0.11

0.59

0.37

Contr

ol De

lay24

.322

.23.3

18.6

0.6Qu

eue D

elay

0.00.0

0.00.0

0.0To

tal D

elay

24.3

22.2

3.318

.60.6

Queu

e Len

gth 50

th (ft

)12

620

32

970

Queu

e Len

gth 95

th (ft

)#2

5633

219

176

0Int

erna

l Link

Dist

(ft)

1614

2081

Turn

Bay

Leng

th (ft

)11

037

0Ba

se C

apac

ity (v

ph)

1160

1171

1018

1408

1745

Star

vatio

n Cap

Red

uctn

00

00

0Sp

illbac

k Cap

Red

uctn

00

00

0St

orag

e Cap

Red

uctn

00

00

0Re

duce

d v/c

Ratio

0.63

0.57

0.08

0.49

0.37

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

069

663

474

649

613

Ideal

Flow

(vphp

l)19

0019

0019

0019

0019

0019

00Gr

ade (

%)

6%10

%9%

Total

Lost

time (

s)4.0

5.05.0

4.04.0

Lane

Util.

Fac

tor0.8

81.0

01.0

00.9

71.0

0Fr

t0.8

51.0

00.8

51.0

01.0

0Flt

Pro

tected

1.00

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5117

3614

7532

1617

45Flt

Per

mitte

d1.0

01.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

1736

1475

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

50.9

50.9

50.9

50.9

50.9

5Ad

j. Flow

(vph

)0

733

667

7868

364

5RT

OR R

educ

tion (

vph)

00

036

00

Lane

Gro

up F

low (v

ph)

073

366

742

683

645

Heav

y Veh

icles

(%)

4%4%

4%4%

4%4%

Turn

Typ

eOv

erNA

Perm

Prot

NAPr

otecte

d Pha

ses

12

1Fr

eePe

rmitte

d Pha

ses

2Ac

tuated

Gre

en, G

(s)

20.9

27.4

27.4

20.9

57.3

Effec

tive G

reen

, g (s

)20

.927

.427

.420

.957

.3Ac

tuated

g/C

Ratio

0.36

0.48

0.48

0.36

1.00

Clea

ranc

e Tim

e (s)

4.05.0

5.04.0

Vehic

le Ex

tensio

n (s)

3.03.0

3.03.0

Lane

Grp

Cap

(vph

)96

683

070

511

7317

45v/s

Rati

o Pro

tc0

.28c0

.380.2

10.3

7v/s

Rati

o Per

m0.0

3v/c

Rati

o0.7

60.8

00.0

60.5

80.3

7Un

iform

Dela

y, d1

16.0

12.7

8.014

.70.0

Prog

ress

ion F

actor

1.00

1.00

1.00

1.00

1.00

Incre

menta

l Dela

y, d2

3.55.7

0.00.7

0.6De

lay (s

)19

.518

.38.1

15.4

0.6Le

vel o

f Ser

vice

BB

AB

AAp

proa

ch D

elay (

s)19

.517

.38.2

Appr

oach

LOS

BB

A

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y13

.6HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.7

8Ac

tuated

Cyc

le Le

ngth

(s)

57.3

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n65

.2%IC

U Le

vel o

f Ser

vice

CAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)63

083

972

291

9v/c

Rati

o0.5

10.0

80.0

60.5

70.3

20.0

3Co

ntrol

Delay

8.52.0

28.6

7.824

.813

.1Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y8.5

2.028

.67.8

24.8

13.1

Queu

e Len

gth 50

th (ft

)87

03

110

270

Queu

e Len

gth 95

th (ft

)27

116

1723

272

11Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)14

1512

1813

916

0297

987

9St

arva

tion C

ap R

educ

tn0

00

00

0Sp

illbac

k Cap

Red

uctn

00

00

00

Stor

age C

ap R

educ

tn0

00

00

0Re

duce

d v/c

Ratio

0.45

0.07

0.06

0.45

0.09

0.01

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)58

677

867

185

8Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h63

083

972

291

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

30.9

30.9

30.9

30.9

30.9

3Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h99

684

616

1191

112

100

Arriv

e On G

reen

0.57

0.57

0.01

0.68

0.07

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

630

839

722

910

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

9.31.0

0.28.6

2.20.0

Cycle

Q C

lear(g

_c),

s9.3

1.00.2

8.62.2

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

996

846

1611

9111

210

0V/

C Ra

tio(X

)0.6

30.1

00.5

70.6

10.8

10.0

0Av

ail C

ap(c_

a), v

eh/h

1955

1661

174

2311

1229

1097

HCM

Plato

on R

atio

1.00

1.00

1.00

1.00

1.00

1.00

Upstr

eam

Filter

(I)1.0

01.0

01.0

01.0

01.0

00.0

0Un

iform

Dela

y (d)

, s/ve

h5.6

3.818

.93.3

17.5

0.0Inc

r Dela

y (d2

), s/v

eh0.7

0.027

.90.5

13.0

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

4.60.4

0.24.2

1.30.0

LnGr

p Dela

y(d),s

/veh

6.33.9

46.8

3.830

.50.0

LnGr

p LOS

AA

DA

CAp

proa

ch V

ol, ve

h/h71

373

191

Appr

oach

Dela

y, s/v

eh6.0

4.430

.5Ap

proa

ch LO

SA

AC

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s6.7

4.427

.231

.5Ch

ange

Per

iod (Y

+Rc),

s4.0

4.05.5

5.5Ma

x Gre

en S

etting

(Gma

x), s

30.0

4.042

.550

.5Ma

x Q C

lear T

ime (

g_c+

I1), s

4.22.2

11.3

10.6

Gree

n Ext

Time (

p_c),

s0.2

0.010

.411

.1

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay6.7

HCM

2010

LOS

A

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh18

.3

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

455

140

2858

63

730

461

05

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor92

9292

9292

9292

9292

9292

92He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

459

943

3063

73

790

501

05

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll64

00

059

90

013

0713

0959

913

3213

0763

9

S

tage 1

--

--

--

608

608

-69

969

9-

Stag

e 2-

--

--

-69

970

1-

633

608

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

916

--

949

--

8093

437

118

144

457

Stag

e 1-

--

--

-37

337

6-

405

416

-

S

tage 2

--

--

--

321

329

-44

246

1-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r91

6-

-94

9-

-~

7790

437

102

139

457

Mov C

ap-2

Man

euve

r-

--

--

-~

7790

-10

213

9-

Stag

e 1-

--

--

-37

137

4-

403

403

-

S

tage 2

--

--

--

307

319

-39

045

9-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.420

1.617

.6HC

M LO

SF

C

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

113

916

--

949

--

102

457

HCM

Lane

V/C

Rati

o1.1

450.0

05-

-0.0

32-

-0.0

110.0

12HC

M Co

ntrol

Delay

(s)

201.6

8.9-

-8.9

--

40.7

13HC

M La

ne LO

SF

A-

-A

--

EB

HCM

95th

%tile

Q(ve

h)8.1

0-

-0.1

--

00

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)15

5082

713

8359

8v/c

Rati

o0.9

40.9

10.6

90.3

4Co

ntrol

Delay

28.5

44.5

13.4

0.5Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y28

.544

.513

.40.5

Queu

e Len

gth 50

th (ft

)41

222

524

30

Queu

e Len

gth 95

th (ft

)#6

38#3

3831

70

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)16

8693

620

4617

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.92

0.88

0.68

0.34

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

014

2657

019

012

7255

0Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

61.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5131

7432

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3174

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

20.9

20.9

20.9

20.9

20.9

2Ad

j. Flow

(vph

)0

1550

620

207

1383

598

RTOR

Red

uctio

n (vp

h)0

036

00

0La

ne G

roup

Flow

(vph

)0

1550

791

013

8359

8He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

54.8

24.3

54.8

88.1

Effec

tive G

reen

, g (s

)54

.824

.354

.888

.1Ac

tuated

g/C

Ratio

0.62

0.28

0.62

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)16

4887

520

0017

45v/s

Rati

o Pro

tc0

.58c0

.250.4

30.3

4v/s

Rati

o Per

mv/c

Rati

o0.9

40.9

00.6

90.3

4Un

iform

Dela

y, d1

15.2

30.8

11.0

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d211

.112

.61.0

0.5De

lay (s

)26

.243

.312

.10.5

Leve

l of S

ervic

eC

DB

AAp

proa

ch D

elay (

s)26

.243

.38.6

Appr

oach

LOS

CD

A

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y21

.5HC

M 20

00 Le

vel o

f Ser

vice

CHC

M 20

00 V

olume

to C

apac

ity ra

tio0.9

3Ac

tuated

Cyc

le Le

ngth

(s)

88.1

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n79

.2%IC

U Le

vel o

f Ser

vice

DAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)10

0316

343

1536

164

54v/c

Rati

o0.8

10.1

50.4

81.1

50.6

90.2

2Co

ntrol

Delay

20.4

1.867

.295

.558

.218

.1Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y20

.41.8

67.2

95.5

58.2

18.1

Queu

e Len

gth 50

th (ft

)48

11

28~1

219

104

8Qu

eue L

ength

95th

(ft)

#933

27#7

3#1

627

174

43Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)12

3911

0091

1331

461

440

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.8

10.1

50.4

71.1

50.3

60.1

2

Inter

secti

on S

umma

ry~

Volu

me ex

ceed

s cap

acity

, que

ue is

theo

retic

ally i

nfinit

e.

Que

ue sh

own i

s max

imum

after

two c

ycles

.#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)92

315

040

1413

151

50Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h10

0316

343

1536

164

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

20.9

20.9

20.9

20.9

20.9

2Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h12

4710

6053

1366

196

175

Arriv

e On G

reen

0.71

0.71

0.03

0.78

0.13

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

1003

163

4315

3616

40

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

38.8

3.62.6

78.5

10.3

0.0Cy

cle Q

Clea

r(g_c

), s

38.8

3.62.6

78.5

10.3

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1247

1060

5313

6619

617

5V/

C Ra

tio(X

)0.8

00.1

50.8

11.1

20.8

40.0

0Av

ail C

ap(c_

a), v

eh/h

1247

1060

9913

6649

844

5HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

9.94.8

48.4

11.0

43.0

0.0Inc

r Dela

y (d2

), s/v

eh3.9

0.124

.266

.09.1

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

19.8

1.51.5

61.9

5.00.0

LnGr

p Dela

y(d),s

/veh

13.9

4.972

.677

.152

.10.0

LnGr

p LOS

BA

EF

DAp

proa

ch V

ol, ve

h/h11

6615

7916

4Ap

proa

ch D

elay,

s/veh

12.6

77.0

52.1

Appr

oach

LOS

BE

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s16

.67.2

76.8

84.0

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s32

.06.0

68.5

78.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s12

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40.8

80.5

Gree

n Ext

Time (

p_c),

s0.4

0.024

.90.0

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay49

.8HC

M 20

10 LO

SD

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh6.3

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

575

030

4011

7010

100

303

46

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor93

9393

9393

9393

9393

9393

93He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

580

632

4312

5811

110

323

46

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll12

690

080

60

021

6921

7280

621

8221

6612

63

S

tage 1

--

--

--

817

817

-13

4913

49-

Stag

e 2-

--

--

-13

5213

55-

833

817

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

528

--

793

--

1419

319

2840

194

Stag

e 1-

--

--

-26

327

8-

167

198

-

S

tage 2

--

--

--

106

125

-33

836

5-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r52

8-

-79

3-

-12

1831

924

3719

4Mo

v Cap

-2 M

aneu

ver

--

--

--

1218

-24

37-

Stag

e 1-

--

--

-26

127

5-

165

187

-

S

tage 2

--

--

--

9511

8-

301

362

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.328

2.998

HCM

LOS

FF

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

4352

8-

-79

3-

-30

194

HCM

Lane

V/C

Rati

o1

0.01

--

0.054

--

0.251

0.033

HCM

Contr

ol De

lay (s

)28

2.911

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-9.8

--

161.3

24.2

HCM

Lane

LOS

FB

--

A-

-F

CHC

M 95

th %

tile Q

(veh)

40

--

0.2-

-0.8

0.1

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)10

8611

0711

2971

0v/c

Rati

o0.8

50.8

40.7

30.4

1Co

ntrol

Delay

26.7

28.9

20.5

0.7Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y26

.728

.920

.50.7

Queu

e Len

gth 50

th (ft

)29

027

824

80

Queu

e Len

gth 95

th (ft

)39

436

632

50

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)14

6815

1217

8117

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.74

0.73

0.63

0.41

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

010

1083

020

010

5066

0Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

71.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5132

0232

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3202

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

30.9

30.9

30.9

30.9

30.9

3Ad

j. Flow

(vph

)0

1086

892

215

1129

710

RTOR

Red

uctio

n (vp

h)0

024

00

0La

ne G

roup

Flow

(vph

)0

1086

1083

011

2971

0He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

39.5

32.9

39.5

81.4

Effec

tive G

reen

, g (s

)39

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tuated

g/C

Ratio

0.49

0.40

0.49

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)12

8612

9415

6017

45v/s

Rati

o Pro

tc0

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50.4

1v/s

Rati

o Per

mv/c

Rati

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40.8

40.7

20.4

1Un

iform

Dela

y, d1

18.3

21.8

16.6

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d25.3

4.91.7

0.7De

lay (s

)23

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Leve

l of S

ervic

eC

CB

AAp

proa

ch D

elay (

s)23

.526

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proa

ch LO

SC

CB

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y18

.9HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.8

4Ac

tuated

Cyc

le Le

ngth

(s)

81.4

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n72

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U Le

vel o

f Ser

vice

CAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)12

8915

510

876

165

41v/c

Rati

o0.9

90.1

40.1

60.6

60.6

80.1

7Co

ntrol

Delay

38.6

2.055

.910

.256

.118

.6Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y38

.62.0

55.9

10.2

56.1

18.6

Queu

e Len

gth 50

th (ft

)64

74

623

610

16

Queu

e Len

gth 95

th (ft

)#1

367

3126

476

179

37Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)13

0211

4063

1364

446

420

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.9

90.1

40.1

60.6

40.3

70.1

0

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)12

5015

010

850

160

40Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h12

8915

510

876

165

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h12

8210

9016

1363

197

176

Arriv

e On G

reen

0.73

0.73

0.01

0.78

0.13

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

1289

155

1087

616

50

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

72.5

3.10.6

22.1

10.2

0.0Cy

cle Q

Clea

r(g_c

), s

72.5

3.10.6

22.1

10.2

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1282

1090

1613

6319

717

6V/

C Ra

tio(X

)1.0

10.1

40.6

20.6

40.8

40.0

0Av

ail C

ap(c_

a), v

eh/h

1282

1090

6714

1647

242

2HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

13.5

4.149

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42.5

0.0Inc

r Dela

y (d2

), s/v

eh26

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32.7

0.99.0

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

43.6

1.30.4

10.8

4.90.0

LnGr

p Dela

y(d),s

/veh

39.9

4.181

.75.8

51.5

0.0Ln

Grp L

OSF

AF

AD

Appr

oach

Vol,

veh/h

1444

886

165

Appr

oach

Dela

y, s/v

eh36

.16.7

51.5

Appr

oach

LOS

DA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s16

.55.0

78.0

83.0

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

.04.0

72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s12

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74.5

24.1

Gree

n Ext

Time (

p_c),

s0.4

0.00.0

33.8

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay26

.7HC

M 20

10 LO

SC

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh30

.1

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

1011

9030

2176

010

202

608

36

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor95

9595

9595

9595

9595

9595

95He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

1112

5332

2280

011

212

638

36

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll81

10

012

530

021

2521

2912

5321

5521

2380

5

S

tage 1

--

--

--

1274

1274

-84

984

9-

Stag

e 2-

--

--

-85

185

5-

1306

1274

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

789

--

535

--

~ 15

2116

029

4336

5

S

tage 1

--

--

--

121

141

-33

135

2-

Stag

e 2-

--

--

-24

926

3-

178

216

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

789

--

535

--

~ 13

2016

015

4136

5Mo

v Cap

-2 M

aneu

ver

--

--

--

~ 13

20-

1541

-

S

tage 1

--

--

--

119

139

-32

633

8-

Stag

e 2-

--

--

-23

225

2-

105

213

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.3$ 7

22.3

250.1

HCM

LOS

FF

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

4178

9-

-53

5-

-18

365

HCM

Lane

V/C

Rati

o2.1

050.0

13-

-0.0

41-

-0.6

430.0

17HC

M Co

ntrol

Delay

(s)

$ 722

.39.6

--

12-

-$ 37

8.415

HCM

Lane

LOS

FA

--

B-

-F

CHC

M 95

th %

tile Q

(veh)

9.20

--

0.1-

-1.7

0.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)11

8111

0111

9160

0v/c

Rati

o0.8

80.8

80.7

30.3

4Co

ntrol

Delay

28.1

33.5

19.9

0.5Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y28

.133

.519

.90.5

Queu

e Len

gth 50

th (ft

)31

929

025

70

Queu

e Len

gth 95

th (ft

)#4

55#4

1333

60

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)14

5913

6417

7117

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.81

0.81

0.67

0.34

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

011

1085

617

911

2056

4Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

71.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5132

1232

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3212

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

40.9

40.9

40.9

40.9

40.9

4Ad

j. Flow

(vph

)0

1181

911

190

1191

600

RTOR

Red

uctio

n (vp

h)0

020

00

0La

ne G

roup

Flow

(vph

)0

1181

1081

011

9160

0He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

43.1

32.7

43.1

84.8

Effec

tive G

reen

, g (s

)43

.132

.743

.184

.8Ac

tuated

g/C

Ratio

0.51

0.39

0.51

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)13

4712

3816

3417

45v/s

Rati

o Pro

tc0

.45c0

.340.3

70.3

4v/s

Rati

o Per

mv/c

Rati

o0.8

80.8

70.7

30.3

4Un

iform

Dela

y, d1

18.5

24.1

16.3

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d26.7

7.11.7

0.5De

lay (s

)25

.231

.217

.90.5

Leve

l of S

ervic

eC

CB

AAp

proa

ch D

elay (

s)25

.231

.212

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proa

ch LO

SC

CB

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y21

.1HC

M 20

00 Le

vel o

f Ser

vice

CHC

M 20

00 V

olume

to C

apac

ity ra

tio0.8

8Ac

tuated

Cyc

le Le

ngth

(s)

84.8

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n75

.7%IC

U Le

vel o

f Ser

vice

DAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)12

0513

919

898

189

52v/c

Rati

o0.9

60.1

30.3

10.6

90.7

20.2

0Co

ntrol

Delay

34.5

2.265

.411

.957

.620

.2Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y34

.52.2

65.4

11.9

57.6

20.2

Queu

e Len

gth 50

th (ft

)55

43

1226

711

510

Queu

e Len

gth 95

th (ft

)#1

282

2840

548

203

45Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)12

5711

0362

1334

436

414

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.9

60.1

30.3

10.6

70.4

30.1

3

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)11

6913

518

871

183

50Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h12

0513

919

898

189

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h12

4710

6027

1339

222

198

Arriv

e On G

reen

0.71

0.71

0.02

0.76

0.14

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

1205

139

1989

818

90

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

64.1

3.01.1

25.1

11.9

0.0Cy

cle Q

Clea

r(g_c

), s

64.1

3.01.1

25.1

11.9

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1247

1060

2713

3922

219

8V/

C Ra

tio(X

)0.9

70.1

30.7

00.6

70.8

50.0

0Av

ail C

ap(c_

a), v

eh/h

1260

1071

6613

9246

441

4HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

13.6

4.749

.55.8

42.4

0.0Inc

r Dela

y (d2

), s/v

eh17

.80.1

27.3

1.29.0

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

36.6

1.30.7

12.4

5.70.0

LnGr

p Dela

y(d),s

/veh

31.4

4.876

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51.4

0.0Ln

Grp L

OSC

AE

AD

Appr

oach

Vol,

veh/h

1344

917

189

Appr

oach

Dela

y, s/v

eh28

.68.4

51.4

Appr

oach

LOS

CA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

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s18

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c), s

4.04.0

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Max G

reen

Sett

ing (G

max),

s30

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72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s13

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66.1

27.1

Gree

n Ext

Time (

p_c),

s0.5

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30.0

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay22

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M 20

10 LO

SC

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh23

.1

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

811

8431

1982

74

230

3511

114

Confl

icting

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s, #/h

r0

00

00

00

00

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0Si

gn C

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l Fr

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eeFr

eeFr

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opSt

opSt

opSt

opSt

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Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

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--

0-

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--

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Grad

e, %

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--

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-7

--

1-

Peak

Hou

r Fac

tor96

9696

9696

9696

9696

9696

96He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

812

3332

2086

14

240

3611

115

Major

/Mino

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jor1

Major

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nor1

Mino

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nflict

ing F

low A

ll86

60

012

330

021

5421

5512

3321

7121

5386

4

S

tage 1

--

--

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1250

1250

-90

390

3-

Stag

e 2-

--

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490

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1268

1250

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itical

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4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

752

--

545

--

~ 14

2016

529

4133

7

S

tage 1

--

--

--

127

146

-30

833

1-

Stag

e 2-

--

--

-22

824

4-

187

222

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atoon

bloc

ked,

%-

--

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v Cap

-1 M

aneu

ver

752

--

545

--

~ 13

1916

522

3933

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v Cap

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ver

--

--

--

~ 13

19-

2239

-

S

tage 1

--

--

--

126

144

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531

9-

Stag

e 2-

--

--

-20

923

5-

144

220

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.3$ 7

92.2

137.9

HCM

LOS

FF

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

2975

2-

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5-

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337

HCM

Lane

V/C

Rati

o2.0

830.0

11-

-0.0

36-

-0.5

430.0

43HC

M Co

ntrol

Delay

(s)

$ 792

.29.8

--

11.9

--

279.8

16.2

HCM

Lane

LOS

FA

--

B-

-F

CHC

M 95

th %

tile Q

(veh)

7.10

--

0.1-

-1.6

0.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)84

610

0089

969

7v/c

Rati

o0.7

30.7

60.6

40.4

0Co

ntrol

Delay

18.4

19.3

15.7

0.7Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y18

.419

.315

.70.7

Queu

e Len

gth 50

th (ft

)14

215

512

90

Queu

e Len

gth 95

th (ft

)22

624

219

90

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)15

1316

8018

3617

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.56

0.60

0.49

0.40

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

080

474

220

885

466

2Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

71.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5131

8932

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3189

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

50.9

50.9

50.9

50.9

50.9

5Ad

j. Flow

(vph

)0

846

781

219

899

697

RTOR

Red

uctio

n (vp

h)0

038

00

0La

ne G

roup

Flow

(vph

)0

846

962

089

969

7He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

25.9

23.5

25.9

58.4

Effec

tive G

reen

, g (s

)25

.923

.525

.958

.4Ac

tuated

g/C

Ratio

0.44

0.40

0.44

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)11

7512

8314

2617

45v/s

Rati

o Pro

tc0

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80.4

0v/s

Rati

o Per

mv/c

Rati

o0.7

20.7

50.6

30.4

0Un

iform

Dela

y, d1

13.3

14.9

12.6

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d22.1

2.50.9

0.7De

lay (s

)15

.417

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.50.7

Leve

l of S

ervic

eB

BB

AAp

proa

ch D

elay (

s)15

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.47.9

Appr

oach

LOS

BB

A

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y12

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M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.7

3Ac

tuated

Cyc

le Le

ngth

(s)

58.4

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n62

.8%IC

U Le

vel o

f Ser

vice

BAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

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BTNB

LNB

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ne G

roup

Flow

(vph

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510

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976

9913

v/c R

atio

0.65

0.09

0.11

0.71

0.47

0.07

Contr

ol De

lay10

.91.6

37.2

10.3

37.5

14.5

Queu

e Dela

y0.0

0.00.0

0.00.0

0.0To

tal D

elay

10.9

1.637

.210

.337

.514

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eue L

ength

50th

(ft)

170

05

215

480

Queu

e Len

gth 95

th (ft

)#5

6718

19#4

5982

14Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)13

4511

6889

1376

631

572

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

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00

00

0St

orag

e Cap

Red

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00

00

00

Redu

ced v

/c Ra

tio0.6

50.0

90.1

10.7

10.1

60.0

2

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

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EBR

WBL

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NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

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410

19

908

9212

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143

85

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tial Q

(Qb)

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00

00

00

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Bike

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01.0

01.0

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rking

Bus

, Adj

1.00

1.00

1.00

1.00

1.00

1.00

Adj S

at Flo

w, ve

h/h/ln

1759

1759

1750

1750

1645

1645

Adj F

low R

ate, v

eh/h

875

109

1097

699

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

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tor0.9

30.9

30.9

30.9

30.9

30.9

3Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h11

4797

517

1293

125

112

Arriv

e On G

reen

0.65

0.65

0.01

0.74

0.08

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

875

109

1097

699

0Gr

p Sat

Flow(

s),ve

h/h/ln

1759

1495

1667

1750

1567

1398

Q Se

rve(g

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0.317

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cle Q

Clea

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Prop

In La

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01.0

01.0

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ne G

rp C

ap(c)

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4797

517

1293

125

112

V/C

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(X)

0.76

0.11

0.58

0.75

0.79

0.00

Avail

Cap

(c_a)

, veh

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2612

1212

716

8689

680

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M Pl

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Rati

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01.0

01.0

01.0

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ter(I)

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1.00

1.00

1.00

1.00

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Unifo

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elay (

d), s

/veh

6.33.4

25.8

4.023

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Incr D

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2.00.1

27.2

1.410

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Initia

l Q D

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3),s/

veh

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8.41.8

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Grp D

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AC

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Vol,

veh/h

984

986

99Ap

proa

ch D

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Appr

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AA

C

Timer

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78

Assig

ned P

hs2

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s Dur

ation

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Gree

n Ext

Time (

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Inter

secti

on S

umma

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M 20

10 C

trl De

lay8.2

HCM

2010

LOS

A

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh6.9

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

881

722

2189

35

180

301

05

Confl

icting

Ped

s, #/h

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00

00

00

00

00

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gn C

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l Fr

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opSt

opSt

opSt

opSt

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Cha

nneli

zed

--

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--

None

--

None

--

None

Stor

age L

ength

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--

--

--

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Veh i

n Med

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e, #

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Grad

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Peak

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tor92

9292

9292

9292

9292

9292

92He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

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824

2397

15

200

331

05

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Major

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nor1

Mino

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nflict

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ll97

60

088

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2419

2788

819

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2497

3

S

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--

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905

905

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Stag

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22-

922

905

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4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

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85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

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85.7

8-

Follo

w-up

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724.0

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723.5

724.0

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72Po

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aneu

ver

683

--

738

--

2330

281

4258

290

Stag

e 1-

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724

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263

290

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S

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187

206

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on bl

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Mov C

ap-1

Man

euve

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2928

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5529

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424

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260

281

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S

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--

--

178

200

-26

232

6-

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Delay

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0.225

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EBL

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Delay

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251.8

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--

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ne LO

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--

FC

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95th

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--

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1/2/20

15

Centr

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rans

porta

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Sync

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7282

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4Co

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13.7

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elay

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.145

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Queu

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gth 50

th (ft

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722

525

10

Queu

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Inter

nal L

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Cap

acity

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duce

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0.94

0.89

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Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

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city,

queu

e may

be lo

nger

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ue sh

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s max

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after

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porta

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ort

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Sign

alize

d Inte

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ment

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Con

figur

ation

sVo

lume (

vph)

014

4657

019

212

9555

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al Flo

w (vp

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1900

1900

1900

1900

1900

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e (%

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tal Lo

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e (s)

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80.9

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1745

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20.9

20.9

20.9

20.9

20.9

2Ad

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620

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00

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y, d1

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31.1

11.2

0.0Pr

ogre

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proa

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Appr

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CD

A

Inter

secti

on S

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M 20

00 C

ontro

l Dela

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M 20

00 Le

vel o

f Ser

vice

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M 20

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olume

to C

apac

ity ra

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4Ac

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le Le

ngth

(s)

88.8

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erse

ction

Cap

acity

Utili

zatio

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vel o

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3316

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1561

164

54v/c

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50.4

81.1

70.6

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2Co

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Delay

21.9

1.967

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3.458

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0.00.0

0.00.0

Total

Dela

y21

.91.9

67.2

103.4

58.2

18.1

Queu

e Len

gth 50

th (ft

)51

52

28~1

254

104

8Qu

eue L

ength

95th

(ft)

#979

28#7

3#1

664

174

43Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)12

3910

9891

1331

461

440

Star

vatio

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Red

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00

00

00

Spillb

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ap R

educ

tn0

00

00

0St

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00

00

00

Redu

ced v

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tio0.8

30.1

50.4

71.1

70.3

60.1

2

Inter

secti

on S

umma

ry~

Volu

me ex

ceed

s cap

acity

, que

ue is

theo

retic

ally i

nfinit

e.

Que

ue sh

own i

s max

imum

after

two c

ycles

.#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

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015

040

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414

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l Q (Q

b), v

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00

00

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d-Bi

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dj1.0

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01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

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5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

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3316

343

1561

164

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

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20.9

20.9

20.9

20.9

20.9

2Pe

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Heav

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88

88

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h/h12

4710

6053

1366

196

175

Arriv

e On G

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0.71

0.71

0.03

0.78

0.13

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

1033

163

4315

6116

40

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

41.7

3.62.6

78.5

10.3

0.0Cy

cle Q

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41.7

3.62.6

78.5

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op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1247

1060

5313

6619

617

5V/

C Ra

tio(X

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50.8

11.1

40.8

40.0

0Av

ail C

ap(c_

a), v

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1247

1060

9913

6649

844

5HC

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atoon

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01.0

01.0

01.0

01.0

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ter(I)

1.00

1.00

1.00

1.00

1.00

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Unifo

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4.848

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Incr D

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73.4

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Initia

l Q D

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Appr

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Vol,

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1604

164

Appr

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Dela

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proa

ch LO

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Timer

12

34

56

78

Assig

ned P

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s Dur

ation

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76.8

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Chan

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c), s

4.04.0

5.55.5

Max G

reen

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ing (G

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68.5

78.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s12

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43.7

80.5

Gree

n Ext

Time (

p_c),

s0.4

0.022

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Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay53

.9HC

M 20

10 LO

SD

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh47

.5

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

575

057

5011

7010

330

383

46

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor93

9393

9393

9393

9393

9393

93He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

580

661

5412

5811

350

413

46

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll12

690

080

60

021

9021

9380

622

0921

8812

63

S

tage 1

--

--

--

817

817

-13

7113

71-

Stag

e 2-

--

--

-13

7313

76-

838

817

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

528

--

793

--

~ 13

1931

927

3919

4

S

tage 1

--

--

--

263

278

-16

219

3-

Stag

e 2-

--

--

-10

212

1-

336

365

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

528

--

793

--

~ 11

1831

922

3619

4Mo

v Cap

-2 M

aneu

ver

--

--

--

~ 11

18-

2236

-

S

tage 1

--

--

--

261

275

-16

018

0-

Stag

e 2-

--

--

-90

113

-29

036

2-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.4$ 1

394.8

105.7

HCM

LOS

FF

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

2352

8-

-79

3-

-28

194

HCM

Lane

V/C

Rati

o3.3

190.0

1-

-0.0

68-

-0.2

690.0

33HC

M Co

ntrol

Delay

(s)

$ 139

4.811

.9-

-9.9

--

175.5

24.2

HCM

Lane

LOS

FB

--

A-

-F

CHC

M 95

th %

tile Q

(veh)

9.60

--

0.2-

-0.8

0.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)11

1111

0911

5171

0v/c

Rati

o0.8

60.8

50.7

30.4

1Co

ntrol

Delay

27.7

29.4

20.8

0.7Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y27

.729

.420

.80.7

Queu

e Len

gth 50

th (ft

)30

128

025

60

Queu

e Len

gth 95

th (ft

)#4

2036

733

50

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)14

4114

8517

4917

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.77

0.75

0.66

0.41

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

010

3383

020

210

7066

0Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

71.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5132

0132

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3201

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

30.9

30.9

30.9

30.9

30.9

3Ad

j. Flow

(vph

)0

1111

892

217

1151

710

RTOR

Red

uctio

n (vp

h)0

024

00

0La

ne G

roup

Flow

(vph

)0

1111

1085

011

5171

0He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

40.3

33.2

40.3

82.5

Effec

tive G

reen

, g (s

)40

.333

.240

.382

.5Ac

tuated

g/C

Ratio

0.49

0.40

0.49

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)12

9412

8815

7017

45v/s

Rati

o Pro

tc0

.42c0

.340.3

60.4

1v/s

Rati

o Per

mv/c

Rati

o0.8

60.8

40.7

30.4

1Un

iform

Dela

y, d1

18.6

22.3

16.8

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d25.9

5.21.8

0.7De

lay (s

)24

.527

.518

.60.7

Leve

l of S

ervic

eC

CB

AAp

proa

ch D

elay (

s)24

.527

.511

.8Ap

proa

ch LO

SC

CB

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y19

.5HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.8

5Ac

tuated

Cyc

le Le

ngth

(s)

82.5

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n73

.0%IC

U Le

vel o

f Ser

vice

DAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)13

1215

510

904

165

41v/c

Rati

o1.0

10.1

40.1

60.6

80.6

80.1

7Co

ntrol

Delay

43.1

2.055

.910

.856

.118

.6Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y43

.12.0

55.9

10.8

56.1

18.6

Queu

e Len

gth 50

th (ft

)69

44

625

110

16

Queu

e Len

gth 95

th (ft

)#1

402

3126

511

179

37Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)13

0211

3963

1364

446

420

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio1.0

10.1

40.1

60.6

60.3

70.1

0

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)12

7315

010

877

160

40Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h13

1215

510

904

165

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h12

8210

9016

1363

197

176

Arriv

e On G

reen

0.73

0.73

0.01

0.78

0.13

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

1312

155

1090

416

50

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

72.5

3.10.6

23.5

10.2

0.0Cy

cle Q

Clea

r(g_c

), s

72.5

3.10.6

23.5

10.2

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1282

1090

1613

6319

717

6V/

C Ra

tio(X

)1.0

20.1

40.6

20.6

60.8

40.0

0Av

ail C

ap(c_

a), v

eh/h

1282

1090

6714

1647

242

2HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

13.5

4.149

.15.0

42.5

0.0Inc

r Dela

y (d2

), s/v

eh31

.20.1

32.7

1.19.0

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

45.3

1.30.4

11.5

4.90.0

LnGr

p Dela

y(d),s

/veh

44.7

4.181

.76.2

51.5

0.0Ln

Grp L

OSF

AF

AD

Appr

oach

Vol,

veh/h

1467

914

165

Appr

oach

Dela

y, s/v

eh40

.47.0

51.5

Appr

oach

LOS

DA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s16

.55.0

78.0

83.0

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

.04.0

72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s12

.22.6

74.5

25.5

Gree

n Ext

Time (

p_c),

s0.4

0.00.0

34.8

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay29

.1HC

M 20

10 LO

SC

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh76

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

1010

5053

2979

010

472

708

36

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor95

9595

9595

9595

9595

9595

95He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

1111

0556

3183

211

492

748

36

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll84

20

011

050

020

2520

2911

0520

6220

2483

7

S

tage 1

--

--

--

1126

1126

-89

889

8-

Stag

e 2-

--

--

-89

990

3-

1164

1126

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

768

--

610

--

~ 19

2520

135

5034

9

S

tage 1

--

--

--

156

176

-31

033

3-

Stag

e 2-

--

--

-22

924

5-

216

256

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

768

--

610

--

~ 17

2320

120

4734

9Mo

v Cap

-2 M

aneu

ver

--

--

--

~ 17

23-

2047

-

S

tage 1

--

--

--

154

173

-30

631

6-

Stag

e 2-

--

--

-21

123

3-

133

252

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.4$ 1

299.6

169.4

HCM

LOS

FF

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

3776

8-

-61

0-

-24

349

HCM

Lane

V/C

Rati

o3.3

850.0

14-

-0.0

5-

-0.4

820.0

18HC

M Co

ntrol

Delay

(s)

$ 129

9.69.8

--

11.2

--

253.3

15.5

HCM

Lane

LOS

FA

--

B-

-F

CHC

M 95

th %

tile Q

(veh)

14.3

0-

-0.2

--

1.40.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)12

2711

0412

1560

0v/c

Rati

o0.9

10.8

80.7

40.3

4Co

ntrol

Delay

30.8

34.1

20.2

0.5Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y30

.834

.120

.20.5

Queu

e Len

gth 50

th (ft

)34

329

126

50

Queu

e Len

gth 95

th (ft

)#5

12#4

1534

50

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)14

3213

3917

3717

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.86

0.82

0.70

0.34

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

011

5385

618

111

4256

4Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

71.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5132

1132

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3211

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

40.9

40.9

40.9

40.9

40.9

4Ad

j. Flow

(vph

)0

1227

911

193

1215

600

RTOR

Red

uctio

n (vp

h)0

020

00

0La

ne G

roup

Flow

(vph

)0

1227

1084

012

1560

0He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

43.9

32.9

43.9

85.8

Effec

tive G

reen

, g (s

)43

.932

.943

.985

.8Ac

tuated

g/C

Ratio

0.51

0.38

0.51

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)13

5612

3116

4517

45v/s

Rati

o Pro

tc0

.46c0

.340.3

80.3

4v/s

Rati

o Per

mv/c

Rati

o0.9

00.8

80.7

40.3

4Un

iform

Dela

y, d1

19.1

24.6

16.4

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d28.8

7.61.8

0.5De

lay (s

)27

.832

.218

.20.5

Leve

l of S

ervic

eC

CB

AAp

proa

ch D

elay (

s)27

.832

.212

.4Ap

proa

ch LO

SC

CB

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y22

.2HC

M 20

00 Le

vel o

f Ser

vice

CHC

M 20

00 V

olume

to C

apac

ity ra

tio0.8

9Ac

tuated

Cyc

le Le

ngth

(s)

85.8

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n77

.3%IC

U Le

vel o

f Ser

vice

DAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)12

3113

919

949

189

52v/c

Rati

o0.9

80.1

30.3

10.7

30.7

20.2

0Co

ntrol

Delay

38.6

2.365

.413

.257

.620

.2Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y38

.62.3

65.4

13.2

57.6

20.2

Queu

e Len

gth 50

th (ft

)59

33

1230

011

510

Queu

e Len

gth 95

th (ft

)#1

322

2940

624

203

45Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)12

5711

0262

1334

436

414

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.9

80.1

30.3

10.7

10.4

30.1

3

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)11

9413

518

921

183

50Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h12

3113

919

949

189

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h12

4910

6227

1340

221

198

Arriv

e On G

reen

0.71

0.71

0.02

0.77

0.14

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

1231

139

1994

918

90

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

68.9

3.01.2

28.3

12.0

0.0Cy

cle Q

Clea

r(g_c

), s

68.9

3.01.2

28.3

12.0

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1249

1062

2713

4022

119

8V/

C Ra

tio(X

)0.9

90.1

30.7

00.7

10.8

50.0

0Av

ail C

ap(c_

a), v

eh/h

1251

1063

6513

8246

141

1HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

14.3

4.749

.96.1

42.8

0.0Inc

r Dela

y (d2

), s/v

eh21

.90.1

27.5

1.69.0

0.0Ini

tial Q

Dela

y(d3)

,s/ve

h0.0

0.00.0

0.00.0

0.0%

ile B

ackO

fQ(5

0%),v

eh/ln

40.4

1.30.7

14.1

5.80.0

LnGr

p Dela

y(d),s

/veh

36.2

4.877

.47.8

51.8

0.0Ln

Grp L

OSD

AE

AD

Appr

oach

Vol,

veh/h

1370

968

189

Appr

oach

Dela

y, s/v

eh33

.09.1

51.8

Appr

oach

LOS

CA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s18

.45.7

77.9

83.6

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

.04.0

72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s14

.03.2

70.9

30.3

Gree

n Ext

Time (

p_c),

s0.5

0.01.5

31.0

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay25

.3HC

M 20

10 LO

SC

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh16

3.3

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

811

8456

2882

74

730

5311

114

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

-4

--

2-

-7

--

1-

Peak

Hou

r Fac

tor96

9696

9696

9696

9696

9696

96He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

812

3358

2986

14

760

5511

115

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll86

60

012

330

021

7221

7412

3322

0021

7286

4

S

tage 1

--

--

--

1250

1250

-92

292

2-

Stag

e 2-

--

--

-92

292

4-

1278

1250

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

752

--

545

--

~ 14

1916

527

4033

7

S

tage 1

--

--

--

127

146

-30

032

4-

Stag

e 2-

--

--

-22

123

8-

185

222

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

752

--

545

--

~ 12

1816

517

3733

7Mo

v Cap

-2 M

aneu

ver

--

--

--

~ 12

18-

1737

-

S

tage 1

--

--

--

126

144

-29

730

7-

Stag

e 2-

--

--

-20

022

5-

122

220

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.4$ 2

885

191.3

HCM

LOS

FF

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

2075

2-

-54

5-

-18

337

HCM

Lane

V/C

Rati

o6.5

630.0

11-

-0.0

54-

-0.6

940.0

43HC

M Co

ntrol

Delay

(s)

$ 288

59.8

--

12-

-$ 39

5.516

.2HC

M La

ne LO

SF

A-

-B

--

FC

HCM

95th

%tile

Q(ve

h)16

.80

--

0.2-

-1.8

0.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upW

BRNB

TSB

LSB

TLa

ne G

roup

Flow

(vph

)89

610

0191

769

7v/c

Rati

o0.7

60.7

70.6

40.4

0Co

ntrol

Delay

19.5

19.8

15.8

0.7Qu

eue D

elay

0.00.0

0.00.0

Total

Dela

y19

.519

.815

.80.7

Queu

e Len

gth 50

th (ft

)15

916

413

60

Queu

e Len

gth 95

th (ft

)24

624

320

40

Inter

nal L

ink D

ist (f

t)16

1420

81Tu

rn B

ay Le

ngth

(ft)

370

Base

Cap

acity

(vph

)14

8116

4617

9717

45St

arva

tion C

ap R

educ

tn0

00

0Sp

illbac

k Cap

Red

uctn

00

00

Stor

age C

ap R

educ

tn0

00

0Re

duce

d v/c

Ratio

0.60

0.61

0.51

0.40

Inter

secti

on S

umma

ry

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Sign

alize

d Inte

rsecti

on C

apac

ity A

nalys

is

Move

ment

WBL

WBR

NBT

NBR

SBL

SBT

Lane

Con

figur

ation

sVo

lume (

vph)

085

174

220

987

166

2Ide

al Flo

w (vp

hpl)

1900

1900

1900

1900

1900

1900

Grad

e (%

)6%

10%

9%To

tal Lo

st tim

e (s)

4.05.0

4.04.0

Lane

Util.

Fac

tor0.8

80.9

50.9

71.0

0Fr

t0.8

50.9

71.0

01.0

0Flt

Pro

tected

1.00

1.00

0.95

1.00

Satd.

Flow

(pro

t)26

5131

8932

1617

45Flt

Per

mitte

d1.0

01.0

00.9

51.0

0Sa

td. F

low (p

erm)

2651

3189

3216

1745

Peak

-hou

r fac

tor, P

HF0.9

50.9

50.9

50.9

50.9

50.9

5Ad

j. Flow

(vph

)0

896

781

220

917

697

RTOR

Red

uctio

n (vp

h)0

038

00

0La

ne G

roup

Flow

(vph

)0

896

963

091

769

7He

avy V

ehicl

es (%

)4%

4%4%

4%4%

4%Tu

rn T

ype

Over

NAPr

otNA

Prote

cted P

hase

s1

21

Free

Perm

itted P

hase

sAc

tuated

Gre

en, G

(s)

26.7

23.8

26.7

59.5

Effec

tive G

reen

, g (s

)26

.723

.826

.759

.5Ac

tuated

g/C

Ratio

0.45

0.40

0.45

1.00

Clea

ranc

e Tim

e (s)

4.05.0

4.0Ve

hicle

Exten

sion (

s)3.0

3.03.0

Lane

Grp

Cap

(vph

)11

8912

7514

4317

45v/s

Rati

o Pro

tc0

.34c0

.300.2

90.4

0v/s

Rati

o Per

mv/c

Rati

o0.7

50.7

60.6

40.4

0Un

iform

Dela

y, d1

13.7

15.3

12.6

0.0Pr

ogre

ssion

Fac

tor1.0

01.0

01.0

01.0

0Inc

reme

ntal D

elay,

d22.8

2.60.9

0.7De

lay (s

)16

.417

.913

.60.7

Leve

l of S

ervic

eB

BB

AAp

proa

ch D

elay (

s)16

.417

.98.0

Appr

oach

LOS

BB

A

Inter

secti

on S

umma

ryHC

M 20

00 C

ontro

l Dela

y13

.0HC

M 20

00 Le

vel o

f Ser

vice

BHC

M 20

00 V

olume

to C

apac

ity ra

tio0.7

5Ac

tuated

Cyc

le Le

ngth

(s)

59.5

Sum

of los

t time

(s)

9.0Int

erse

ction

Cap

acity

Utili

zatio

n64

.5%IC

U Le

vel o

f Ser

vice

CAn

alysis

Per

iod (m

in)15

c C

ritica

l Lan

e Gro

up

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)89

710

910

1035

9913

v/c R

atio

0.66

0.09

0.12

0.75

0.48

0.07

Contr

ol De

lay11

.31.6

37.6

11.7

38.7

14.4

Queu

e Dela

y0.0

0.00.0

0.00.0

0.0To

tal D

elay

11.3

1.637

.611

.738

.714

.4Qu

eue L

ength

50th

(ft)

179

05

247

490

Queu

e Len

gth 95

th (ft

)#5

9018

19#6

4382

14Int

erna

l Link

Dist

(ft)

3171

365

801

Turn

Bay

Leng

th (ft

)32

037

050

Base

Cap

acity

(vph

)13

5111

7485

1382

605

549

Star

vatio

n Cap

Red

uctn

00

00

00

Spillb

ack C

ap R

educ

tn0

00

00

0St

orag

e Cap

Red

uctn

00

00

00

Redu

ced v

/c Ra

tio0.6

60.0

90.1

20.7

50.1

60.0

2

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)83

410

19

963

9212

Numb

er4

143

85

12Ini

tial Q

(Qb)

, veh

00

00

00

Ped-

Bike

Adj(

A_pb

T)1.0

01.0

01.0

01.0

0Pa

rking

Bus

, Adj

1.00

1.00

1.00

1.00

1.00

1.00

Adj S

at Flo

w, ve

h/h/ln

1759

1759

1750

1750

1645

1645

Adj F

low R

ate, v

eh/h

897

109

1010

3599

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

30.9

30.9

30.9

30.9

30.9

3Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h11

6098

617

1302

126

112

Arriv

e On G

reen

0.66

0.66

0.01

0.74

0.08

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

897

109

1010

3599

0Gr

p Sat

Flow(

s),ve

h/h/ln

1759

1495

1667

1750

1567

1398

Q Se

rve(g

_s),

s19

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0.320

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0.0Cy

cle Q

Clea

r(g_c

), s

19.1

1.40.3

20.0

3.30.0

Prop

In La

ne1.0

01.0

01.0

01.0

0La

ne G

rp C

ap(c)

, veh

/h11

6098

617

1302

126

112

V/C

Ratio

(X)

0.77

0.11

0.58

0.79

0.79

0.00

Avail

Cap

(c_a)

, veh

/h13

8611

7812

416

3887

177

7HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

6.43.4

26.6

4.324

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Incr D

elay (

d2),

s/veh

2.30.0

27.4

2.210

.40.0

Initia

l Q D

elay(d

3),s/

veh

0.00.0

0.00.0

0.00.0

%ile

Bac

kOfQ

(50%

),veh

/ln9.7

0.60.3

10.0

1.80.0

LnGr

p Dela

y(d),s

/veh

8.73.4

54.0

6.534

.80.0

LnGr

p LOS

AA

DA

CAp

proa

ch V

ol, ve

h/h10

0610

4599

Appr

oach

Dela

y, s/v

eh8.1

7.034

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proa

ch LO

SA

AC

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

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4.641

.145

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ange

Per

iod (Y

+Rc),

s4.0

4.05.5

5.5Ma

x Gre

en S

etting

(Gma

x), s

30.0

4.042

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x Q C

lear T

ime (

g_c+

I1), s

5.32.3

21.1

22.0

Gree

n Ext

Time (

p_c),

s0.2

0.014

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Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay8.8

HCM

2010

LOS

A

1/2/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh10

0.1

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

881

742

2889

35

730

501

05

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

--

--

-60

Veh i

n Med

ian S

torag

e, #

-0

--

0-

-0

--

0-

Grad

e, %

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--

2-

-7

--

1-

Peak

Hou

r Fac

tor92

9292

9292

9292

9292

9292

92He

avy V

ehicl

es, %

88

88

88

88

88

88

Mvmt

Flow

988

846

3097

15

790

541

05

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll97

60

088

80

019

3919

4288

819

6719

3997

3

S

tage 1

--

--

--

905

905

-10

3410

34-

Stag

e 2-

--

--

-10

3410

37-

933

905

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

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72-

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724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

683

--

738

--

~ 22

3028

141

5729

0

S

tage 1

--

--

--

227

244

-25

828

5-

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e 2-

--

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320

1-

296

330

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atoon

bloc

ked,

%-

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v Cap

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ver

683

--

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--

~ 21

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132

5429

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v Cap

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ver

--

--

--

~ 21

28-

3254

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S

tage 1

--

--

--

224

241

-25

527

3-

Stag

e 2-

--

--

-17

219

3-

236

326

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.3$ 1

559.7

35HC

M LO

SF

E

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

3468

3-

-73

8-

-32

290

HCM

Lane

V/C

Rati

o3.9

320.0

13-

-0.0

41-

-0.0

340.0

19HC

M Co

ntrol

Delay

(s)

$ 155

9.710

.3-

-10

.1-

-12

1.417

.7HC

M La

ne LO

SF

B-

-B

--

FC

HCM

95th

%tile

Q(ve

h)15

.70

--

0.1-

-0.1

0.1

Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

Unsig

naliz

ed In

terse

ction

Cap

acity

Ana

lysis

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)6

745

5129

506

847

265

83

6Si

gn C

ontro

lFr

eeFr

eeSt

opSt

opGr

ade

4%2%

7%1%

Peak

Hou

r Fac

tor0.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

50.9

5Ho

urly

flow

rate

(vph)

678

454

3153

38

492

688

36

Pede

strian

sLa

ne W

idth (

ft)W

alking

Spe

ed (f

t/s)

Perce

nt Bl

ocka

geRi

ght tu

rn fla

re (v

eh)

2Me

dian t

ype

None

None

Media

n stor

age v

eh)

Upstr

eam

signa

l (ft)

pX, p

latoo

n unb

locke

dvC

, con

flictin

g volu

me54

183

813

9513

9978

414

6414

4853

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1, sta

ge 1

conf

vol

vC2,

stage

2 co

nf vo

lvC

u, un

block

ed vo

l54

183

813

9513

9978

414

6414

4853

7tC

, sing

le (s)

4.24.2

7.26.6

6.37.2

6.66.3

tC, 2

stag

e (s)

tF (s

)2.3

2.33.6

4.13.4

3.64.1

3.4p0

queu

e fre

e %99

9654

9882

9097

99cM

capa

city (

veh/h

)99

877

110

713

038

381

121

532

Dire

ction

, Lan

e #EB

1EB

2EB

3W

B 1

WB

2NB

1NB

2SB

1Vo

lume T

otal

678

454

3154

152

6818

Volum

e Left

60

031

049

08

Volum

e Righ

t0

054

08

068

6cS

H99

817

0017

0077

117

0010

838

314

2Vo

lume t

o Cap

acity

0.01

0.46

0.03

0.04

0.32

0.48

0.18

0.13

Queu

e Len

gth 95

th (ft

)0

00

30

5316

11Co

ntrol

Delay

(s)

8.60.0

0.09.9

0.065

.816

.436

.4La

ne LO

SA

AF

CE

Appr

oach

Dela

y (s)

0.10.5

37.6

36.4

Appr

oach

LOS

EE

Inter

secti

on S

umma

ryAv

erag

e Dela

y 3.6

Inter

secti

on C

apac

ity U

tiliza

tion

56.6%

ICU

Leve

l of S

ervic

e B

Analy

sis P

eriod

(min)

15

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh7.2

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

674

551

2950

68

472

658

36

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

100

-0

--

60Ve

h in M

edian

Stor

age,

#-

0-

-0

--

0-

-0

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ade,

%-

4-

-2

--

7-

-1

-Pe

ak H

our F

actor

9595

9595

9595

9595

9595

9595

Heav

y Veh

icles

, %8

88

88

88

88

88

8Mv

mt F

low6

784

5431

533

849

268

83

6

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll54

10

078

40

013

9613

9978

413

9613

9553

7

S

tage 1

--

--

--

797

797

-59

859

8-

Stag

e 2-

--

--

-59

960

2-

798

797

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

998

--

808

--

6779

330

106

127

525

Stag

e 1-

--

--

-27

228

6-

463

466

-

S

tage 2

--

--

--

379

379

-35

537

3-

Plato

on bl

ocke

d, %

--

--

Mov C

ap-1

Man

euve

r99

8-

-80

8-

-63

7633

079

121

525

Mov C

ap-2

Man

euve

r-

--

--

-63

76-

7912

1-

Stag

e 1-

--

--

-27

028

4-

460

448

-

S

tage 2

--

--

--

358

364

-27

837

1-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0.1

0.584

.638

.2HC

M LO

SF

E

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1N

BLn2

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

6333

099

8-

-80

8-

-87

525

HCM

Lane

V/C

Rati

o0.8

190.2

070.0

06-

-0.0

38-

-0.1

330.0

12HC

M Co

ntrol

Delay

(s)

172.1

18.7

8.6-

-9.6

--

52.6

11.9

HCM

Lane

LOS

FC

A-

-A

--

FB

HCM

95th

%tile

Q(ve

h)3.7

0.80

--

0.1-

-0.4

0

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh21

.0Int

erse

ction

LOS

C

Appr

oach

EBW

BNB

SBEn

try La

nes

11

11

Confl

icting

Circ

le La

nes

11

11

Adj A

ppro

ach F

low, v

eh/h

952

588

127

27De

mand

Flow

Rate

, veh

/h10

2763

513

729

Vehic

les C

ircula

ting,

veh/h

4486

979

715

Vehic

les E

xiting

, veh

/h70

010

3032

6Fo

llow-

Up H

eadw

ay, s

3.186

3.186

3.186

3.186

Ped V

ol Cr

ossin

g Leg

, #/h

00

00

Ped C

ap A

dj1.0

001.0

001.0

001.0

00Ap

proa

ch D

elay,

s/veh

27.4

12.5

15.1

7.7Ap

proa

ch LO

SD

BC

A

Lane

Left

Bypa

ssLe

ftLe

ftLe

ftDe

signa

ted M

oves

LTR

LTR

LTR

LTR

Assu

med M

oves

LTR

LTR

LTR

LTR

RT C

hann

elize

dFr

eeLa

ne U

til1.0

001.0

001.0

001.0

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itical

Head

way,

s5.1

935.1

935.1

935.1

93En

try F

low, v

eh/h

967

6063

513

729

Cap E

ntry L

ane,

veh/h

1081

2052

1037

425

553

Entry

HV

Adj F

actor

0.926

0.926

0.927

0.927

0.928

Flow

Entry

, veh

/h89

656

588

127

27Ca

p Entr

y, ve

h/h10

0219

0096

139

451

3V/

C Ra

tio0.8

940.0

290.6

120.3

230.0

52Co

ntrol

Delay

, s/ve

h29

.10.0

12.5

15.1

7.7LO

SD

AB

CA

95th

%tile

Que

ue, v

eh13

04

10

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh12

.9Int

erse

ction

LOS

B

Appr

oach

EBW

BNB

SBEn

try La

nes

11

11

Confl

icting

Circ

le La

nes

11

11

Adj A

ppro

ach F

low, v

eh/h

646

670

129

6De

mand

Flow

Rate

, veh

/h69

772

313

96

Vehic

les C

ircula

ting,

veh/h

3389

652

805

Vehic

les E

xiting

, veh

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870

232

7Fo

llow-

Up H

eadw

ay, s

3.186

3.186

3.186

3.186

Ped V

ol Cr

ossin

g Leg

, #/h

00

00

Ped C

ap A

dj1.0

001.0

001.0

001.0

00Ap

proa

ch D

elay,

s/veh

10.8

15.5

9.87.3

Appr

oach

LOS

BC

AA

Lane

Left

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ssLe

ftLe

ftLe

ftDe

signa

ted M

oves

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Assu

med M

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RT C

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elize

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ne U

til1.0

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Head

way,

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935.1

935.1

935.1

93En

try F

low, v

eh/h

651

4672

313

96

Cap E

ntry L

ane,

veh/h

1093

2052

1034

589

505

Entry

HV

Adj F

actor

0.926

0.926

0.927

0.928

1.000

Flow

Entry

, veh

/h60

343

670

129

6Ca

p Entr

y, ve

h/h10

1319

0095

854

650

5V/

C Ra

tio0.5

950.0

230.6

990.2

360.0

12Co

ntrol

Delay

, s/ve

h11

.60.0

15.5

9.87.3

LOS

BA

CA

A95

th %

tile Q

ueue

, veh

40

61

0

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15

Centr

al Co

ast T

rans

porta

tion C

onsu

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Sync

hro 8

Rep

ort

Queu

es

Lane

Gro

upEB

TEB

RW

BLW

BTNB

LNB

RLa

ne G

roup

Flow

(vph

)92

411

016

581

254

44v/c

Rati

o0.8

50.1

10.2

00.5

20.6

80.1

3Co

ntrol

Delay

24.5

2.258

.210

.444

.321

.6Qu

eue D

elay

0.00.0

0.00.0

0.00.0

Total

Dela

y24

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58.2

10.4

44.3

21.6

Queu

e Len

gth 50

th (ft

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80

814

711

39

Queu

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gth 95

th (ft

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3322

3728

427

145

Inter

nal L

ink D

ist (f

t)31

7136

580

1Tu

rn B

ay Le

ngth

(ft)

320

370

50Ba

se C

apac

ity (v

ph)

1450

1252

8215

2458

153

3St

arva

tion C

ap R

educ

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illbac

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Red

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00

00

00

Stor

age C

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duce

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Ratio

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0.20

0.38

0.44

0.08

Inter

secti

on S

umma

ry#

95th

perce

ntile

volum

e exc

eeds

capa

city,

queu

e may

be lo

nger

.

Que

ue sh

own i

s max

imum

after

two c

ycles

.

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Sign

alize

d Inte

rsecti

on S

umma

ry

Move

ment

EBT

EBR

WBL

WBT

NBL

NBR

Lane

Con

figur

ation

sVo

lume (

veh/h

)89

610

716

564

246

43Nu

mber

414

38

512

Initia

l Q (Q

b), v

eh0

00

00

0Pe

d-Bi

ke A

dj(A_

pbT)

1.00

1.00

1.00

1.00

Parki

ng B

us, A

dj1.0

01.0

01.0

01.0

01.0

01.0

0Ad

j Sat

Flow,

veh/h

/ln17

5917

5917

5017

5016

4516

45Ad

j Flow

Rate

, veh

/h92

411

016

581

254

0Ad

j No.

of La

nes

11

11

11

Peak

Hou

r Fac

tor0.9

70.9

70.9

70.9

70.9

70.9

7Pe

rcent

Heav

y Veh

, %8

88

88

8Ca

p, ve

h/h10

9392

925

1204

298

266

Arriv

e On G

reen

0.62

0.62

0.02

0.69

0.19

0.00

Sat F

low, v

eh/h

1759

1495

1667

1750

1567

1398

Grp V

olume

(v), v

eh/h

924

110

1658

125

40

Grp S

at Flo

w(s),

veh/h

/ln17

5914

9516

6717

5015

6713

98Q

Serve

(g_s

), s

32.6

2.30.7

12.1

12.2

0.0Cy

cle Q

Clea

r(g_c

), s

32.6

2.30.7

12.1

12.2

0.0Pr

op In

Lane

1.00

1.00

1.00

1.00

Lane

Grp

Cap

(c), v

eh/h

1093

929

2512

0429

826

6V/

C Ra

tio(X

)0.8

50.1

20.6

40.4

80.8

50.0

0Av

ail C

ap(c_

a), v

eh/h

1641

1394

8618

1260

454

0HC

M Pl

atoon

Rati

o1.0

01.0

01.0

01.0

01.0

01.0

0Up

strea

m Fil

ter(I)

1.00

1.00

1.00

1.00

1.00

0.00

Unifo

rm D

elay (

d), s

/veh

11.8

6.038

.15.7

30.4

0.0Inc

r Dela

y (d2

), s/v

eh2.7

0.123

.90.3

6.80.0

Initia

l Q D

elay(d

3),s/

veh

0.00.0

0.00.0

0.00.0

%ile

Bac

kOfQ

(50%

),veh

/ln16

.51.0

0.55.7

5.80.0

LnGr

p Dela

y(d),s

/veh

14.5

6.162

.06.0

37.2

0.0Ln

Grp L

OSB

AE

AD

Appr

oach

Vol,

veh/h

1034

597

254

Appr

oach

Dela

y, s/v

eh13

.67.5

37.2

Appr

oach

LOS

BA

D

Timer

12

34

56

78

Assig

ned P

hs2

34

8Ph

s Dur

ation

(G+Y

+Rc),

s18

.85.2

53.8

59.0

Chan

ge P

eriod

(Y+R

c), s

4.04.0

5.55.5

Max G

reen

Sett

ing (G

max),

s30

.04.0

72.5

80.5

Max Q

Clea

r Tim

e (g_

c+I1)

, s14

.22.7

34.6

14.1

Gree

n Ext

Time (

p_c),

s0.7

0.013

.715

.4

Inter

secti

on S

umma

ryHC

M 20

10 C

trl De

lay14

.8HC

M 20

10 LO

SB

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh10

.8Int

erse

ction

LOS

B

Appr

oach

EBW

BNB

SBEn

try La

nes

22

11

Confl

icting

Circ

le La

nes

22

22

Adj A

ppro

ach F

low, v

eh/h

1299

894

131

27De

mand

Flow

Rate

, veh

/h14

0496

514

129

Vehic

les C

ircula

ting,

veh/h

4491

1353

1043

Vehic

les E

xiting

, veh

/h10

2814

0332

13Fo

llow-

Up H

eadw

ay, s

3.186

3.186

3.186

3.186

Ped V

ol Cr

ossin

g Leg

, #/h

00

00

Ped C

ap A

dj1.0

001.0

001.0

001.0

00Ap

proa

ch D

elay,

s/veh

11.6

9.014

.67.8

Appr

oach

LOS

BA

BA

Lane

Left

Righ

tBy

pass

Left

Righ

tLe

ftLe

ftDe

signa

ted M

oves

LTTR

RLT

TRLT

RLT

RAs

sume

d Mov

esLT

TRR

LTTR

LTR

LTR

RT C

hann

elize

dFr

eeLa

ne U

til0.4

700.5

300.4

700.5

301.0

001.0

00Cr

itical

Head

way,

s4.2

934.1

134.2

934.1

134.1

134.1

13En

try F

low, v

eh/h

630

711

6345

451

114

129

Cap E

ntry L

ane,

veh/h

1093

1096

2052

1055

1060

438

544

Entry

HV

Adj F

actor

0.926

0.925

0.926

0.926

0.927

0.929

0.928

Flow

Entry

, veh

/h58

365

858

420

474

131

27Ca

p Entr

y, ve

h/h10

1210

1419

0097

798

340

750

6V/

C Ra

tio0.5

760.6

490.0

310.4

300.4

820.3

220.0

53Co

ntrol

Delay

, s/ve

h11

.213

.10.0

8.69.4

14.6

7.8LO

SB

BA

AA

BA

95th

%tile

Que

ue, v

eh4

50

23

10

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh9.2

Inter

secti

on LO

SA

Appr

oach

EBW

BNB

SBEn

try La

nes

22

11

Confl

icting

Circ

le La

nes

22

22

Adj A

ppro

ach F

low, v

eh/h

943

1006

133

6De

mand

Flow

Rate

, veh

/h10

1910

8614

36

Vehic

les C

ircula

ting,

veh/h

3395

970

1166

Vehic

les E

xiting

, veh

/h11

3910

1832

15Fo

llow-

Up H

eadw

ay, s

3.186

3.186

3.186

3.186

Ped V

ol Cr

ossin

g Leg

, #/h

00

00

Ped C

ap A

dj1.0

001.0

001.0

001.0

00Ap

proa

ch D

elay,

s/veh

8.110

.210

.27.4

Appr

oach

LOS

AB

BA

Lane

Left

Righ

tBy

pass

Left

Righ

tLe

ftLe

ftDe

signa

ted M

oves

LTTR

RLT

TRLT

RLT

RAs

sume

d Mov

esLT

TRR

LTTR

LTR

LTR

RT C

hann

elize

dFr

eeLa

ne U

til0.4

700.5

300.4

700.5

301.0

001.0

00Cr

itical

Head

way,

s4.2

934.1

134.2

934.1

134.1

134.1

13En

try F

low, v

eh/h

455

514

5051

057

614

36

Cap E

ntry L

ane,

veh/h

1102

1104

2052

1052

1057

573

500

Entry

HV

Adj F

actor

0.927

0.925

0.926

0.927

0.926

0.930

1.000

Flow

Entry

, veh

/h42

247

546

473

533

133

6Ca

p Entr

y, ve

h/h10

2110

2119

0097

697

953

350

0V/

C Ra

tio0.4

130.4

660.0

240.4

850.5

450.2

500.0

12Co

ntrol

Delay

, s/ve

h8.0

8.90.0

9.510

.710

.27.4

LOS

AA

AA

BB

A95

th %

tile Q

ueue

, veh

23

03

31

0

1/5/20

15

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

TW

SC

Inter

secti

onInt

Dela

y, s/v

eh1.5

Move

ment

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

Vol, v

eh/h

485

654

2853

52

00

4911

114

Confl

icting

Ped

s, #/h

r0

00

00

00

00

00

0Si

gn C

ontro

l Fr

eeFr

eeFr

eeFr

eeFr

eeFr

eeSt

opSt

opSt

opSt

opSt

opSt

opRT

Cha

nneli

zed

--

None

--

None

--

None

--

None

Stor

age L

ength

400

-70

210

--

100

-0

--

60Ve

h in M

edian

Stor

age,

#-

0-

-0

--

0-

-0

-Gr

ade,

%-

4-

-2

--

7-

-1

-Pe

ak H

our F

actor

9696

9696

9696

9696

9696

9696

Heav

y Veh

icles

, %8

88

88

88

88

88

8Mv

mt F

low4

892

5629

557

20

051

111

15

Major

/Mino

rMa

jor1

Major

2Mi

nor1

Mino

r2Co

nflict

ing F

low A

ll55

90

089

20

015

1715

1889

215

1715

1755

8

S

tage 1

--

--

--

900

900

-61

761

7-

Stag

e 2-

--

--

-61

761

8-

900

900

-Cr

itical

Hdwy

4.18

--

4.18

--

8.58

7.98

6.98

7.38

6.78

6.38

Critic

al Hd

wy S

tg 1

--

--

--

7.58

6.98

-6.3

85.7

8-

Critic

al Hd

wy S

tg 2

--

--

--

7.58

6.98

-6.3

85.7

8-

Follo

w-up

Hdw

y2.2

72-

-2.2

72-

-3.5

724.0

723.3

723.5

724.0

723.3

72Po

t Cap

-1 M

aneu

ver

983

--

736

--

5264

279

8710

651

0

S

tage 1

--

--

--

229

246

-45

245

6-

Stag

e 2-

--

--

-36

837

1-

309

332

-Pl

atoon

bloc

ked,

%-

--

-Mo

v Cap

-1 M

aneu

ver

983

--

736

--

4861

279

6910

151

0Mo

v Cap

-2 M

aneu

ver

--

--

--

4861

-69

101

-

S

tage 1

--

--

--

228

245

-45

043

8-

Stag

e 2-

--

--

-34

335

6-

251

331

-

Appr

oach

EBW

BNB

SBHC

M Co

ntrol

Delay

, s0

0.520

.837

.2HC

M LO

SC

E

Mino

r Lan

e/Majo

r Mvm

tNB

Ln1N

BLn2

EBL

EBT

EBR

WBL

WBT

WBR

SBLn

1SBL

n2Ca

pacit

y (ve

h/h)

-27

998

3-

-73

6-

-71

510

HCM

Lane

V/C

Rati

o-

0.183

0.004

--

0.04

--

0.176

0.029

HCM

Contr

ol De

lay (s

)0

20.8

8.7-

-10

.1-

-66

.212

.3HC

M La

ne LO

SA

CA

--

B-

-F

BHC

M 95

th %

tile Q

(veh)

-0.7

0-

-0.1

--

0.60.1

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh10

.9Int

erse

ction

LOS

B

Appr

oach

EBW

BNB

SBEn

try La

nes

22

11

Confl

icting

Circ

le La

nes

22

22

Adj A

ppro

ach F

low, v

eh/h

872

1323

7613

Dema

nd F

low R

ate, v

eh/h

941

1429

8213

Vehic

les C

ircula

ting,

veh/h

6543

878

1455

Vehic

les E

xiting

, veh

/h14

0391

762

17Fo

llow-

Up H

eadw

ay, s

3.186

3.186

3.186

3.186

Ped V

ol Cr

ossin

g Leg

, #/h

00

00

Ped C

ap A

dj1.0

001.0

001.0

001.0

00Ap

proa

ch D

elay,

s/veh

7.513

.48.0

9.5Ap

proa

ch LO

SA

BA

A

Lane

Left

Righ

tBy

pass

Left

Righ

tLe

ftLe

ftDe

signa

ted M

oves

LTTR

RLT

TRLT

RLT

RAs

sume

d Mov

esLT

TRR

LTTR

LTR

LTR

RT C

hann

elize

dFr

eeLa

ne U

til0.4

700.5

300.4

700.5

301.0

001.0

00Cr

itical

Head

way,

s4.2

934.1

134.2

934.1

134.1

134.1

13En

try F

low, v

eh/h

411

464

6667

275

782

13Ca

p Entr

y Lan

e, ve

h/h10

7610

8020

5210

9410

9661

140

8En

try H

V Ad

j Fac

tor0.9

270.9

260.9

260.9

260.9

270.9

270.9

77Flo

w En

try, v

eh/h

381

430

6162

270

176

13Ca

p Entr

y, ve

h/h99

810

0019

0010

1310

1656

639

9V/

C Ra

tio0.3

820.4

300.0

320.6

140.6

900.1

340.0

32Co

ntrol

Delay

, s/ve

h7.7

8.40.0

12.1

14.5

8.09.5

LOS

AA

AB

BA

A95

th %

tile Q

ueue

, veh

22

04

60

0

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh11

.3Int

erse

ction

LOS

B

Appr

oach

EBW

BNB

SBEn

try La

nes

22

11

Confl

icting

Circ

le La

nes

22

22

Adj A

ppro

ach F

low, v

eh/h

872

1323

7613

Dema

nd F

low R

ate, v

eh/h

941

1429

8213

Vehic

les C

ircula

ting,

veh/h

6543

878

1455

Vehic

les E

xiting

, veh

/h14

0391

712

817

Follo

w-Up

Hea

dway

, s3.1

863.1

863.1

863.1

86Pe

d Vol

Cros

sing L

eg, #

/h0

00

0Pe

d Cap

Adj

1.000

1.000

1.000

1.000

Appr

oach

Dela

y, s/v

eh8.6

13.4

8.09.5

Appr

oach

LOS

AB

AA

Lane

Left

Righ

tLe

ftRi

ght

Left

Left

Desig

nated

Mov

esLT

TRLT

TRLT

RLT

RAs

sume

d Mov

esLT

TRLT

TRLT

RLT

RRT

Cha

nneli

zed

Lane

Util

0.470

0.530

0.470

0.530

1.000

1.000

Critic

al He

adwa

y, s

4.293

4.113

4.293

4.113

4.113

4.113

Entry

Flow

, veh

/h44

249

967

275

782

13Ca

p Entr

y Lan

e, ve

h/h10

7610

8010

9410

9661

140

8En

try H

V Ad

j Fac

tor0.9

270.9

260.9

260.9

270.9

270.9

77Flo

w En

try, v

eh/h

410

462

622

701

7613

Cap E

ntry,

veh/h

997

999

1013

1016

566

399

V/C

Ratio

0.411

0.462

0.614

0.690

0.134

0.032

Contr

ol De

lay, s

/veh

8.29.0

12.1

14.5

8.09.5

LOS

AA

BB

AA

95th

%tile

Que

ue, v

eh2

24

60

0

1/16/2

015

Centr

al Co

ast T

rans

porta

tion C

onsu

lting

Sync

hro 8

Rep

ort

HCM

2010

Rou

ndab

out

Inter

secti

onInt

erse

ction

Dela

y, s/v

eh9.7

Inter

secti

on LO

SA

Appr

oach

EBW

BNB

SBEn

try La

nes

22

11

Confl

icting

Circ

le La

nes

22

22

Adj A

ppro

ach F

low, v

eh/h

1172

874

125

17De

mand

Flow

Rate

, veh

/h12

6594

413

518

Vehic

les C

ircula

ting,

veh/h

4567

1214

985

Vehic

les E

xiting

, veh

/h95

812

8236

26Fo

llow-

Up H

eadw

ay, s

3.186

3.186

3.186

3.186

Ped V

ol Cr

ossin

g Leg

, #/h

00

00

Ped C

ap A

dj1.0

001.0

001.0

001.0

00Ap

proa

ch D

elay,

s/veh

10.1

8.612

.67.2

Appr

oach

LOS

BA

BA

Lane

Left

Righ

tBy

pass

Left

Righ

tLe

ftLe

ftDe

signa

ted M

oves

LTTR

RLT

TRLT

RLT

RAs

sume

d Mov

esLT

TRR

LTTR

LTR

LTR

RT C

hann

elize

dFr

eeLa

ne U

til0.4

700.5

300.4

700.5

301.0

001.0

00Cr

itical

Head

way,

s4.2

934.1

134.2

934.1

134.1

134.1

13En

try F

low, v

eh/h

566

639

6044

450

013

518

Cap E

ntry L

ane,

veh/h

1092

1095

2052

1075

1078

483

567

Entry

HV

Adj F

actor

0.926

0.925

0.926

0.926

0.927

0.925

0.932

Flow

Entry

, veh

/h52

459

156

411

463

125

17Ca

p Entr

y, ve

h/h10

1210

1319

0099

599

944

752

9V/

C Ra

tio0.5

180.5

840.0

290.4

130.4

640.2

790.0

32Co

ntrol

Delay

, s/ve

h9.9

11.3

0.08.2

9.012

.67.2

LOS

AB

AA

AB

A95

th %

tile Q

ueue

, veh

34

02

31

0

Car

mel

Can

ine

Exi

stin

g P

lus

Typ

ical

Ope

ratio

ns F

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Notes

~: V

olume

exce

eds c

apac

ity

$: D

elay e

xcee

ds 30

0s

+: C

ompu

tation

Not

Defin

ed

*: A

ll majo

r volu

me in

plato

on

Car

mel

Can

ine

Cum

ulat

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Plu

s T

ypic

al O

pera

tions

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ay1:

Hig

hway

1 &

Car

mel

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ley

Roa

d3/3

/2015

Centr

al Co

ast T

rans

porta

tion C

onsu

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Sync

hro 8

Rep

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Lane

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upW

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Dela

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gth 50

th (ft

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129

126

40

Queu

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th (ft

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96#4

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50

Inter

nal L

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00

00

Stor

age C

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0.34

Inter

secti

on S

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perce

ntile

volum

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e may

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nger

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1 &

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Rep

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Sign

alize

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on C

apac

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nalys

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Move

ment

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Con

figur

ation

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1900

1900

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Util.

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tor0.8

80.9

50.9

71.0

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t0.8

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tected

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40.9

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ssion

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Appendix C: Roadway Segment Analysis

HCS 2010: Two-Lane Highways Release 6.60

Phone: Fax:

E-Mail:

_________________Directional Two-Lane Highway Segment Analysis________________

Analyst KP

Agency/Co. CCTC

Date Performed 1/22/2015

Analysis Time Period Existing AM

Highway Highway 1

From/To Ocean/Carmel Valley

Jurisdiction Monterey County

Analysis Year 2014

Description Carmel Canine

__________________________________Input Data__________________________________

Highway class Class 2 Peak hour factor, PHF 0.94

Shoulder width 6.0 ft % Trucks and buses 8 %

Lane width 12.0 ft % Trucks crawling 0.0 %

Segment length 2.4 mi Truck crawl speed 0.0 mi/hr

Terrain type Specific Grade % Recreational vehicles 1 %

Grade: Length 0.25 mi % No-passing zones 100 %

Up/down -6.0 % Access point density 10 /mi

Analysis direction volume, Vd 1623 veh/h

Opposing direction volume, Vo 1576 veh/h

____________________________Average Travel Speed______________________________

Direction Analysis(d) Opposing (o)

PCE for trucks, ET 1.2* 1.2*

PCE for RVs, ER 1.0 1.0

Heavy-vehicle adj. factor,(note-5) fHV 0.984 0.984

Grade adj. factor,(note-1) fg 1.00 1.00

Directional flow rate,(note-2) vi 1754 pc/h 1704 pc/h

Free-Flow Speed from Field Measurement:

Field measured speed,(note-3) S FM - mi/h

Observed total demand,(note-3) V - veh/h

Estimated Free-Flow Speed:

Base free-flow speed,(note-3) BFFS 45.0 mi/h

Adj. for lane and shoulder width,(note-3) fLS 0.0 mi/h

Adj. for access point density,(note-3) fA 2.5 mi/h

Free-flow speed, FFSd 42.5 mi/h

Adjustment for no-passing zones, fnp 0.6 mi/h

Average travel speed, ATSd 15.1 mi/h

Percent Free Flow Speed, PFFS 35.4 %

_________________________Percent Time-Spent-Following_________________________




Heavy-vehicle adjustment factor, fHV 1.000 1.000

Grade adjustment factor,(note-1) fg 1.00 1.00


Base percent time-spent-following,(note-4) BPTSFd 93.5 %

Adjustment for no-passing zones, fnp 6.4

Percent time-spent-following, PTSFd 96.7 %

________________Level of Service and Other Performance Measures_______________

Level of service, LOS F

Volume to capacity ratio, v/c 1.02

Peak 15-min vehicle-miles of travel, VMT15 1036 veh-mi

Peak-hour vehicle-miles of travel, VMT60 3895 veh-mi

Peak 15-min total travel time, TT15 68.8 veh-h

Capacity from ATS, CdATS 0 veh/h

Capacity from PTSF, CdPTSF 1700 veh/h

Directional Capacity 1700 veh/h

_____________________________Passing Lane Analysis____________________________

Total length of analysis segment, Lt 2.4 mi

Length of two-lane highway upstream of the passing lane, Lu - mi

Length of passing lane including tapers, Lpl - mi

Average travel speed, ATSd (from above) 15.1 mi/h

Percent time-spent-following, PTSFd (from above) 96.7

Level of service, LOSd (from above) F

___________________Average Travel Speed with Passing Lane____________________

Downstream length of two-lane highway within effective

length of passing lane for average travel speed, Lde - mi

Length of two-lane highway downstream of effective

length of the passing lane for average travel speed, Ld - mi

Adj. factor for the effect of passing lane

on average speed, fpl -

Average travel speed including passing lane, ATSpl -

Percent free flow speed including passing lane, PFFSpl 0.0 %

________________Percent Time-Spent-Following with Passing Lane________________

Downstream length of two-lane highway within effective length

of passing lane for percent time-spent-following, Lde - mi

Length of two-lane highway downstream of effective length of

the passing lane for percent time-spent-following, Ld - mi


on percent time-spent-following, fpl -

Percent time-spent-following

including passing lane, PTSFpl - %

______Level of Service and Other Performance Measures with Passing Lane ______

Level of service including passing lane, LOSpl A

Peak 15-min total travel time, TT15 - veh-h

__________________________ Bicycle Level of Service __________________________

Posted speed limit, Sp 55

Percent of segment with occupied on-highway parking 0

Pavement rating, P 3

Flow rate in outside lane, vOL 1726.6

Effective width of outside lane, We 24.00

Effective speed factor, St 4.79

Bicycle LOS Score, BLOS 4.95

Bicycle LOS E

Notes:

1. Note that the adjustment factor for level terrain is 1.00, as level terrain

is one of the base conditions. For the purpose of grade adjustment, specific

dewngrade segments are treated as level terrain.

2. If vi (vd or vo ) >= 1,700 pc/h, terminate analysis-the LOS is F.

3. For the analysis direction only and for v>200 veh/h.

4. For the analysis direction only.

5. Use alternative Exhibit 15-14 if some trucks operate at crawl speeds on a

specific downgrade.

* These items have been entered or edited to override calculated value

HCS 2010: Multilane Highways Release 6.60

Phone: Fax:

E-mail:

___________________________OPERATIONAL ANALYSIS________________________________

Analyst: KP

Agency/Co: CCTC

Date: 12/9/2014

Analysis Period: Existing AM

Highway: Highway 1

From/To: Ocean/Carmel Valley

Jurisdiction: Monterey County

Analysis Year: 2014

Project ID: Carmel Canine

_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2

Lane width 12.0 ft 12.0 ft

Lateral clearance:

Right edge 6.0 ft 6.0 ft

Left edge 6.0 ft 6.0 ft

Total lateral clearance 12.0 ft 12.0 ft

Access points per mile 10 10

Median type Divided Divided

Free-flow speed: Base Base

FFS or BFFS 45.0 mph 45.0 mph

Lane width adjustment, FLW 0.0 mph 0.0 mph

Lateral clearance adjustment, FLC 0.0 mph 0.0 mph

Median type adjustment, FM 0.0 mph 0.0 mph

Access points adjustment, FA 2.5 mph 2.5 mph

Free-flow speed 42.5 mph 42.5 mph

____________________________________VOLUME_____________________________________

Direction 1 2

Volume, V 1576 vph 1623 vph

Peak-hour factor, PHF 0.94 0.94

Peak 15-minute volume, v15 419 432

Trucks and buses 8 % 8 %

Recreational vehicles 1 % 1 %

Terrain type Grade Grade

Grade 6.00 % 6.00 %

Segment length 0.00 mi 0.00 mi

Number of lanes 2 2

Driver population adjustment, fP 1.00 1.00

Trucks and buses PCE, ET 1.5 1.5

Recreational vehicles PCE, ER 4.0 4.0

Heavy vehicle adjustment, fHV 0.935 0.935

Flow rate, vp 896 pcphpl 923 pcphpl

____________________________________RESULTS____________________________________

Direction 1 2


Free-flow speed, FFS 42.5 mph 42.5 mph

Avg. passenger-car travel speed, S 45.0 mph 45.0 mph

Level of service, LOS C C

Density, D 19.9 pc/mi/ln 20.5 pc/mi/ln


Posted speed limit, Sp 55 55

Percent of segment with occupied

on-highway parking 0 0

Pavement rating, P 3 3

Flow rate in outside lane, vOL 838.3 863.3

Effective width of outside lane, We 24.00 24.00

Effective speed factor, St 4.79 4.79

Bicycle LOS Score, BLOS 4.58 4.60

Bicycle LOS E E

Overall results are not computed when free-flow speed is less than 45 mph.


Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing PM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 12/9/2014

Analysis Period: Existing PM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing Friday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 12/30/2014

Analysis Period: Existing Friday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2




Level of service, LOS C B











Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing Sunday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________







































Level of service, LOS E














Level of service, LOSd (from above) E






























Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 12/30/2014

Analysis Period: Existing Sunday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2




Level of service, LOS B B











Bicycle LOS D D



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing Plus Project AM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/2/2015

Analysis Period: Existing Plus Project AM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing Plus Project PM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/2/2015

Analysis Period: Existing Plus Project PM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing Plus Project Friday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/2/2015

Analysis Period: Existing Plus Project Friday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2




Level of service, LOS C B











Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Existing Plus Project Sunday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/2/2015

Analysis Period: Existing Plus Project Sunday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2




Level of service, LOS B B











Bicycle LOS D D



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative AM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2014

Analysis Period: Cumulative AM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2




Level of service, LOS D C











Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative PM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2015

Analysis Period: Cumulative PM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative Friday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2015

Analysis Period: Cumulative Friday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative Sunday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2015

Analysis Period: Cumulative Sunday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative Plus Project AM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2014

Analysis Period: Cumulative Plus Project AM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2




Level of service, LOS D C











Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative Plus Project PM

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2015

Analysis Period: Cumulative Plus Project PM

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative Plus Project Friday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2015

Analysis Period: Cumulative Plus Project Friday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC


Analysis Time Period Cumulative Plus Project Sunday

Highway Highway 1



Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-mail:


Analyst: KP

Agency/Co: CCTC

Date: 1/5/2015

Analysis Period: Cumulative Plus Project Sunday

Highway: Highway 1



Analysis Year: 2014


_______________________________FREE-FLOW SPEED_________________________________

Direction 1 2


Lateral clearance:













____________________________________VOLUME_____________________________________

Direction 1 2







Grade 6.00 % 6.00 %


Number of lanes 2 2






____________________________________RESULTS____________________________________

Direction 1 2















Bicycle LOS E E



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC



Highway Carmel Valley Road

From/To Rancho San Carlos/Schulte

Jurisdiction Unincorporated Monterey County

Analysis Year 2014


__________________________________Input Data__________________________________





Terrain type Level % Recreational vehicles 1 %

Grade: Length - mi % No-passing zones 100 %

Up/down - % Access point density 14 /mi
































Level of service, LOS C














Level of service, LOSd (from above) C






























Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________







































Level of service, LOS D














Level of service, LOSd (from above) D






























Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS D

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.



Phone: Fax:

E-Mail:


Analyst KP

Agency/Co. CCTC






Analysis Year 2014


__________________________________Input Data__________________________________



















































































Bicycle LOS E

Notes:








specific downgrade.


Documents

APPENDIX H TRAFFIC IMPACT STUDY